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r . /3q y S vJ Octf<vvicyv - l i / v i 5 - / — • 2 _ 0 1 / — 0 - 0 1 5 1 REC 40 E IVED V-tr I 14' -0' I 18'-O AUG 31 2011 1 1 R I 1 _ CITY OF TIGARD 4 -0 , § BUILDING DIVISION 4. : MOM .:, g2 — ii) zo 1 - i I ` — . im". 1 - mil NM 1 1 1.t!I III! 1 Rex ., or . 4 � 4 4 ili diiii A ,, , . MI 1 ' ir J - ■■ A® : �►..III_ I'_'� _z �• d ' _ _ I'Y I � Q - 4 ii \\ LL mu G� CINI El • 'tv 7'-111/T 20' - I I T-43/4* I 12-5 1 /4' 40' -0' © Copyright CompuTrus Inc. 2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS STONEBRIDGE 08/15/1 TRUSS CALCULATIONS AND 13 ENGINEERED STRUCTURAL i ti PROJECT TITLE: REVISION - 1: DRAWINGS FOR ALL FURTHER INFORMATION. BUILDING " ; 0 1+ J -1452 STONEBRIDGE DESIGNER /ENGINEER OF RECORD � ,a • PLAN: DRAWN BY. JP REVISION -2: TO TRUSS Cori ECTIONS N - TRUNG � � � `' w ' �§ x3 v r A DESIGNER /ENGINEER OF RECORD TO 170-0P11 I A CHECKED BY: REVIEW AND APPROVE OF A L L O M P A N Y \\ DESIGNS PRIOR TO CONSTRUCTION VL ® R �V S DELIVERY LOCATION: • SCALE: REVISION -3. 3/32" = 1' All designs are property of - Pacific Lumber and Truss. All designs are null and void If not fabricated by - Pacific Lumber and Truss. / compu9. 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 TPI /WTCA 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). ;1�. C4 _ � O F *Ash /4 , 4) : ��� PD ROF r y y ry „ ( P � �GINE f � / 0 r 17778 c , OREGON ^a' �S10 :. n ,'�Hl. • r R. C P� I EXPIRES 6110111 I EXPIRES 12/31/11 I • y 4i //NCumpThusnc. y It 4 �3 -1 ' n k . _IV C ustom Software Engineering Manufacturing ,.A,�n.,-..., . , .x <,:,,r,=,.� �._,.. t, _ , 4 ,4Z_33,,,,,,„1. , _ - 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. • :\44 ` not cut into :Deoel o pl ate c Option II: For 4x2 Outlookers • For 4x2 outlookers. M- .5x3 @ 36" • Notches must be cut with care. - . ` • No blocking required. Do not cut into • Same cutting as for common. � heel plate • Shim let -ins at each end for full bearing. Option II1: For 4x2 Outlookers - Span < 24' - O" • For 4x2 outlookers. • 4x2 blocking between outlookers required. 1111111111 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 �� PROF6.S ` C� � w s ' 4 „... _ giki, ..:, ct Af • OREGON ia: +,. h ulk I`_ N o nr C) • ^ v • .q, , 17779 4 E R O -r k � ., T>. R. C P Q's A IONAL r ._. IBC 2006 /CBC 2007 1 EXPIRES 12/31/11 1 EXPIRES 6/10/11 7.\\ FOR GABLE ENDS UNDER 6 - 8' IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, COLTIpUTf U5, inc. -. MINIMUMGABLESTUDGRADE- 2x4STANDARDGRADEHEM -FIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN Custom 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 Co 2x4 BRACE AT 16-0' o.c OR AT M -1x3 Typical w CENTERLINE. ATTACH WITH 164 ¢ NAILS SHOWN IN U. - - ( d 2x4 STUDS " N. A STRUCTURAL TRUSSES � - M -2.5x4 16' MAX 1 f PLATE {III1, IE` (2) M -2.5x4 (SPI) r1V V II I I CENTER VERTICALS VARY AS REQUIRED X90 PROPE, BY VENT SIZE OR OUTLOOKER � G IN � O 2 r . k Q � F �P BRACING FOR GABLE END ! .'} 117 CUTOUT FOR 4x2 _ G OUTLOOKER CUTOUT FOR 4o2 OUTLOOKER cn c OREGON ca / 'I' .. N. R. CP EXPIRES 12/31/11 ' ,.- • ..tz• c -4- - 0 WA3 -4, 4 O , OFF STUD 1x4 ADD -ON. ATTACH OVER STUD w WITH 8d NAILS AT 9' o.c. A r 1,_ Z r ' 4.2 OUTLOOKER DETAILS FILE NO: GABLE END DRAG y DATE: 07/23/08 ° ' " ` � _ v . REF: 25 -15 DES: SC 17778 . IBC 2006 / CBC 2007 0" 4'&%1S1l -V . `; • i EXPIRES 6/10/11 1 FOR GABLE ENDS OVER 6'41' IN HEIGHT ' MINIMUM GABLE STUD GRADE 2x4 C�iTi�]UTi'U Inc. CONSTRUCTION GRADE HEM -FIR R. CAA Custom Software Engineering Manufacturing Ct wA � 0 : r - A. f CO h - ;> .` ` ~, 6 - -0 ' 0.0. MAX �\ M - 2.5x4 • *5: - 1I Il Ii OU7LOOKER M 1x3 T sxatRES 6!10!1 i B RAC ES. BRA ts 4 4 M -2.5x4 MAX m I M -2.5x4 2x4 CONTINUOUS I �rGO PROF6• BACKING GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED �.`� s s . ATTACHED WITH 16d 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN X 2 4 Ql>GfNES O' . ACCORDANCE WITH IBC TABLE 2306.45. GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO , SUPPORTING BEARING WALL. lir OREGON . ox ¢' c J GABLE STUD 2x4 BLOCK R 1 .. GAB LE END TO EACH END WITH 3-164 NAILS 8d NAILS AT SHEATHING $E • /6'o.c. Q TR CP � � . EXPIRES 12/31/11 ! '�� ' Y�1.111ff 16d at 24" o.c. 1 -16d FILE NO: GABLE END DRAG L2x4 BLOCK 2.16d WITH 2 -16d 16d DATE: 07/23/08 TOE NAIL Bd NAILS AT 6 o.c. EACH END. at REF: 25 -15 DES: SC NOTCHED PER 2x4 BRACE WITH 4 -164 NAILS 2-16d . 24 o.c. OUTLOOKER 2 -16d IBC 2006 / CBC 2007 FOR GABLE ENDS UNDER 6' -0' IN HEIGHT CampuT�us. Inc. " MINIMUM GABLE STUD GRADE -2 4STANDARDGRADEHEM -F1R Custom Software Engineering Manufacturing + 2x4 Brace at 2' -0" o.c. 8' 1 -0' MAX GABLE END i M-4 M4 ffi 2x4 BRACE AT 16' -0' o.c. OR AT M-1 X! Typical w CENTERLINE. ATTACH WITH 16d NAILS SHOWN IN ( ). (2) 2x4 STUDS" — STRUCTURAL TRUSSES M -2.5x4 16" MAX �/-- PLATE / I,I WW77 , i /////://: 1 (2) .- (2) 1 Al / M -2.5x4 (Spl) 1 ' CENTER VERTICALS VARY AS REQUIRED � PRO BY VENT SIZE OR OUTLOOKER � � 6- �� -A, BY BRACING FOR GABLE END • ". • /,� - G W' '^ CUTOUT FOR 4x2 • OREGON 7, OUTLOOKER CUTOUT FOR 4>2 OUTLOOKER f O &E R V f ' f I o T1 R.cf EXPIRES 12/31/11 1 II 111 Ov �y^ � '�0 : „ OFF STUD 1 x4 ADD -ON. ATTACH OVER STUD 1� WITH 8d NAILS AT E' o.c. ': C.% Tt CO Q ` 1� 4Q OUTI OOKER DETAILS FILE NO: TUDOR GABLE END h 1" . z L' DATE: 07/01/09 REF: 25 -15 DES: SC "' "' .'$q 17778 ",:. , IBC 2006 / CBC 2007 - . 1 10, "4- L 1 EXPIRES 6/10/11 1 / omuTr us. Inc. { CUTOUT FOR 2x4 �� y E0 PROF Custom Software Engineering Manufacturing I OFF STUD' S� ADD -ON SAME SIZE AND �!/ %b €F Oj GRADE AS TOP CHORD I Ct • WITH 16d NAILS AT 12° O.0 1 - I _ I :. f • OREGON .m LUMBER SPECIFICATIONS: __,._ (I) n q 2X4 #2 DF -L CHORDS ADD ON SPLICE TO OCCUR ‘,--, ..Opp R G, - 2X4 STD. DF -L STUDS AT PANEL POINTS MTH � � CLUSTERS 2 -16d NAILS T R. C N C L EXPIRES 12(31/11 M-4x4 _ – A OUTLOOKERS PER DETAIL (114' MAX OVERSIZE CUT) f M-1)G3 ONE SIDE AND (2) 14 GA 2" 2x4 CONST. DOUG. 411111111111111 ii ii.... STAPLES ON OTHER SIDE FIR AT 32' O.C. 2x4 BLOCK 1.d3 -16d EACH END • - � ° MINIMUM GRADE CHORDS ®�' AND STUDS 2 0" I 4 -16d • M -5x6 _ ,o C' .p M- 3x6 MIN. OR USE ,d • SAME SIZE AS ON e ��� TRUSS /' o BALLOON FRAME BEARING WALL TO - - - - - - -- "e l' I SCISSOR BOTTOM CHORD i ! SCISSOR GA =LE — — I — 1 I Y - A w 16d AT 24' O.C. 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24' O.C. TO WALL PLATE BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY C • OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE Vs' ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE , VJASk� UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. `O �� o � O — f h Y 1 Z C" SECTION A FLE NO: SC GABLE END r r ; ;. -'' DATE: 07/01/09 . 7/01 /09 17778 REF: 25 -1 DES: SC ` ' G 15' BC 2006 / CBC 2007 J ONM' '" [ EXPIRES 6/10/11 • Compression web bracing shown on CompuTrus designs is to resist buckling of -those webs. An CompuTrus. Inc. 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 in 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 2x6 T Brace 2x4 T Brace 1>C411 ..1.4%1 – Web -41--- Web • - Web � ��c0 PROFFS • \� s, a Co a GINF� O� rt 'i' ■ � te.G1l- The T brace must be at least 80% of the web length and is attached with 10d nails at 6 "o.c. throughout. lip !� OREGON Typical at trusses 24 "o.c. only. TC ' E R b• , 6--, If a 2x4 or 2x6 web requires a single brace, a 2x4 Tbrace maybe substituted. If a 2x4 or 2x6 web requires • 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web maybe Ts. R. C lx substituted. The Tbrace(s) must be of equal or better material than the web. EXPIRES 12/31/11: ' _ Trusses at 24"o .c. typical g- C r , , "0 O f WASif 0 Restraint required at Brace must be 80% of '. (� ? t✓ each end of brace the length of the web. f t . t"' and at 20' intervals. �i� �– j / / 2x4 lateral brace with -----/ 17778 / . '/ 2 -10d nails per truss. \ 1,.. R, y �g 4P / / `." Refer to CompuTrus Eng. 2 10 x4 d nail T B s race at 6" with o.c Y + ` . 1pNAL , i / / EXPIRES 6/10/11 1 \ ■ FILE NO: Lateral Brace Detail ` / DATE: 07/23108 �— S EQ: 2787671 ®C 2006 i CBC 2007 Lateral Brace Alt. Lateral Brace • IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' Design conforms to main windforce- resisting TC: 2x4 KDDF.N18BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF N18BTR - SPACED 24.0' O.C. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =l.6 DL ON BOTTOM CHORD = 10.0 PSF ng wall UON. continuous bear Gable end truss on contin i Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Ga Gabb or equal typical in stud verticals. ngawa C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Q yP M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 11 -00 11 -00 T T 'I 12 12 M - 4x4 6.00 V 6.00 3 ����ED PROF612 & � 0 , • , OREGON o � I .rl r . c lx.cl- • E XPIRES 12131111 o c. /27270I . .071 ill 111 fa ° ° • M- 3x6(S) M -2.5x4 M -2.5x4 • • - J. y y 12 -00 10 -00 J. y y '1 -00 22 -00 2 -00 • ;� G �,WA51 j � 0 . - JOB NAME: J -1452 STONEBRIDGE1 - Al ` I'' � - e t' Scale: 0.3543 `C O tz � t> Z WARNINGS: GENERAL NOTES, unless otherwise noted: h .. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review � , k Truss: Al and Warnings before construction commences. and approval Is the responsibility of the building designer, not the cf " ,, , 2. 2x4 corn ression web bracin must be installed where shown +. truss designer or truss engineer. ,,I.• z: 3. All laeral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at - _ /i" DES . BY : LJ 2' o.c. and at 10' o.c. respectively unless braced throughout their length by stability bracing must be designed by designer of complete SWCture. continuous sheathing uch as plywood sheethln li 17778 78 g p y g(res and/or drywell(BC >. L � () ) CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown iii r +'"- � ' R. �' ��"�11V ... 4. No load should be applied to any component until aver all bracing and d. Installation Cl truss is the responsibility of the respective contractor. r- DATE: 8/15/2011 SEQ.: 492023 9 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 ` t i�� t ry design loads be applied to any component. - and are for "dry condition" of use. 11 O Q�„ 6. Design assumes lull bearing at all supports shown. Shim or wedge if 1 j ; y ; ` ' TRANS ID: 318452 5. CompuTrus has no control over and assumes no responsibility for the necessary. IJ r // 4 > - fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center t 1111111111111111111101111111111111111111111 TPIANiCA in BC51 copies of which will he furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate to inn ches. CompuTrus, Inc. Software 7.6.1 B(1 L) - 10. For basic connector plate design values see ESR -2529 (CompuTrus) EXPIRES 6/10/13 1 and /or ESR -1311, E5R -1988 (MiTek). IIIIIIIIIIIII • This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS 22 -00 -00 GIRDER SUPPORTING 43 -09.00 IRC 2009 MAX MEMBER FORCES 4WR/DHF /Cq =1.00 TC: 2o4-KDDF k18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =(- 16656) 2316 1- 6 =( -2034) 14721 6- 2 =( .591) 4773 BC: 2x8 KDDF SS 2- 3= (- 11565) 1611 6. 7 =( -2019) 14592 2- 7 =( -5067) 708 WEBS: 204 KDDF STAND; LOADING 3- 4 =(- 11565) 1611 7- 8 =( -2019) 14592 7- 3 =( -1326) 9996 2x4 KDDF N188TR A TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 22'- 0.0' V 4- 5 =(- 16656) 2316 8- 5 =( -2034) 14721 7- 4 =( -5067) 708 BC UNIF LL( 521.9) +DL( 374.9)= 896.8 PLF 0'- 0.0' TO 22'- 0.0' V 4- 8 =( -591) 4773 TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -1459/ 10568V -117/ 117H 5.50" 16.91 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22'- 0.0" -1459/ 10568V -117/ 117H 5.50" 16.91 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek LIT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ( 3 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL= L1240, TL =L /180 Join together 3 ply with 16d Common nails staggered at MAX LL DEFL = - 0.140' @ 1 L 0.0' Allowed = 1.054' 9' oc throughout 2x4 top chards, MAX TL CREEP DEFL = - 0.331' @ 11'- 0.0' Allowed = 1.406' 2' oc throughout 208 bottom chords, MAX HORIZ. LL DEFL = 0.036' @ 21'- 6.5' il 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.060" @ 21'- 6.5' • 11 - Design conforms to main windforce- resisting 11 - T 'I system and components and cladding criteria. 6 - 4 - 4 - 6 - Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, T T T f - Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor =1.6 6.00 I../ M - 7x8 6.00 3 O 5.1" M -3x10 M -3x10 A A 5 .,� PROF M -5x16 M -5x16 - w . ` 'P ' it -, .s ° 1--- C° 6 `O 7 `° e ...,,...5 O REGON ° M -3x4 M -3x10 M -7x M 3x10 M 3x4 ° cf , �1 r '` --I MHS- 7x10(S) O� L'? [R c). (3 y ), y y y 611,0, / T R �� 6 -01 -04 4 -10 -12 4 -10 -12 6 -01 -04 y J, y EXPIRES 12!31!11 12 -00 10 -00 `' C� xr 22 - WEDGE REQUIRED AT HEEL(S). JOB NAME: J-1452 STONEBRIDGE1 - A2 Scal 0.3125 :00 -� s Z -n WARNINGS: GENERAL NOTES, unless otherwise noted: + • .1 1. Builder and erection contractor should be advised of all General Not 1. This Ire design is adequate for the design parameters shown. Review 1 +. 1 Truss: A2 a nd Warnings before construcion commences. and approval is the responsibility of the building designer, not the ., 1 hen?, 2. 2x4 compression web bracing must be installed where shown •, 2. Design assumes the top and bottom chords to be laterally braced a1 17778 e,. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent y o.c. and at 19' o.c. respectively unless braced throughout their length by + . £ DES. BY : LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). 411 ! i a � k DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown • + f 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. ��j Al `I r - SEQ.: 4920240 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, r r 1 / r I 1 / = f NJ design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes lull bearing at all supports shown. Shim or wedge it / J ... r7,7 eq - 5' TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the ro shipment and installation of components. necessary. fabrication. handling, P P 7. Design assumes adequate drainage is provided. L EXPIRES 6/10/13 6. This design is furnished subject to the limdations set forth by 8. Plates es shall be located ated on on both oth laces of f truss, and placed so their center 111111111111111111111 1 10. TPIMlrCA in SCSI copies of which will be furnished upon request. Dies indicate coincide with joint lines. Digits 9. ho diccatt e size of f p plate te in inches. CompuTrus, Inc. Software 7.6.18(1 L) -E For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.0' Design conforms to main windforce- resisting TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =1.6 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12 "OC, UON. TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous • bearing wall for entire span UON. M -1.5x4 or equal at non - structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for 4x2 outlookers. 2x4 let -ins vertical members (uon). REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. of the same size and grade as structural top Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP chord. Insure tight fit at each end of let -in. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Outlookers must be cut with care and are M,M2OHS,M18HS,M16 = MiTek MT series • permissible at inlet board areas only. • 6 -10 -08 6 -10 -08 6 -10 -08 6 -08 -14 T T T 12 . M -4x6 4 0" N 12.00 M -3x6 pi M -3x6 • M -1.5x4 M -1.5x4 116 c....- D P ROFF co M 3xr M 3x6 0 •' OREGON ��TL ° M -1 . 0 , t /ER � 5 ' M-2.5x4 M -2.5x4 l R C1 5,-- //J /f/ y y y 6 -10 -08 6 -10 -08 y y y y 1 r..; 1 -00 13 -09 1 -00 1 C,41 ie. "; JOB .NAME: J -1452 STONEBRIDGE1 - B1 Scale: 0.3188 I ., st ° 4 r, -' ` WARNINGS: GENERAL NOTES, unless otherwise noted: ,ft Yj ' , p ,/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 z I�` r -ry' s r =' Truss : B1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the T e Z : c", 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and pe rmanent 2 Design assumes the lap and bottom ass chords braced y aced Trougou their to be laterally braced at eng a - 17778 DES. BY: LJ ' ' unless brhht Thi lth b � +1 stability bracing must be designed by designer of complete structure. 2 o.c. and at to o.c. respectively unl continuous sheathing such as plywood sheathing(TC) and /or drywatl(BC). �r rl.] 1 irk • DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. '=' SIpN t 1. w� SEQ.: 4 920241 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, 1 i ,r' fig l�s+ design loads be applied to any component. and are for "dry condition" of use. • � TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. • fabrication, handling. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6/10/13 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces of truss, and placed so their center EXPIRES IIIIII III I IIIII IIIII II II IIIII I III III IIII TPINVTCA in BCSI, copies of which will be furnished upon request. Tines coincide with joint center lines. 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) I. and /or ESR -1311, ESR -1988 (MiTek). Ell . This design prepared from computer input by / PACIFIC LUMBER JP LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR /DHF /Cq =1.00 TC: 2x4 KDDF ff18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -62) 45 2 -6 =( -106) 357 6 -3 =(0) 369 BC: 2x4 KDDF k188TR SPACED 24.0' 0.C. 2 -3=( -679) 298 6 -4=( -106) 357 WEBS: 2x4 DF STAND; 3 -4 =( -679) 298 2x4 KDOF STAND A LOADING 4 -5 =( -62) 45 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0° -103/ 760V -175/ 175H 5.50' 1.22 KDDF ( 625) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 13'- 9.0" -103/ 760V -175/ 175H 5.50" 1.22 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L1240, TL =L /180 • M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' 6 - - 6 - - MAX LL DEFL = 0.002" @ 14'- 9.0' Allowed = 0.100' MAX TL DEFL = 0.002' @ 14'- 9.0' Allowed = 0.133' 12 12 MAX TC PANEL LL DEFL = - 0.309° @ 10'- 0.8' Allowed = 0.581' M - 4x6 MAX TC PANEL TL DEFL = 0.141° @ 3'- 7.9' Allowed = 0.871' 12.001, \12.00 3 4.0" MAX HORIZ. LL DEFL = 0,004' @ 13'- 3.5' MAX HORIZ. TL DEFL = 0.006' @ 13'- 3.5' • P� Design conforms to main windforce- resisting 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, MFRS, interior zone, load duration factor =1.6 A ... 5' -?' PRp� -Sc. 41 i 00 � ° `, • OREGON .∎z:' Or- 6 -/ CD ? o^ _ k) ' 7 M -4x4 M -1.5x4 M -4x4 1 aT �� • l/fl /r C J. y J. EXPIRES 12/31/11 6 -10 -08 6 -10 -08 • . ___ _. y J' y ;L 1 -00 13 -09 WEDGE REQUIRED AT HEEL(S). 1 - C4 ,: `� 0 WAS1j , �el° JOB NAME: J-1452 STONEBRIDGE1 - B2 Sale: 0.3552 � t == ° .." w r WARNINGS: GENERAL NOTES, unless otherwise noted: , 11 lrrh c 1v' B2 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review a.F - id Truss : B2 and Warnings before construction commences. and approval signer of truss responsibility of the building designer, not the T f F • .'- 2. 2x4 compression web bracing must be installed where shown +. .":•. 3. All lateral force resisting elements such as temporary and permanent 2 Design assumes the top and bottom chords to be laterally braced at 17' / $ • i! r. DES . BY: LJ 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 4. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). % • R ZIS 1 S ' Y DATE: 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ A 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 l©Pf ♦ i N+ , SEQ . : 4920242 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. TRANS ID : 318452 C / / r I i i " � , - design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. C / v `+' h ,r- q ; d . T 6. Design assumes full bearing al all supports shown. Shim or wedge if necessary fabrication, handling. shipment and installation of components. 7. Design assumes adequate drainage Is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on bulb faces of truss, and placed so their center [ l EXPIRES 6/10/13 IIIIII VIII VIII VIII II I I I I VIII I II IIII TPIANTCA In BCSI copies of which will be furnished upon request. lines coincide with joint center Ones. 9. Digits Indicate size of plate to Inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311. ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS 13 -09 -00 GIRDER SUPPORTING 43 -09 -00 IRC 2009 MAX MEMBER FORCES 4WR/DHF /Cq =1.00 TC: 2x4 ROOF #18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =( -6318) 888 1- 6 =( -634) 4172 6- 2 =( -346) 2776 BC: 2x8 KDDF k18BTR 2- 3=( -4324) 614 6- 7 =( -630) 4140 2- 7 =( -1764) 250 WEBS: 204 KDDF STAND;. LOADING 3- 4 =( -4324) 614 7- 8 =( -630) 4140 7- 3=( -766) 5820 2x4 KDDF STUD A TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 13'- 9.0' V 4- 5 =( -6318) 888 8- 5 =( -634) 4172 7- 4=( -1764) 250 BC UNIF LL( 521.9) +DL( 374.9)= 896.8 PLF 0'- 0.0' TO 13'- 9.0" V 4- 8 =( -346) 2776 TC LATERAL SUPPORT <= 12'OC. UON. • BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -912/ 6605V -171/ 171H 5.50" 10.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 9.0' -912/ 6605V -171/ 171H 5.50" 10.57 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL= LI240, TL =L /180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = - 0.047' @ 6'- 10.5' Allowed = 0.642' 9' oc throughout 2x4 top chords, MAX TL CREEP DEFL = - 0.112' @ 6'- 10.5" Allowed = 0.856' 3' oc throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.010' @ 13'- 3.5' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.016' @ 13'- 3.5' 6 - - 6 - - Design conforms to main windforce- resisting "I' . f system and components and cladding criteria. • 3 2 11 14 2 - 14 3 Wind: 110 mph, h =25ft, TCDL =4,2,BCDL =6.0, ASCE 7 -05, 1' - T •( l c 'I' Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor =l.6 • M -5x6 12.00 \ \ 12,00 3 5.0" M -3x6 1 M -3x6 • , " S 1 IA -5x16 ��M -5x16 IZ��� m ti■� m v' c n OREGON 0, o � 11 �® �® d. 1 ` nom KER �• � 0 �' 1 - ' 6 7 8 -5 T �... ° M -3x10 M -8x10 M -3x10 ° R. CI\ . f II ' y y L k y EXPIRES 12/31/11 3 -08 -14 3-01-10 3 -01 -10 3 -08 -14 y y ->At. 13-09 _,� O F WASy A JOB NAME: J -1452 STONEBRIDGEI - B3 scale: 0.2995 On h� . �t� o x �°" 41. i WARNINGS: GENERAL NOTES, unless otherwise noted: '';', ► zj'i t 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 : B3 a nd Warnings before construction commences, • • I : + • r; and approval is the responsibility of the building designer. not the ST i'�' 11=' Tt 7 ' truss designer or truss engineer. 2. 2x4 compression web bracing must be Installed where shown +. 5S- 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally braced at t, 17778 3 2' o.c. and at 10' o.c. respectively unless braced throughout their length by ; %, �T r.rc. �, DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywa0(BC). A• kri 1 t+� DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ :r .X 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. t�+/�,1 +.; SEQ.: 4920243 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, '• I / /4"/ J / f - J `� I j 4 design loads be applied to any component. and are for - dry condition' of use. TRANS I D : 318452 5. CompuTrus has no control over and assumes no responsibility for the 6. Design necessa assumes full bearing at all supports shown. Shim or wedge it Z^ ry fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 0. This design is furnished subject to the limitations sal forth by 0. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6/10/13 1III VIII 1I I I III1 I1I III III TPIANrCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1908 (MiTek). IIIIIIIIIIII • This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5' Design conforms to main windforce- resisting TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =l.6 DL ON BOTTOM CHORD = 10.0 PSF re Note:Truss design requires continuous BC LATERAL SUPPORT <= 12 "OC. UON. TOTAL LOAD = 42.0 PSF g q bearing wall for entire span UON. M -1.5x4 or equal at non - structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for 4x2 outlookers. 2x4 let -ins vertical members (uon). REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. of the same size and grade as structural top Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP chord. Insure tight fit at each end of let -in. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Outlookers must be cut with care and are M,M2OHS,M18HS,M16 = MiTek MT series permissible at inlet board areas only. 3 -11 -08 4 -00 1' 1' 1' 3 -11 -08 3 -10 -06 '( T 1' 12 M -4x6 3 4.0" N 12.00 A► M -3x6 3x6 . M -1.5x4 M -1.5x4 M-3x6 M 3x6 ���ED PROFE6N • --/— ilL444t" 1' ' '7. %. o ii iii o M -1 .. • OREGON .m . cn , c' >. N. —J ir M -2.5x4 M -2.5x4 .H E ER 1- '0' (3 � IJf � ' , R. GP' y y y - 3 -11 -08 4 -00 EXPIRES 12/31/11 )., )- y y 1 -00 7 -11 -08 - 1 -00 •,,.. ..,r< "� OF NAS j �o " _ N �� c r''' JOB NAME: J -1452 STONEBRIDGE1 - Cl Scale: 0.4431 h o C , 4 r WARNINGS: GENERAL NOTES, unless otherwise noted: ,y 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ` '� c Truss: C1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the AL. } 'F 1 fIiVi,.'" 2. 2x4 compression web bracing must be installed where shown .. truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at 6, 17778 +� DES . BY : LJ 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 +. A� + continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). 0 ' rtJ Th.W DATE : 8/15/2011' CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown 4.4. i 'A D 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. ti c , � O41 A>L . . :a'•.' S SEQ . : 4920244 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. TRANS ID: 31845 2 / is' I 11�rJ�v I design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the end are for "dry condition" of use. 6. 6 / f / / '1, - - B Design necessary. assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss. and placed no their center EXPIRES 6110113 IIIIII III I IIIII I III IIIII IIIII IIIII IIII III TPIM/rCA In BCSI. copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) - 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). • IIIIIIIIIII T his design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /OHF /Cq =1.00 ' TC: 2x4 KDOF #1 &BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -60) 45 2- 8 =( -127) 92 3- 8 =( -296) 313 BC: 2x4 KDDF H18BTR _ SPACED 24.0' O.C. 2- 3 =( -229) 278 8- 9 =( -207) 40 8- 4 =( -133) 157 WEBS: 2x4 KDDF STAND 3- 4 =( -138) 155 9- 6 =( -131) 97 4- 9 =( -137) 159 LOADING 4- 5=( -138) 157 9- 5 =( -315) 334 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -231) 274 BC LATERAL SUPPORT <= 12•OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -60) 45 TOTAL LOAD = 42.0 PSF . OVERHANGS: 12.0' 12.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA M -1.5x4 or equal at non-structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -841 380V -1861 46H 5.50' 0.61 KDOF ( 625) designators: BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP 6'- 11.1' -51/ 564V 0/ OH 0.00' 0.00 KDDF ( 625) Connector plate prefix desi 9 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 13'- 6.9' -78/ 557V -225/ 217H 155.50' 0.89 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 20'- 6.0' -72/ 369V -59/ 146H 155.50' 0.59 KDDF ( 625) • M,M2OHS,M18HS,M16 = MiTek MT series 10 - 10 - VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100' 5 - - 4 - - 4 - - 5 - - MAX TL DEFL = 0.002° @ -1'- 0.0' Allowed = 0.133' T T ;f MAX T LL DEFL =' 0.000" @ 6'- 11.1' Allowed = 0.031' M AX TL CREEP DEFL = 0.000' @ 6'- 11.1' Allowed = 0.041' 12 12 MAX LL DEFL = 0.002" @ 21'- 6.0° Allowed = 0.100' M - 4x6 MAX TL DEFL = 0.002" @ 21'- 6.0' Allowed = 0.133' 12.00V \ 12.00 MAX TC PANEL LL DEFL = - 0.036" @ 2'- 5.4" Allowed = 0.458" 4 4.0 MAX BC PANEL TL DEFL = - 0.046° @ 3'- 2.3" Allowed = 0.421" rf M - 3x6 1 M - x6 MAX HORIZ. LL DEFL = 0.003• @ 0'- 5.5' M -1.5x4 M -1 .5x4 (1) ` MAX HORIZ. TL DEFL = 0.003' @ 0'- 5.5' �C Design conforms to main windforce- resisting system and components and cladding criteria. • 111 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, p Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 M - 3x6 M - 3x6 . • M - 1.5x4 M = 1.5x4 M -2.5x4 or equal at non - structural diagonal inlets. Truss designed for 4x2 autlookers. 2x4 let -ins - M - 3x6 Ili M - 3x6 of the same size and grade as structural top 111 4 chord. Insure tight fit at each end of let -in. ' er Outlookers must be cut with care and are ,' permissible at inlet board areas only. M -1.5x4 :11. PROF�Ss M -3x ` Il�Ms 0 CINE / 1, o M -2.5x4 M -2 0.25" M -2.5x4 ' ��7 - � . J, M- 5x6(51 - OR ,q' 12 - - Continuous bearing ' (P se, , - > - ), y a r_ )l e' 45-1 6 -11 -01 6 -07 -13 6 -11 -01 y y y k T CA 1 It.. ` v 1 00 20 -06 1- 00 I Ir I /1 ,`fie FWA$/ - EX 12/31/11 0 . � 0 ' JOB NAME: J-1452 STONEBRIDGE1 - D1 Scale: 0.2369 y 4 s r WARNINGS, GENERAL NOTES, unless otherwise noted: a Sri Z 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: D 1 ' �' a nd Warnings before construction commences. and approval is the responsibility o1 the building designer, not the # i l, :'2.,w. ~ 2. 2x4 compression web bracing must be installed where shown +, 2. Design assumes the lop and bottom chords to be laterally braced at ' 17778 .....c., DES . BY : LJ 3. All lateral force resisting elements such as temporary and permanent ) f� truss designer or truss engineer. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by - -+ r[,�"(!'. ; stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). rr I r t r� DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ A. c e{ -� 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. - ' 7° SEQ .: 4920245 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. 61 is r iON , I / t t , Design loads be applied to any component. and are for 'dry condition" of use. ti :' : TRANS ID: 318452 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing el all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installa8on of components. 7. Design assumes adequate drainage is provided. 6/10/13 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES IIIIII IIIII IIIII IIIII VIII VIII VIII IIII IIII TPIANTCA in SCSI, copies of which will be furnished upon request. D igit coincide with Joint center lines. 9. Die indicate i nlcit e ith of t plate te ie inches. CompuTrus, Inc. Software 7.6.16(1 L) -E 10. For basic connector plate design values see E5R -2529 (CompuTrus) and/or ESR -1311, ESR -7988 (MiTek). • • I llhI11lI This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43 -09 -00 'RC 2009 MAX MEMBER FORCES 4WR/DHF /Cq =1.00 TC: 2x6 KDDF #1 &BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2 =(- 10116) 1420 1- 6 =( -1020) 6888 2- 6 =( -570) 4628 BC: 2x8 KDDF SS 2- 3 =) -6812) 968 6- 7 =( -1020) 6902 2- 7 =( -3246) 454 WEBS: 2x4 KDDF STAND; LOADING 3- 4 =( -6812) 968 7- B =( -1020) 6902 7- 3 =( -1208) 9168 2x4 KDDF STUD A; TC UNIF LL( 50.0) +DL( 14.0)= 64.0 PLF 0'- 0.0' TO 20'- 6.0" V 4- 5 =(- 10116) 1420 8- 5 =( -1020) 6888 7- 4 =( -3246) 454 2x4 KDDF #18BTR B BC UNIF LL( 521.9) +DL( 374.9)= 896.8 PLF 0'- 0.0' TO 20'- 6.0° V 8- 4 =( -570) 4628 TC LATERAL SUPPORT <= 12'0C. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -1360/ 9848V -248/ 248H 5.50' 15.76 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20'- 6.0" -1360/ 9848V -248/ 248H 5.50' 15.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 ( 2 ) complete trusses required. MAX LL DEFL = - 0.084' @ 10'- 3.0' Allowed = 0.979' Join together 2 ply with 16d Common nails staggered at MAX TL CREEP DEFL = - 0.198" @ 10'- 3.0' Allowed = 1.306' 9' oc throughout 2x6 top chords, 3' oc throughout 2x8 bottom chords, HORIZ. LL DEFL = 0.023' @ 20'- 0.5' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.039' @ 20'- 0.5• 10 - 03 10 - 03 +2x4 web brace required. Laterally brace to roof diaphragm. - .( Design conforms to main windforce- resisting 5 - - 4 - - 4 - - 5 - - system and components and cladding criteria. f 1' 'f f .f Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 12 Enclosed, Cat.2, Exp.B, MFRS, M - 4x12 interior zone, load duration factor =1.6 12.00 V 4.0" N 12.00 ' 3 .f- , 1 • M -5x6 M -5x6 ) PROM 5x16 • OREGON era � J 6• co JO' o o � � �� 0 Y �MB 5 o oT nER • 4 0 " CL CD M -4x12 M -7x14 M -4x12 o R. cIN M- 7x8(S) f/lf //l y J y y ' EXPIRES 12/31/11 5 -06 -09 4 -08 -07 4 -08 -07 5 -06 -09 y I, y ,• 12 -00 8 -06 * ` Vt C y � • JOB NAME: J -1452 STONEBRIDGE1 - D2 S cale: 0.1999 . h � :' 0 t- v WARNINGS: GENERAL NOTES, unless otherwise noted: ' R 11 A va + �1'S r "' 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 : D2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ht, ! k truss designer or truss engineer. m f1 2. 2x4 compression web bracing must be installed where shown +. 9 9� 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and botto chords to be laterally braced at 1 7 7 7 ,.,e_ -L7 DES . BY : LJ stability 2' o.c. and at 10' o.c. respectively unless braced throughout their length by y bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) end /or drywall(BC). ,° r1J 4 �" DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + n e 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 7 A� SEQ.: 4.720246 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, ,• /� / // t + - v" Y -� design loads be applied to any component. and are for "dry condition" of use. ' TRANS I D : 318452 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull bearing at all supports shown. Shim or wedge if t.+ fabrication. handlin shipment and Installation of components. necessary. 9 P P 7. Design assumes ade drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be locacated d on on both faces of truss, and placed so their center [ 1111 EXPIRES 6/10/13 Illiil VIII VIII I III II li III I III I I II IIII TPINVTCA in SCSI copies of which will be furnished upon request. Di indicate coincide with joint lines. 9. Digits indicatt e size of f p plate te to inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1968 (MiTek). I. • IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5' IRC 2009 MAX MEMBER FORCES 4WR /DHF/Cq =1.00 TC: 2x4 ODE k18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -65) 45 2- 6 =( -60) 137 6 -3 =(0) 172 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2 -3 =( -288) 169 6- 4 =( -60) 137 WEBS: 254 KDDF STAND LOADING 4 -5 = -65) 1 45 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF . TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -70/ 398V -110/ 110H 5.50 0.64 KDDF ( 625) 6 -1.5x4 or equal at non - structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 7'- 11.5° -70/ 398V -110/ 110H 5.50' 0.64 KDDF ( 625) vertical members (uon). - BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0, TL =L /18 Connector` plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL MAX LL DEFL = TION2" @ S:' - DEFLECTION LIMITS: LL =L /24 L/24 Allowed 0 0.100' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.133' M,M20HS,M18HS,M16 = MiTek MT series 3 - - 3 - - MAX LL DEFL = 0.002' 0 8'- 11.5' Allowed = 0.100" T ( MAX TL DEFL = 0.002' @ 8'- 11.5' Allowed = 0.133' 12 MAX TC PANEL LL DEFL = - 0.031' @ 2'- 2.6' Allowed = 0.334' M - 4x6 MAX TC PANEL TL DEFL = - 0.034' @ 2'- 2.7' Allowed = 0.501' \ 12.00 3 4.0" MAX HORIZ. LL DEFL = 0.001' @ 7'- 6.0' , AK MAX HORIZ. TL DEFL = 0.001' @ 7'- 6.0' M - 3x6 I M - 3x6 Design conforms to main windforce- resisting ® e I � system and components and cladding criteria. CD Wind: 110 mph, h =15ft, TCDL =4.2,BL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MIYFRS, interior zone, load duration factor =l.6 Truss designed for 4x2 outlookers- 204 let -ins Id - 1.5x4 M - 1.5x4 of the same size and grade as structural top chord. Insure tight fit at each end of let -i11. Outlookers must be cut with care and are • _ 0.< A4P,s,„ permissible at inlet board areas only. M 3x6 M - 3x6 �D PR QF ti� GC o/ M -2.5x4 M -1.5x4 Id -2.5x4 G -- • ` OREGON �� (1) 0,,, �c1 --I 3 -11 -12 3 -11 -12 F AT", 1 J y y y EX PIRE S 1 2131/ 1 1 1 -00 7 -11-08 1 -00 i1C pF WAS} �?' 1c G' JOB NAME: J -1452 STONEBRIDGE1 - El ', � I- �" S cale: 0.4967 -. r , 4.4 k WARNINGS: GENERAL NOTES, unless otherwise noted: , ! f R�r' se 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review "' It, r :,1' Truss : E 1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the k = .; 1 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. s k 4 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom chords to be laterally braced at h 17778 ' DES. BY: LJ stabilil bracin must be desi ned b desi ner of corn lete structure. 2' o.c. and al 10' o.c. respectively unless braced throughout their length by 4 �t Y 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) end /ordrywall(BC). • r1J 1 tr y _ DATE : 8/1 5/ 201 1 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ '` i- 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. "Sj C j N i�e. =t', - SEQ . : 4920247 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. 6/ f 1sr I i r ! '' design loads be applied to any component. and are for 'dry condition' of use. - TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full Deer og al all suppo is shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes cane drainage is provided. I EXPIRES 6/10/1 3 I 6. This design is furnished subject to the limitations set forth by 8. Plates es shell be located ed o on both oth faces of truss. . a end placed so their center 111111111 11 I III I VIII IIII IIII TPIM?CA in BC51 copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) • and /or E5R -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5' IRC 2009 MAX MEMBER FORCES 4WR/DHF /Cq =1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1 -2 =1 -65) 45' 2- 5 =( -62) 133 5 -3 =(0) 172 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2 -3 =( -292) 188 5- 4 =( -62) 133 WEBS: 2x4 DF STAND; 3 -4 =( -288) 166 2x4 KDDF STAND A LOADING LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -74/ 409V -110/ 107H 5.50° 0.65 KDDF ( 625) OVERHANGS: 12.0 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.5" -42/ 332V -110/ 107H 5.50" 0.53 KDDF ( 625) REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. Connector plate prefix designators: 0, TL =L /18 AL DEFLECTION LIMITS: LL= L/24 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX VERTICAL DEFL = TION2" M -:'- L/24 Allowed 0 0.100' M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM'CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.133' 3 - - 3 - - MAX TC PANEL LL DEFL = - 0.031' @ 2'- 2.6' Allowed = 0.308" MAX TC PANEL TL DEFL = - 0.034" @ 2'- 2.7' Allowed = 0.461' 12 12 MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 7'- 6.0' 12.00 7 � 12.00 34.0" Design conforms to main windforce- resisting I► system and components and cladding criteria. II4 Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, M17FRS, • interior zone, load duration factor =1.6 <c ? = t O PROFF% co c. o c`5 G E - �O �) � _ 0 � P ' '. -7 °� o 5 ��4 � o - 1.5x4 M -4x4 'i.(412 -^ w ,., OREGON m J y ).' i' / � i R C. P� 3 -11 -12 3 -11 -12 F I l y .1 y EXPIRES 12131/11 1 7 WEDGE REQUIRED AT HEEL(S), JOB NAME: J -1452 STONEBRIDGEI - E2 Scale: 0.5031 x � ) y"- = =y �`, WARNINGS: GENERAL NOTES, unless otherwise noted: ; a l if!: 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review ' v-•' s`t Truss : E2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the 1.4 2. 2x4 compression web bracing must . installed where shown *. truss designer or truss engineer . "i`. 3. All lateral force resisting elements ents succ h as temporary and permanent 2 Design assumes the lop and bottom chords to be laterally braced at 17778 DES. BY: LJ 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 drywall(BC). t t+� DATE : 8/15/2011 CompuT us assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + T •. 4 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. 3 S ,- 1e�NA. '- e SEQ. : 49 20 248 fasteners are complete and at no time should any loads greater than 5. Desi n assumes trusses are to be used Ina non - corrosive environment. CC f r ) design loads be applied to any component. and ere for condition" of use. C� / /`I / // • , ',- s TRANS ID: 318452 5. CompuT us has no control over and assumes no responsibility for the 6. n Design assumes lull bearing at all supports shown. Shim or wedge if necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6(10/13 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES IIIIII Ilill VIII VIII VIII VIII VIII III IIII TPINVTCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. 9. Die indicate s osi size 01 of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. s For basic connector plate design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1588 (MiTek). • • IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.5' IRC 2009 MAX MEMBER FORCES 4WR/DHF /Cq =1.00 TC: 2x4 KDDF 418BTR LOAD DURATION INCREASE = 1.15 - 1 -2= (•286) 182 1.4 =( -67) 130 4 -2 =(0) 170 BC: 204 KDDF H18BTR SPACED 24.0' O.C. 2 -3 =( -284) 182 4- 3 =( -67) 130 WEBS: 204 DF STAND; 2x4 KDDF STAND A LOADING LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TC LATERAL SUPPORT. <= 12 "OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0' -d7/ 339V -109/ 107H 6.75' 0.54 KDDF ( 625) 7'- 11.5' -46/ 330V -109/ 107H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 11,M20HS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = - 0.027' @ 5'• 8.9° Allowed = 0.308' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = - 0.032' @ 5'- 8.9' Allowed = 0.461° AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 3 - - 3 - - MAX HORIZ. LL DEFL = - 0.001" @ 7'- 6.0" MAX HORIZ. TL DEFL = 0.001" @ 7'- 6.0' 12 12 Design conforms to main windforce- resisting M - 4X6 12.00 / \ 12.00 system and components and cladding criteria. 2 4.0" Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, P ct Enclosed, Cat.2, Exp.B, MISERS, interior zone, load duration factor =1.6 A / � �o RR op C D. =,.... � GIN- �O M -4x4 M -1 .5x4 . M -4x4 4rC'�' c n' � OREGON ,� . dER t O i. � f o Tr R. CP4 3 -11 -12 3 -11 -12 ! y y EXPIRES 12131111 7 - - WEDGE REQUIRED AT HEEL(S). ,,,,,<5- . 4 4 �� WA SHj4 n d JOB NAME: J-1452 STONEBRIDGE1 - .E3 Sc ale: 0.5029 , �T ,,,,,,, ft, -.), .,..." .,, o WARNINGS: GENERAL NOTES, unless otherwise noted: v wjj y M• 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review s ' M2 Truss : E3 a nd Warnings before construction commences. and approval is the responsibility of the building designer, not the us. -. 1 „7 4 2. 2x4 compression web bracing must be Installed where shown +, 2. truss designer or truss engineer. Design assumes the lop and bottom chords to be laterally braced at - 7 f / rn y;•x DES . BY : LJ 3. All lateral force resisting elements such as temporary and permanent 2 p.c. and at in o.c. respectively unless braced throughout their length by � ,...%71-- S�y stability bracing must be designed by designer of complete structure. 2' sheathing such as plywood sheathing(TC) and /or drywall(BC). . r �J ! 1r•' DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown * • ^6' ' 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. IO es 1 SEQ.: 4920249 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. GG / r / i�ftis+ ^u TRANS I D : 318452 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition" of use. 6. Design assumes lull bearing at a0 supports shown. Shim or wedge it L: / �° 4:1 r- fabrication, handlin shipment and installation of components. necessary. m 9. P P 7. PesicaeoinasotIs a. [ EXPIRES 6110/13 6. This design is furnished subject to the limitations set fonh by 8. Plates s shalt shall ha De located on on both th faces of truss, and placed so their center MI VIII VIII VIII II I III I I I I I III TPIANrCA in BCSI copies of which will be furnished upon request. lines coincide with joint center fines. 9. Digits incide size of plate in Inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. o For basic connector plate design values see ESR -2529 (CompuTrus) I. and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' . Design conforms to main windforce- resisting TC: 2x4 KODF 41 &BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF N18BTR SPACED 24.0° 0.C. WEBS: 2x4 KDDF STAND Wind: 110 mph, h =15ft, TCDL= 4.2,BCOL =6.0, ASCE 7 -05, LOADING Enclosed, Cat.2, Exp.B, MWFRS, TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =l.6 DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF Note:Truss design requires continuous bearing wall for entire span UON. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL . Truss designed for 4x2 outlookers 2x4 let -ins C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. of the same size and rode on ers structural top M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP chord. Insure tight fit at each end of let -in. AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Outlookers must be cut with care and are permissible at inlet board areas only. • 4 -00 - 1' 12 4.00 M -1.5x4 M -3x6 M -1.5x4 0 r M 3 1� o all to 111114 co W �. � • 0 PROFFS / o I /1///////H /41//////% � N5 iN p 4 M-2.5x4 M -1.5x4 w ;...v...,. �G � �� . u> , , n � OREGON 0 A 6.1 0 J' y y O Tr ¢Q • 1 -00 4-00 fli R. GI` EXPIRES 12J31111 1 « F WASH <<<. JOB NAME: J -1452 STONEBRIDGEI F1 Scale: 0.7212 r :� � . f. 6 WARNINGS: GENERAL NOTES, unless otherwise noted: - .► ¢ 1. Builder and erection contractor should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review ��' !- Truss: F 1 and Wammgs before construction commences. and approval is the responsibility of the building designer, not the a-. r. I5. -.f' 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 0. 3. All lateral force resisting elements such as temporary and permanent DES. BY ' LJ 2. Design assumes the top and bottom chords to be laterally braced at - 17 % f 8 �n stabilil brawn com 2 o.c. and at 10' o.c. respectively unless braced throughout their length by - . Q s .V . V.P [�[ Y 9 must be desi ned 9 D Y desi ner g of 0 tele structure. continuous sheathing such es plywood sheathing(TC) and /or drywall(13C). �I � lt+" '' ' DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + \� '-'' 4. No load should be applied to any component until after all bracing and 4. Installation of buss is the responsibility of the respective contractor. Sle wt 7 ' SEQ.: 49 2 02 5 0 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, / 1 , r / l / l' ;. !A \� 11Y design loads be applied to any component. and are For "dry condition" of use. TRANS I D : 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing el ell suppo is shown. Shim or wedge if fabrication. handling, shipment and Installation of components. necessary. C 11 t1 g 9 e n subject P y 7. Design assumes adequate drainage isftrussed. 60113 1 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both feces of truss, and placed so their center I EXPIRE$ II I iliniiilli 11111111111111 TPINJICA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. 9, tines indicate size of f p plate In Inches. CompuTrus, Inc. Software 7.6.18(1 L) -E 10. and/or basic connector plate design gn values see ESR -2529 (CompuTrus) Ell • Thi design prepared from computer input by P LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DHF /Cq =1.00 TC:' 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -24) 20 2- 4 =( -44) 27 3 -4 =( -113) 82 BC: 2x4 KDDF 1418BTR SPACED 24.0' O.C. 2- 3 =( -50) B4 , WEBS: 2x4 KDOF STAND LOADING TC LATERAL SUPPORT <= 12 °OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) • TOTAL LOAD = 42.0 PSF 0'- 0.0" -78/ 267V -46/ 45H 5.50' 0.43 KDUF ( 625) OVERHANGS: 12.0' 0.0° 4'- 0.0° -13/ 151V -46/ 45H 5.50' 0.24 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 24 VERTICAL DEFLECTION LIMITS: LL= L0, TL =L1180 M,l,12OHS,M18HS,M16 = MiTek MT series MAX VEX LL DEFL = 0.002" 0 -1'- L/24 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Allowed 0 0.100' MAX TL DEFL = 0.002" @ -1 0.0' Allowed = 0.133' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TC PANEL LL DEFL = - 0.014' @ 2'- 0.2' Allowed = 0.203' MAX TC PANEL TL DEFL = - 0.015' @ 2'- 0.2' Allowed = 0.305' 4 - 00 1' T - MAX HORIZ. LL DEFL = 0.000' @ 0'- 5.5' 12 MAX HORIZ. TL DEFL = 0.000° @ 0'- 5.5' 4.00t--- Design conforms to main windforce - resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCOL =6.0, ASCE 7-05, • Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =l.6 M -1.5x4 0 I.0 "'1 ) (<= 0 PR0j 1 ° ,L M -2.5x4 M -1.5x4 c,iNF D cr . . 4 1 - ' • OREGON .�` • Cn`.C�� , Or: v c�cJ �' , 0 y )• > 1 -00 4 -00 el f T T R. C ¢� EXPIRES 12/31/11 1 ��4 `Sfr O F VIA Sip JOB NAME: J-1452 STONEBRIDGEI - F2 S cale: 0.6946 f C CO "" w,..* ° 71' L . H r v, a - WARNINGS: GENERAL NOTES, unless otherwise noted: .k .•irt<'• ' _ ii? 1. Builder and erection contractor should be advised of all General Notes 1. This Miss design is adequate for the design parameters shown. Review /` �. ` Truss : F2 and Warnings before construction commences. and approval is the responsibility of the bonding designer, not the 7 In ' S :r :' 2. 2xd compression web bracing must be installed where shown +, truss designer or truss engineer. 5 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lap and bosom chords to be laterally braced at .Q„ f, 17778 - DES . BY: LJ 2' o.c. and at 10' a c. respectively unless braced throughout their length by .1.- 'T (t� ---,e stability bracing must be designed Dy designer 01 complete sWcture, continuous sheathing such as plywood sheathing(TC) and/or drywaA(BC). A• - `'1J t G+' may[ DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ • ., 4. No load should be applied to any component until alter all bracing and 4. Installation of truss is the responsibility of the respective contractor. c -s ©N s L fria4 SEQ.: 492 02 5 1 - 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. I J r / l / 1 � ! and are for "dry full b of use. Design loads be applied to any component. 6. Design assumes lull bearing ng at all supports shown. Shim or wedge if TRANS ID: 318452 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication. handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. - 6. This design is famished subject to the limitations set forth by B. Plates shall be located on both faces of truss. and placed so their center I EXPIRES 6/10/13 I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII I II IIII TPIM/TCA in BCSI. copies of which will be tarnished upon request. lines coincide with joint center lines. 9. Digits size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. oincide For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311. ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /DHF/Cq =1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -24) 20 2- 4 =( -64) 50 3 -4 =( -211) 183 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2- 3 =( -89) 135 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -88/ 383V -66/ 79H 5.50" 0.61 KDDF ( 625) OVERHANGS: 12.0" 0.0' 7'- 0.0° -36/ 279V -66/ 79H 5.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 4 VERTICAL DEFLECTION LIMITS: LL= L10, TL =L/180 M,M2OHS,M18HS,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX VEX VERTICAL DEFL = TION2° M -1'- 0 /24 Allowed = 0.100' MAX TL DEFL = 0.002° @ -1'- 0.0' Allowed = 0.133" •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.190° @ 3'- 10.5' Allowed = 0.414' 7 - MAX TC PANEL TL DEFL = -0.203° @ 3'- 7.7° Allowed = 0.621' - 1 MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5° 12 MAX HORIZ. TL DEFL = 0.001" @ 0'- 5.5" 4.00 7 Design conforms to main windforce- resisting system and components and cladding criteria. oil M -1.5x4 Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 I up r- 0 N o �I :.) - G P F F S E M-2.5x4 M-1.5x4 . . OREGON 1 0 d ER 4 er, D. p J. y y fl'If - R COI 1 -00 7-00 EXPIRES 1221/11 1?" 44141VB1 `4s Oti WASH,' ��° M JOB NAME: J -1452 STONEBRIDGE1 - F3 S cale: 0.6431 � . �' y a' r WARNINGS: GENERAL NOTES, unless otherwise noted: x f � - r 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review � s i _ . , v Truss: F3 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the T FI ;tvT .r, 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the tap and bottom chords to be laterally braced at `y 1 1 7 / 7 8 DES. BY : LJ stability bracing must be designed by designer of complete structure. 2' o.c. end of 10' cox, respectively unless braced throughout their length by +7+ � ,. Y 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and /or dryvrell(BC). ri „` DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown * = y j p � CC 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. �`f r AL ' S`Oi \ ♦ t 1 -+ «2 SEQ . : 4920252 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are lobe used in a non - corrosive environment. Design loads be applied to any component. and are for "dry condition of use. / / • "' y; _ '` TRANS ID: 318452 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing al ell suppo s shown. Shim or wedge it necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. EX PIRES 6/10/13 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center IIIIII VIII VIII VIII III I III I I I II III and/or In BCSI, copies of which will be furnished upon request lines i lines coincide with joint center lines. 9. Digits indicate size of t plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) - 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.8' INC 2009 MAX MEMBER FORCES 4WR /DHF/Cq =1.00 TC: 2x4 WOOF H18BTR LOAD DURATION INCREASE = 1.15 1 -2 1 -36) 30 2 -5=( -146) 443 3 -6 =( -484) 283 BC: 2x4 KDDF H18BTR SPACED 24.0° 0.C. 2 -3=( -515) 408 5 -6 =( -182) 443 6.4 =( -123) 96 WEBS: 2x4 KDDF STAND 3 -4 =( -103) 114 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12 °0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0° 0.0' 0'- 0.0' -154/ 481V -109/ 89H 5.50' 0.77 WOOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' Of 216V -109/ 154H 48.00' 0.35 KDDF ( 625) M - 1 .5x4 or equal at non - structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 9'- 8.8' -88/ 3370 -77/ 154H 48.00° 0.54 KDDF ( 625) vertical members (uon). Unbalanced live loads have been BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L1240, TL =L /180 considered for this design. AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.010" @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.009° @ -1'- 6.0" Allowed = 0.200' Connector plate prefix designators: MAX TL CREEP DEFL = - 0.019" @ 5'- 2.7' Allowed = 0.351" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX BC PANEL LL DEFL = - 0.016" @ 2'- 10.7° Allowed = 0.164' M,M2OHS,M18HS,M16 = MiTek MT series 5 - - 4 - - T T MAX HORIZ. LL DEFL = 0.004" @ 9'- 5.2" MAX HORIZ. TL DEFL = 0.005" @ 9'- 5.2" 12 4.00 l'" Design conforms to main windforce- resisting system and components and cladding criteria. - M - 1.5x4 Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MFRS, • M - 3x6 • - interior zone, load duration factor =1.6 Truss designed for 4x2 outlookers. 2x4 let -ins T of the same size and grade as structural top M - 3x6 M - 1.5x4 chord. Insure tight fit at each end of let -in. • Outlookers must be cut with care and are M - 2.5x4 1< permissible at inlet board areas only. Lo M -1.5x4 M -3x6 �� P M 3x6 �t 5,.,_'0 . ROF(4c, 1` ma m / �c.�� � o . 2 5 ��OO 6 A - 1, / M -2.5x4 M -4x6 �^ • • OREGON , y y Continuous bearing y ��lf�r C�4 5 -08 -12 4 -00 J.. y y - EXPIRES 12/31/11 1 -06 9 -08 -12 ' C • JOB NAME: J-1452 STONEBRIDGE1 - G1 Scale: 0.4816 1:4:: l a x ' O � WARNINGS: GENERAL NOTES, unless otherwise noted: _ 9 r 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review � a f Truss : G1 and Warnings before construction commences. and approval is the responsibility of the building designer, not the ., 0.`7iirz' 2. 2xd compression web bracing must be installed where shown +. truss designer or truss engineer. r 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the lop and bottom chords to be laterally bracetl at 17778 DES . BY: LJ stabiin bracin must be desi ned D desi ner of corn lete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length b y sT Y 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). „ f. � 4. No load should be applied to any component until a ri t f�•_ DATE: 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + after as bracing and 4. Installation of truss is the responsibility of the respective contractor. ) l " f�; SEQ.: 4 920253 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. I i f ! ` 1 / "�� ° ` �] O C design loads be applied to any component. end are for "dry ful b on" of use. ' _ .. s,:. TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if L ' necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6110/13 V III VIII VIII VIII II I IIII I II I I IIII TPINVECA in SCSI, copies of which will be furnished upon request. hies coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -Z 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311. ESR -1988 (MiTek). NMI This design prepared from computer input by PACIFIC LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.8' IRC 2009 MAX MEMBER FORCES 4WR /DHF /Cq =1.00 CC: 2x4 WOOF #188TR LOAD DURATION INCREASE = 1.15 1 -2 =( -36) 30 2- 5 =( -56) 52 5 -3=( -331) 192 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2 -3 =( -120) 161 5- 6 =( -60) 48 3 -6 =( -60) 52 WEBS: 2x4 KDDF STAND 3 -4 =( -103) 115 6 -4 =( -81) 68 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12 °OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 18.0' 0.0' 0'- 0.0' -116/ 365V -87/ 110H 5.50' 0.58 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.5' -41/ 447V 0/ OH 5.50' 0.67 KDOF ( 625) Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. 9'- 8.8° -51/ 132V -87/ 110H 5.50' 0.21 WOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = 0.010' @ -1'- 6.0' Allowed = 0.150' MAX TL DEFL = 0.009' @ -1'- 6.0' Allowed = 0.200' MAX TC PANEL LL DEFL = - 0.061' @ 2'- 10.0' Allowed = 0.351° MAX TC PANEL TL DEFL = - 0.064" @ 2'- 10.0' Allowed = 0.527' MAX TC PANEL LL DEFL = 0.008' @ 7'- 5.1' Allowed = 0.221' MAX TC PANEL TL DEFL = 0.008° @ 7'- 5.1' Allowed = 0.331' 6 - 01 - 04 3 _ f f f MAX HORIZ. LL DEFL = - 0.001' @ 9'- 5.2' MAX HORIZ. TL DEFL = - 0.001' @ 9'- 5.2' 12 4.001' M - 1.5x4 Design conforms to main wiodforce- resisting system and components and cladding criteria. J Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, I Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1,6 M -2.5x4 i ll v i - co 0 co ` <, 9- PROOFS . . �GtNFF' 4, Z,' • 2 5► 6 .•.0 o M -2.5x4 M -1.5x4 M -2.5x4 46e'CV--eU cn ' , OREGON : � 06, ER E''\ p" J., 5 -11 -08 y 3 -09 -04 y c C� 1- 1- 1 EXPIRES 12/37/11 1 (PROVIDE FULL BEARING:Jts:2.505( 9 - - • .. � O F W AS y i , ` � i . ( �} � � Ce p JOB NAME: J -1452 STONEBRIDGE1 - G2 Scale: 0.5066 h ► .,A"y 1' '', WARNINGS: GENERAL NOTES, unless otherwise noted: y 9h r, 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review • . 'Jr Truss: G2 and Warnings before construction commences. and approval is the responsibility of the building designer, not the a 1 3=Y =` ,' 2. 2x4 compression web bracing must be Installed where shown +, truss designer or truss engineer. }., 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bosom chords to be laterally braced at n 17778 r, DES. BY: LJ stabilil . Y bracing must be designed by designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout the length by � ,., V�Q 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). c �'IJ 1 - DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown . * d' 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. " 4 '''• �1 - SEQ .: 4920254 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, / ! r 1 / � , 5% design loads be applied to any component. of use. / and are for "dry condition' o / TRANS ID: 318452 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full b ion' o ell suppo is shown. Shim or wedge If necessary. fabrication, handling, shipment and Installation 01 components. 7. Design assumes adequate drainage is provided. EXPIRES 6110/13 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center 1 I IIIIIII TPINYTCA In BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. II IIIIII I I IIIIII IIII IIII CompuTrus, 9. Digitsi eco plate sinchas. Corn uTrus, Inc. Software 7.6.1 B 1 L E 10. and basi conn necttor plate platte e d design values see ESR -2529 (CompuTrus) and/or ESR -1311, ESR -1988 (MiTek). 111111111111 This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0° Design conforms to main windforce- resisting TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. Wind: 110 mph, h =25ft, TCDL =4.2,BCDL =6.0, ASCE 7 - 05, TC LATERAL SUPPORT <= 12'0C. UON. LOADING Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <= 12 °0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =1.6 DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Note: Outlooker truss. Upper top chords require same material considered for this design. as structural top chord. Connect with M -3x6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL min typical 36 °oc (uon). Connector plate prefix designators: _ REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Gable end truss on continuous bearing wall UON. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M -1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. - Refer to CompuTrus gable end detail for complete specifications. 21 -09 22 -00 12 -06 -03 8 -11 -05 8 -11 -05 13 -00 -11 1. 12 ( M -4x6 12 6.00 L/ \I 6.00 M -3x6 M -3x6 M- 3x6(5) M- 3x6(S) + Siiiiiiiiiii 1 M -4x6 M -4x4 co r O c o ^.T FL MM -.. O o M- 3x6(S) M- 3x6(S) M -2.5x4 O M -3x6 J 1 12 - 00 19 -09 12 -00 43-09 * z1 VI- . �4 ,r c_o PROp JOB NAME: J -1452 STONEBRIDGEI - H1 Scale: 0.1924 *" � ,1 .1 a F wA Sk' 4 , c � � x . � �� 5 �t;tNrF . Oy , WARNINGS: GENERAL NOTES, unless otherwise noted: Q r' /�. 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review >; Cl 7. • �YI _� Truss : H1 and Warnings before construction commences. ands designer of Wss spon < R - responsibility of the bwlding designer, not the y } 2. 2x4 compression web bracing must be installed w shown +. 2, Design assumes the tap nd bottom chords to be laterally braced at .f ,,,,yyi' n 3. All lateral force resisting elements as temporary such as temporary and permanent 2• o. and at 10' o.c. respectively unless braced Throughout then length by - � a >�` ,- -•' - , OREGON DES. BY: LJ stability bracing must be designed by designer of complete structure. 2' sheathing such as plywood sheathing(TC) and /or drywall(BC). F,r h ..7 k (n 2` N � J DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown t * / I R E ' . O •� 4. No load should be applied to any component until after ell bracing and 4. Installation of truss is the responsibility of the respective contractor. r' .Q , 17778 Q _ _ S EQ .: 4920255 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used In a non - corrosive environment, � + . � ! . 4131S750) �1� /G� T r g �+ �` . _ R - G P" la , design loads be applied to any component. and 5. are for 'dry condition' . of use ' TRANS ID: 318452 CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing o et all supports shown. Shim or wedge if 1J r I necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. / J 3 Y r " - ... r� r _ _ 'l 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of trims. and placed so their center f' / I / / . ;3 - _ IIIIIII1I1III1IIIIIIIIIIIIIIIIII1II1IIIIII11I TPI/WTCA in BCSI. copies of which will be furnished upon request. EXPIRES 12131/11 lines coincide with loins center lines. 9. Digits indicate size p d s tlesi inchas. gn values see ESR -2529 (CompuTrus) 10. For basic connector plate CompuTrus, Inc- Software 7.6. fur L) -E 1 and/or ESR -1311, ESR -1988 (MiTek). 11 ! EXPIRES 1 1 t ! 1 J I Ili1II This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR /DHF/Cq =1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 _ 1- 2 =( -3753) 1160 1 -11 =( -953) 3193 2 -11 =( -141) 159 15- 8 =( -208( 122 BC: 2x4 KDDF H18BTR SPACED 24.0° D.C. 2- 3 =( -3582) 1015 11.12 =( -844) 2958 11- 3 =( -44) 332 WEBS: 2x4 KDDF STAND; 3- 4 =( -3094) 884 12 -13 =( -754) 2561 3 -12 =( -472) 150 2x4 DF STAND A LOADING 4- 5 =( -2405) 748 13 -14 =( -750) 2576 12- 4 =( -44) 698 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2405) 748 14 -15 =( -836) 3002 4 -13 =( -901) 270 TC LATERAL SUPPORT <= 12 'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3118) 880 15. 9 =( -903) 3320 13- 5 =( -360) 1788 BC LATERAL SUPPORT <= 12 °0C. UON. TOTAL LOAD = 42.0 PSF 7- 8 =( -3679) 976 13- 6 =( -928) 263 8- 9 =( -3859) 1119 6 -14 =( -40) 732 OVERHANGS: 0.0' 24.0° BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9.10 =( -73) 57 14- 7 =( -512) 144 LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 7 -15 =) -4) 412 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek NT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -252/ 2070V -230/ 250H 5.50° 3.31 KDDF ( 625) 43'- 9.0° -303/ 2200V -230/ 250H 5.50° 3.52 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 . MAX LL DEFL = - 0.247' @ 21'- 9.0' Allowed = 2.142' MAX TL CREEP DEFL = - 0.458° @ 21'- 9.0' Allowed = 2.856• MAX LL DEFL = 0.033' @ 45'- 9.0" Allowed = 0.200' MAX TL DEFL = 0.030" @ 45'- 9.0" Allowed = 0.267• MAX HORIZ. LL DEFL = 0.104' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.160" @ 43'- 3.5° 21 - 09 22 - 00 1' ,r -f Design conforms to main windforce- resisting 12 - - 8 - - 8 - - 13 - - system and components and cladding criteria. 1 5 - - r 5 - - f 5 - 04 - f 5 - - 5 - - f 5 - - 5 - - 5 - - Wind: 110 mph, h=25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, 12 12 interior zone, load duration factor =l.6 6.00 V M -4x6 Q 6.00 4.0" • 5 M -3x4 M -3x4 ��DPROF�c M- 3x6(S) M- 3x6(3) �,11VF�. , % M -2.5x4 M -2.5x4 Q • 11111)1119r 1 M -1.5x4 M -1.5x4 � � f OREGON �; cn -�' `� � � y o /' "CRC). O , n A r r v 1 j R GP � � c 11 11 12 13 14 15 • 0 O F - O IM -5x6 M -2.5x4 M -3x4 M -4x8 M -3x4 M -2.5x4 M -4x8 o r M18HS- 3x18(S) M18HS- 3x18(S) • EXPIRES 12/31/11 1 7 -05 -05 7 -01 -13 7 -01 -13 _ 7 -01 -13 7 -01 -13 7 -08 -05 y l - )• y 12-00 19-09 12 -00 ), J. 3�°� W� Syf ; 43 -09 WEDGE REOUTAED AT HEEL(S). 2 -00 ti 4>✓ - Q 4 0''P Cwt JOB NAME: J -1452 STONEBRIDGEI - H2 Scale: 0.1451 � ; 02 2 ` o . C ''' " ' ,4< A rii WARNINGS: GENERAL NOTES, unless otherwise noted: „' O�y Al 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: H2 a nd Warnings before construction commences. and approval is the responsibility of the building designer, not the 3F, u 1d. ° ' A 2. 2x4 compression web bracing must be installed where shown +, truss designer or truss engineer. 2. Design assumes the lop and bottom chords to be laterally braced at )' p ,03 17778,41 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by t.. 'L ^+ ,., c_�q�!'. DES • BY : LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). . 4 g.,' S /J j J . DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown + + h`\h ypllS+S'j l'� + , ` - 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. f 1 Si �•.flt ' ` SEQ .: 4920256 fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used in a non - corrosive environment, f / !f ! ! I -r and are for "dry condition" of use. 6. 'i" §'d gi .. TRANS ID : 318452 design loads be applied to any component. Design assumes full bearing at all supports shown. Shim or wedge if - 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES 6110/1 3 31111111111 VIII VIII VIII III I IIII II TPIM rCA in BCSI, copies of which will be furnished upon request. Digits coincide with joint center Inches. in fiche. 9. fines i s oi ni ci dt size of t plate in nes CompuTrus, Inc. Software 7.6.15(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP • LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /DHF/Cq =1.00 TC: 2x4 KDDF 81 &BTR • LOAD DURATION INCREASE = 1.15 1- 2 =( -3864) 1206 1 -10 =( -1003) 3326 2 -10 =( -212) 187 7 -14 =( -42) 331 BC: 2x4 KDOF N1 &BTR SPACED 24.0" D.C. 2- 3 =( -3683) 1056 10 -11 =( -868) 3004 10- 3 =( -68) 415 '14- 8 =( -140) 158 WEBS: 2x4 KDDF STAND; 3- 4 =( -3119) 904 11 -12 =( -769) 2577 3 -11 =( -513) 160 2x4 DF STAND A LOADING 4- 5 =( -2406) 761 12 -13 =( -765) 2561 11- 4 =( -54) 732 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2406) 761 13 -14 =) -855) 2959 4 -12 =( -929) 278 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -3095) 896 14- 9 =( -962) 3193 12- 5 =( -372) 1789 BC LATERAL SUPPORT <= 12 "OC. UON. TOTAL LOAD = 42.0 PSF 7. 8 =( -3582) 1026 12- 6 =( -901) 269 8- 9 =( -3754) 1171 6 -13 =( -44) 697 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13- 7= )-472) 149 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. M,M20HS,M18HS,M16 =MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA For hanger specs. - See approved BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 9 P pP plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 0'. 0.0° -251/ 2046V -225/ 230H 2.50' 3.27 KDDF ( 625) 43'- 6.0' -254/ 2070V -225/ 230H 5.50" 3.31 KDDF ( 625) • VERTICAL DEFLECTION LIMITS: LL= L1240, TL =LI180 . MAX LL DEFL = - 0.247' @ 21'- 9.0' Allowed = 2.142' MAX TL CREEP DEFL = - 0.458' @ 21'- 9.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.105' @ 43'- 0.5' MAX HORIZ. TL DEFL = 0.160' @ 43' 0.5' 21 - 21 - Design conforms to main windforce- resisting f system and components and cladding criteria. 12 - - 8 - - ( 8 - - 12 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 5 - 07 - 14 5 - 04 - 06 5 04 - 06 5 - 04 - 06 5 - 04 - 06 5 5 - 04 - 06 5 - 07 - 14 Enclosed, Cat.2, Exp.B, MWFRS, T ( r . ,>' •>' ,. , , interior zone, load duration factor =l.6 12 12 6.00 V M - 4x6 X16.00 4.0" 5 -h( It M -3x4 M -3x4 M-3x6(S) M- 3x6(5) �� �0 PRoF, M 2.5x4 M 2.5x4 �`? GiNF p M -1 .5x4 M -1 .5x4 1" • `O RE GON ,oD cn .� ,� ,r to . r.-.. / _ - _ . A -- .. o I 1 10 11 12 13 14 T Ci I`� ' o M -5x8 M -2.5x4 M -3x4 M -4x8 M -3x4 M -2.5x4 M -5x6 0 fl/`rl1/ M18HS- 3x18(5) M18HS -3x18 ( S ) EXPIRES 12/31/11 ] J y J J. J. ). y y 7 -05 -05 7 -01 -13 7 -01 -13 7 -01 -13 7y 01 -13 7 -05 -05 * 12 -00 19 -06 12 -00 Vt... ,41 -j i y y (.(4 WASyf 4 `° 43 - WEDGE REQUIRED AT HEEL(S). ci ,^r. Q F NC r RRwJ1 T �7 � r JOB NAME: J -.1452 STONEBRIDGEI - H3 l.d f ; . � Scal 0.1553 C h ti re - WARNINGS: GENERAL NOTES, unless otherwise noted: 41 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review -. F `: - Truss: H3 and Warnings before construction commences. and approval is the responsibility of the building designer, not the # Y I''wi- 2. 2x4 compression web bracing must be Installed where shown +. truss designer or truss engineer. 3. 2. Design assumes the top and bottom chords to be laterally braced at 17778 s; DES . BY : LJ 3 All lateral force resisting elements such as temporary and permanent stability bracing must be designed by designer of complete structure. T Y 9 g Y B P o.c. and at 10' o.c. respectively unless braced throughout their length by .Q r � r c� continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). IP. R4S l O DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown i 7 * q � 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. q' , SION r.! . SEQ.: 4920 2 5 7 fasteners are complete end at no lime should any loads greater than 5. Design assumes trusses are to be used in a non- corrosive environment. �) / r / / / �1 s.:,....,: t y =).` design loads be applied to any component. and are for "dry condition" of use. 1 J . TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if shipment and installation of components. necessary. fabrication, handling, P P 7. Design assumes adequate drainage is provided. EXPIRES 6/10/13 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center IIIIII VIII VIII V III VIII IIIiI I II III TPIMTCA in SCSI, copies of which will be furnished upon request. Digits indicate c t with joint center lines. 9. Diglls size o! f p plate te In Inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR /OHF /Cq =1.00 TC: 2x4 KDDF U18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -73) 57 2 -11 =( -903) 3320 3 -11 =( -208) 122 15- 9 =( -141) 159 BC: 2x4 KDDF I/18BTR SPACED 24.0' O.C. 2- 3 =( -3859) 1119 11 -12 =1 -836) 3002 11- 4 =( -4) 412 WEBS: 2x4 KDDF STAND; 3- 4 =( -3679) 976 12 -13 =( -750) 2576 4 -12 =( -512) 144 2x4 DF STAND A LOADING 4- 5 =( -3118) 880 13.14 =( -754) 2561 12- 5 =( -40) 732 LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2405) 748 14 -15 =( -844) 2958 5 -13 =( -928) 263 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -2405) 748 15 -10 =( -953) 3193 13- 6 =( -360) 1788 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8 =( -3094) 884 13- 7 =( -901) 270 8- 9 =( -3582) 1015 7 -14 =( -44) 697 OVERHANGS: 24.0° 0.0" BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9 -10 =( -3753) 1160 14- 8=( -472) 150 LIVE LOAD AT LOCATION SPECIFIED BY IRC 2006 AND IBC 2006. 8 -15 =( -44) 332 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -303/ 2200V -250/ 230H 5.50' 3.52 KOOF ( 625) •• For hanger specs. - See approved plans 43'- 9.0' -252/ 2070V -250/ 230H 5.50' 3.31 KDDF ( 625) VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 MAX LL DEFL = 0.033' @ -2'- 0.0' Allowed = 0.200' MAX TL DEFL = 0.030' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = - 0.247' @ 22'- 0.0' Allowed = 2.142' MAX TL CREEP DEFL = - 0.458" @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.104' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.160' @ 43'- 3.5' 22 - 00 21 - 09 f .( Design conforms to main windforce- resisting 13 - - 8 - - 8 - - 12 - - ( system and components and cladding criteria. • f 5 - - 5 - - 5 ' 04 - 5 - - 5 - - 5 - - 5 - - 5 - - Wind: 110 mph, h =25ft, TCDL= 4.2,BCOL =6.0, ASCE 7 -05, T 1 T ( T .( .( .1 '( Enclosed, Cat.2, Exp.B, MIVFRS, 12 12 interior zone, load duration factor =1.6 6.00 L - M - 4x6 6.00 4' 6 M-3x4 3'1 M-3x4 - p PROF M 3x6(5) M 3x6(S) ^5 u sS / p M 2.5x4 M 2.5x4 <v�_' ` ' : f s 1 M -1 .5x4 + /\ : M - 1.5x4 1 • + OREGON > CD = A .. I TT � c-- Z; / 11 12 13 14 1s 10o f' /f/!/ R. C o M -4x8 M -2.5x4 M -3x4 M -4x8 M -3x4 M -2.5x4 M -5x6 0 M18HS- 3x18(S) M18HS- 3x18(S) EXPIRES 12/31/11 y 1- * 1- 1- y 7 ". . 1' 7-08-05 7 -01 1 13 7-01-13 7-01-13 7y01 13 7-05-05 1' : ' C 12 -00 19 -09 12 -00 t 7 * 1 `� WASIV .. 2 - 43 - WEDGE REQUIRED AT HEEL(S). :0 ,0 4? o - JOB NAME: J -1452 STONEBRIDGE1 - H4 scale 0.1451 h 1- , C) WARNINGS: GENERAL NOTES, unless otherwise noted: y 1 i 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 b-� s' I r Truss : H4 and Warnings before construction commences. and approval is the responsibility of the building designer, not the vi. T /4-•-:,37, ' 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. 3. A8 lateral force resisting elements such as temporary and permanent 2. Design assumes the lap and bottom chords to be laterally braced at k, 1 r I ! 8 ® j ,p DES. BY: LJ stability bracing must be designed b designer of complete structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by �, �zil5t � !N • Y 9 9 Y 9 P continuous sheathing such as plywood shealhing(TC) and/or drywall(BC). DATE: 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where 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 f . A , SEQ. 4920258 , = - t t 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. 6 I if / r l' ,, - , design Toads be applied to any component. and are for "dry condition" of use. / » . "! `'t TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes lull ition" g el all suppods shown. Snlm or wedge if necessary. 6/10/13 fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage Is provided. 8. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both laces of truss, and placed so their center EXPIRES IIIIII VIII VIII VIII VIII VIII IIII II I IIII TPIIWTCA II BCSI. copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate In inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311. ESR -1988 (MiTek). IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS • TRUSS SPAN 43'- 6.0" Design conforms to main windforce- resisting TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF #18BTR SPACED 24.0" D.C. • Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, TC LATERAL SUPPORT <= 12'OC. UON. LOADING Enclosed, Cat.2, Exp.B, MFRS, BC LATERAL SUPPORT <= 12 °0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =l.6 DL ON BOTTOM CHORD v 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Note: Outlooker truss. Upper top chords require same material considered for this design. as structural top chord. Connect with M -3x6 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL min typical 36 "oc (uon). Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Gable end truss on continuous bearing wall UON. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED' FOR 10PSF LIVE LOAD. TOP M -1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 21 -09 21 -09 12 -06 -03 8 -11 -05 8 -11 -05 - 12 -06 -03 12 • M -gx6 12 . 6.00 V '-,..I 6.00 � PR 0,c - e c 3, G1N� ` t?, M -3x6 M -3x6 .. M- 3x6(5) M- 3x6(5) /0 °� 7 w f4 (/' „ � � QREGQN ,\ ^`a . � hlrslr r R C EXP IT 12/31 %11 M -4x6 -4x6 C3 M- 3x6(S) M- 3x6(S) M M -3x6 -3x6 I J, y I 12 -00 19 -06 12 -00 43 -06 :,. It. C.4 o f NNASy ®r JOB NAME: J -1452 STONEBRIDGE1 - H5 Scale: 0.1999 . x s ,A � 1 - .o t.°' ,...4 WARNINGS: GENERAL NOTES, unless otherwise nosed: ^ `+'1 ., ” - .f., 1. Builder and erection contractor should be advised of all General Notes 1. This truss design is adequate for the design parameters shown. Review f!. Truss : H5 and Warnings before construction commences. ands ppr val i Ore r s eon ibiliy of the building designer, not the -11 �,1t 2. 2x4 compression web bracing must be installed where shown +. 2• Design assumes the top and bottom chords to be laterally braced at -' I s°' 3. All lateral force resisting elements such as temporary and permanent x," . llttVf' DES. BY: LJ stabilit bradn must be desi ned b desi ner of corn lele structure. 2' o.c. and at 10' o.c. respectively unless braced throughout their length by Y 9 9 Y 9 P continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). 17 7 / 8 DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing, 3. 2x Impact bridging or lateral bracing required where shown + + r(1 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. ti 4) V i t � SEQ.: 4920259 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used Ina non - corrosive environment, design loads be applied to any component. and are for - dry condition' g at c, � �� - ;l TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing all supports shown. Shim or wedge it , E necessary. GG fabrication, handling, shipment and installation of components. 7_ Design assumes adequate drainage is provided. L% / /i / - ^ *` -•, tit '" 6. This design is furnished subjeci to the limitations net forth by 8. Plates shag be located on both faces of truss, and placed so their center IIIIII VIII VIII VIII VIII VIII III I IIII IIII TPINVTCA in BCSI, copies of which will be lumished upon request. Digits coincide with joint center lines. 9. indicate in For basic ine size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) - 10. For basic c rplte design values see ESR -2529 (CornpuTrus) EXP RES 6/1 0/1 3 and/or ESR -1311, -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' Design conforms to main windforce- resisting TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 system and components and cladding criteria. BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. Wind: 110 mph, h =20ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, TC LATERAL SUPPORT <= 12 °0C. UON. LOADING Enclosed, Cat.2, Exp.B, MFRS, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF interior zone, load duration factor =l.6 DL ON BOTTOM CHORD = 10.0 PSF le end truss on continuous bearing wall UON. Ga Gabh Connector plate prefix designators: TOTAL LOAD = .42.0 PSF e or equal typical at stud verticals. Refer to equalTtys gable C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1l 2 end detail for M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL complete CompuTrus g REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 12 a 4.00 1111 . LAO • ul IIIMMIIIIIIIIIIIMIIIMIIIIIIIIIL_ _rap. co W7I / /INVAr /�1 /1I /1/////!/ A— —,' . PROF M -2.5x4 � �'' >,4G1N� C y ` c " OREGON ' — 4 -00 1 -00 fi - E XPIRES 12/31/11 OF W 5 —4, ® -a S cale: 0.7750 , -� x JOB NAME: J -1452 STONEBRIDGE1 - I1 f=, WARNINGS: a- GENERAL NOTES, unless otherwise noted: ¢y 1r 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; i -1' Truss : I1 and Warnings before construction commences, and approval is the responsibility of the building designer, not the 1 f!^` , -- 2. 2x4 compression web bracing must be installed where shown +. truss designer or twos engineer. 3. All lateral force resisting elements such as temporary and permanent 2. Design assumes the top and bottom unless braced throughout their length by _ ,� f DES . BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). DATE: 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown 4 4 . [ ..w.�r+ Il 4. No load should be applied to any component until alter all bracing and 4. Installation of truss Is the responsibility of the respective contractor. S! . , - = ' SEQ . : 4920260 fasteners are complete and at no time should any loads greater Can : 5. Design assumes trusses are to be used in a non - corrosive environment, /- / / r f / I I ' " r- r . y Q � � , , - y� and are for "dry condition' of use. J I " design loads be applied to any component. 6. Design assumes full bearing at all supports shown. Shim or wedge d ' ' ' -r TRANS ID : 318452 5. CompuT us has no control over and assumes no responsibility for the necessary. fabrication. handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6/10/13 6. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center EXPIRES IIIIII I III illll III II I I I I I I II III TPIANiCA in BCSI copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IRC 2009 MAX MEMBER FORCES 41YYR /DHF /Cq =1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 84 4- 2 =( -44) 30 4 -1 =( -113) 82 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2.3 =( -24) 20 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) . TOTAL LOAD = 42.0 PSF 0 0.0' -13/ 151V -45/ 46H 5.50' 0.24 KDDF ( 625) OVERHANGS: 0.0' 12.0' 4' 0.0' - 78/ 267V - 45/ 46H 5.50' 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 24 VERTICAL DEFLECTION LIMITS: LL= L0, TL =L0 118 M,M2OHS,M18H MAX VEX LL DEFL = TION2" M 5'- I24 S,M16 =MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Allowed 0.100' MAX TL DEFL = 0.002" @ 5'- 0.0° Allowed = 0.133' •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TC PANEL LL DEFL = - 0.014' @ 1 11.8' Allowed = 0.203' MAX TC PANEL TL DEFL = - 0.015' @ 1'- 11.8' Allowed = 0.305° MAX HORIZ. LL DEFL = - 0.000' @ 3'- 6.5" MAX HORIZ. TL DEFL = - 0.000" @ 3'- 6.5' 4 -00 Design conforms to main windforce- resisting 1' T system and components and cladding criteria. - Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MFRS, M - 1.5x4 interior zone, load duration factor =l.6 A- 12 a 4.00 Li N- o III kIIIIIIIIIIIIIIIIIImm-_ Lt., 0 4 ��2 0 s0 PROFF !d 1 .5x4 M-2.5x4 \��� G ►TIfi S ` ,o ' ��� �'� 6 ./, ` y `'.. v. 1 zil--/L -. • OREGON b 0 G• 0 J 3 -10 -04 0 ic29- 1 y y 611f111° GN 4 -00 1 -00 EXPIRES 12/31/11- I R. '' , erC :al. .,04 tic C,' 1_ JOB NAME: J -1452 STONEBRIDGEI - I2 • Scale: 0.6828 ` x� N. Q x �' WARNINGS: GENERAL NOTES, unless otherwise noted x` '5 L , 7 4 . +s ' 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 : 12 and Warnings before construction commences. and approval is the responsibility of the building designer, not the T4 • 11 2. 204 bracing web compression truss designer or truss engineer. ;yn p g must be Installed where shown +. 2. Design assumes the top and bottom chords to be laterally braced at 3 All lateral force resisting elements such as temporary and permanent 2' o.0. and at 10' o.c. respectively unless braced throughout their length by t DES . BY : LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). S ' 1 i 7 7 / 8 list i D : 8/15 / 201 1 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ !� 4. No load should be applied to any component until alter all bracing and 4. Installation of truss Is the responsibility of the respective contractor. �S �ONAL � .C, <vr S EQ . : 492026 1 fasteners are complete and at no time should any loads greater then 5. Design assumes trusses are to be used in a non - corrosive environment. L / / r / / / ' I . . k design toads be applied to any component. and are for "dry condition" of use. / J '9' TRANS ID: 318452 5. CompuTrus has no control over and assumes no responsibility for the e. Design assumes full bearing at all supports shown. Shim or wedge If fabrication, handlin shi ment and installation of components. necessary. 9, P P 7. Design assumes adequate drainage is provided. EX PIR ES 611 01 3 e. This design is fumrshed subject to the limitations set forth by 8. Plates shall be located on both laces of truss. and placed so their center I IIIIII VIII III I VIII VIII VIII illl IIII IIII TPINYTCA in SCSI copies of which will be furnished upon request coincide with joint center lines. 9. lines indicate size of plate to Inches. CompuTrus, Inc. Software 7.6.1 B(1 L) -E 10. lines For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). • IIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /OHF/Cq =1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -94) 97 5 -6 =( -296) 1007 1 -5 =( -150) 101 BC: 2x4 KDDF 8188TR SPACED 24.0' O.C. 2 -3 =( -1099) 339 6 -3 =( -290) 1016 5 -2 =( -1067) 242 WEBS: 2x4 KDDF STAND 3 -4 =( -22) 21 2 -6 =( 0) 275 LOADING • TC LATERAL SUPPORT <= 12 °OC. UON. LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12 "OC. UON. OL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0' 15.5' • 0'- 0.0" - 461 531V -941 79H 5.50" 0.85 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 0.0" -100/ 648V -94/ 79H 5.50° 1.04 KDDF ( 625) M -1.5x4 or equal at non - structural REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD- TOP MAX LL DEFL = - 0.030' @ 5'- 5.5' Allowed= 0.554' •• For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. MAX TL CREEP DEFL = - 0.080' @ 5'- 5.5" Allowed = 0.739' Connector plate prefix designators: MAX LL DEFL = 0.005" @ 13'- 3.5' Allowed = 0.129' C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc MAX TL DEFL = 0.004' @ 13'- 3.5' Allowed = 0.172' M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = 0.008' @ 11'- 6.5' MAX HORIZ. TL DEFL = 0.014' @ 11'- 6.5' 5 - 03 - 12 6 - 08 - 04 12 Design conforms main l r a m andcomponentsandcladdingcriteri. M - 1.5x4 a 3.00 Wind: 110 mph, h =25ft, TCDL= 6.0,BCDL =6.0, ASCE 7 -05, • Enclosed, Cat.2, Exp.B, M14FRS, M - 3X6 - interior zone, load duration factor =1 .6 Truss designed for 4x2 outlookers, 2x4 let -ins 1 4 ° 4 4 of the same size and grade as structural top M 1.5X4 chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are M - 3x4 permissible at inlet board areas only. �� M -3x6 r M -3x6 ° ft M -1.5x4 co x M - 3x6 �F�O PROFFS M - 4x4 M - 1.5x4 M - 2.5x4 Gum' • OREGON m • (t) : - 0,,. ,�of . E R 0 • y J, y R.CN 5-05-08 6 -06 -08 • h//f II y y y EXPIRES 12/31/11 12 -00 - 1-03 -08 __. , g C4 ' • . cc WAS ..r • OF 414,, f -' JOB NAME: J-1452 STONEBRIDGEI - K1 ,00 , -,, ., -...- le. Scale: 0.5191 r. � WARNINGS: GENERAL NOTES, unless otherwise noted �.d it; V 1. Builder and erection contractor should be advised of as General Notes 1. This truss design Is adequate for the design parameters shown. Review �° r �r1!t:, '? Truss: K 1 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the , i /> 2. 2x4 compression web bracing must be installed where shown +. truss designer or truss engineer. Design assumes the top and bottom chords to be laterally braced at ', t, 1 7 7 7 8 .,.<1 3. All lateral force resisting elements such as temporary and permanent 2 • o.c. and at 10' o.c. respectively unless braced throughout their length by I' 4 .4S"r - LC."' r DES. BY: LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(TC) and /or drywall(BC). b t L` DATE : 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown ++ 411, p SEhI . : 4920262 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective conlractor. .0.1, wl it fasteners are complete and at no lime should any loads greater than 5. Design assumes trusses are to be used In a non - corrosive environment.- l ' r / �, !' V ' *- ' design loads be applied to any component. and are ror'dry condition' of use. L - TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge it C shipment and installation of components. necessary. fabrication. handling, P Po 7. Design e adequate drainage iprovis a. I E XPIRES 6 3 8. This design is furnished subject to the limitations set forth by 8. Plates shall b be located on on both oth faces o es o truss, , and placed so their center / .J lillll VIII II I VIII VIII VIII III I IIII IIII TPIM7TCA in SCSI. copies of which will be furnished upon request. Digits Indicate coincide with joint center lines. 9. Digits ndicicatt p e size of plate te In inches. CompuTrus, Inc. Software 7.6.1 B(1 L) - 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). Ell This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' • IRC 2009 MAX MEMBER FORCES 4WR/DHFICq =1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -94) 97 5 -6 =( -296) 1007 1 -5 =( -150) 101 BC: 2x4 KDDF k18BTR SPACED 24.0' O.C. 2 -3 =( -1099) 339 6 -3 =( -290) 1016 5 -2 =( -1067) 242 - WEBS: 2x4 KDOF STAND 3 -4 =( -22) 21 2 -6 =( 0) 275 LOADING TC LATERAL SUPPORT <= 12 °OC. UON. LL( 25.0) +DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0' 15.5' 0'- 0.0" -46/ 531V -94/ 79H 5.50" 0.85 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 0.0' -100/ 648V -94/ 79H 5.50" 1.04 KDDF ( 625) " For hanger specs. - See approved plans REQUIREMENTS OF IRC 2009 AND IBC 2009 NOT BEING MET. Connector plate prefix desig nators: BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L1180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.030" @ 5'- 5.5' Allowed = 0.554' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = - 0.080" @ 5'- 5.5° Allowed = 0.739' MAX LL DEFL = 0.005" @ 13'- 3.5' Allowed = 0.129' MAX TL DEFL = 0.004' @ 13'- 3.5° Allowed = 0.172" MAX HORIZ. LL DEFL = 0.008' @ 11'- 6.5' 5 - - 6 - - MAX HORIZ. TL DEFL = 0.014" @ 11'- 6.5" T Design conforms to main windforce- resisting 12 system and components and cladding criteria. a 3.00 M - 1.5x4 Wind: 110 mph, h =15ft, TCDL= 6.0,BCOL =6.0, ASCE 7 -05, /- Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 n M -3x4 c . iiiiie co sam 0 co v SIM 5 M -4x4 M -1.5x4 M -2.5x4 y )- 5-05-08 6 -06 -08 Y J 12 -00 1 -03 -08 t ,,..:L �� V�p }),.i �� PROFF�' � `6►' � 1 r c _ WAS . `4'� JOB NAME: J-1452 STONEBRIDGE1 - K2 S cale: 0 5316 ` ma c . � �� � � � COD � � �" WARNINGS: GENERAL NOTES, unless otherwise noted: , e J/- /��_,.,., , � ii 1. Builder and erection contractor should be advised of all General Notes 1, This truss design is adequate for the design parameters shown- Review L' " �' j t y Truss: K2 and Warnings before construction commences- ands pprov l of the respon neery of the building designer. not the • 0 �� ^O � C�j , L. I - 2. 2x4 compression web bracing must be installed where shown +, 2. Design assumes the top and bottom chords to be laterally braced at C 5.7 C>, ...,f 17778 DES. BY: LJ 3. All lateral force resisting elements such as temporary and permanent stabilil bracin must be designed by designer of corn structure. 2' o c. and at 10' o.c. red ly unless bracetl throughout (heir length by (� V ? R '� r.r�'1 C�" Y 9 9 Y 9 P late continuous sheathing such tr as as plywood sheathing(TC) and /or drywall(BC). ' ER E1 O Ar �J 1 t� DATE . 8/15/2011 CompuTrus assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where 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. / 7. n � �l f0N SEQ.: 4 920263 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, R. G P' 511J / / I. 9t � ' t d loads be applied to any component. and are for "dry full a ri of use. 6/a-/fl i 9 ` ' TRANS I D : 318452 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full b earing at all supports shown. Shim or wedge it necessary. ' i - fabrication, handling, shipment and Installation of components. 7 Design assumes adequate drainage Is provided. EXPIRES 12/31 /1 1 1 EXPIRES 6/10/1 3 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center ' _ _ _, - . -. ..n L III II VIII VIII III I illll V III III II III TPINVICA In BC51 copies of which will be furnished upon request. Digits coincide with joint center lines. 9. Digits inddicatat e size of plate in inches. CompuTrus, Inc. Software 7.6.16(1 L) -E 10. For basic connector plate design values see ESR -2529 (CompuTrus) and /or ESR -1311, ESR -1988 (MiTek). • • iiiiiiiiiioi This design prepared from computer input by PACIFIC LUMBER / JP LUMBER SPECIFICATIONS TRUSS SPAN 12'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /OHF /Cq =1.00 TC: 2x4 KDDF STAND; LOAD DURATION INCREASE = 1.15 1 -2 =) -91) 100 5 -6 =( -335) 940 1 -5 =( -137) 109 2x4 KDDF k18BTR T1 SPACED 24.0' 0.C. 2 -3=( -1026) 381 6.3 =( -329) 948 5 -2 =( -996) 283 BC: 2x4 KDDF #18BTR 3 -4 =( -23) 20 2 -6 =( 0) 276 WEBS: 2x4 KDDF STAND LOADING LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'0C. UON. EL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12 ° 0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) • 0'- 0.0' -67/ 496V -94/ 79H 5.50' 0.79 KDDF ( 625) OVERHANGS: 0.0' 15.5' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12'- 0.0" -127/ 603V -94/ 79H 5.50' 0.96 KDDF ( 625) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. M -1.5x4 or equal at non - structural VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = - 0.030' @ 5'= 5.5' Allowed = 0.554' - AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL CREEP DEFL = - 0.072' @ 5'- 5.5° Allowed = 0.739° Connector plate prefix designators: = Com MAX LL DEFL = 0.005' 9 13'- 3.5" Allowed = 0.129' M,M2OHS20HS,M18HS ,M16 , (prefix) suTrus, Inc MAX TL DEFL = 0.005' 9 13'- 3.5' Allowed = 0.172' 1118HS = MiTek ek MT T = rie series MAX HORIZ. LL DEFL = 0.008' @ 11'- 6.5' 5 - - 6 - - MAX HORIZ. TL DEFL = 0.013° @ 11'- 6.5' T T . ' Design conforms to main windforce- resisting 1P system and components and cladding criteria. M - 3x6 a 3.00 Wind: 110 mph, h =15ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, M 1.5x4 Enclosed, Cat.2, Exp.B, MWFRS, /- 1 interior zone, load duration factor =l.6 M -2.5x4 or equal at non - structural diagonal inlets. _ M - 1.5X4 Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top M - 3x6 M - 3x4 chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are 2 M - 3x6 permissible at inlet board areas only. cr ,_ Iliiii Illii, ° ANIN Ti M - 1.5x4 co it M -3x6 ( l PROF �_ 13111E O M t J F ti viiii 5 6 = M -3x4 M -1.5x4 M -2.5x4 iz'arI• - ` • OREGON �`.' (n ' '-f - � P ER C5 0 y OT1 R C p,4- y ). 5 -03 -12 6 -08 -04 61411 y y y E XPIRES 12!31/11 • 12 -00 1 -03 -08 • `S WASH JOB NAME J -1452 STONEBRIDGE1 - K3 Scale: 0.5186 ''` h 7 o ,. x r4 � m. WARNINGS: GENERAL NOTES, unless otherwise noted i e,=',13, 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: K3 and Warnings before construction commences. and approval Is the responsibility of the building designer, not the q truss designer or Cuss engineer. 2. All compression web bracing must be Installed where shown *. 2. Design assumes the top and bottom chords to be laterally braced at pp 1 + f / 8 ,_•0 3. All lateral force resisting elements such as temporary and permanent 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 4 <. DES. BY : LJ stability bracing must be designed by designer of complete structure. continuous sheathing such as plywood sheathing(7C) and/or drywall(BC). '�. 1 � � 1 1 CompuT us assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing required where shown DATE: B/15/20 t SEQ.: 4920264 4. Noloads m be lete atltoonocomponentuntilafterellea t er t hantl 4. D es ig nti s of retobeuse oftaeno- coctweeenvironment, � nractnr, Tar- d� � e fasteners are complete antl al no time should any loatls greeter Ihen 5. Design assumes trusses are to be used in a non-corrosive e � / ! � / / / �� design loads be eppbetl to any wmponenI and are for'dry condition' of use. ti: ;�-' - ' '3' m TRANS ID: 31845 2 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports is shown. Shim or wedge if necessary. fabrication, handlin shi ment and installation of corn onents. ( 6/10/1 9, P P 7. Pt assumesca adequate Iss provided. I EXPIRES 3 6. This design is furnished subject to the limitations sal forth by 8. Plates es shall be located tetl on both faces of f truss, and placed so their center I II IIiI VIII III I VIII VIII I III VIII I II IIII TPIANTCA in SCSI copies of which will be furnished upon request. D igit coincide with joint center lines. 9. indicate size of plate te in inches. CompuTrus, Inc. Software +7.6.2(1 L) -E 10. lines in For basic connector plate design values see ESR -2529 (CompuTrus) I. and /or ESR -1311, ESR -1988 (MiTek). / 5 3 9' S Lt/ Oa /c zo ao / 5 / MICHAEL K. BROWN, S.E. RECEIVED ' 5346 Branchwood Dr., Boise, ID 83716 208 -850 -7542 AUG 31 2011 Mikebrown.se @gmail.com CITY OFTIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 81, ARLINGTON HEIGHTS OR EN . JOB # 11- 7 PRiltto G�TSiI PyI ib_ja ��e�l::� ��� Prepared for: • StoneBridge Homes, NW, LLC Plan #: 170op11 OTE: 1452 Date: 08 -17 -2011 The following calculations are for Basement Retaining Walls, lateral wind and seismic engineering only. Gravity loading and the design of foundations (with the exception of retaining walls) are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. shall have no obligation of liability, whether arising in contract (including warranty), Tort (including • active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208- 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: ASCE 7 Wind: 95 MPH 3 second gust, Exposure B, 6:12 Pitch roof Per ASCE 7 Figure 6 -2: Zone A: 17.8 PSF Zone B: 12.2 Zone C: 14.2 Zone D: 9.8 • For Zones A and B, a =10% of least horizontal dimension or 0.4h (h =mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C) /overall length: 14.9 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: 10.28 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 12 feet Total Wind Force at Upper Level = 7322 #, or 183 PLF Side to Side: Horizontal Dimension = 50 Feet Average force on projected wall = 14.8 PSF Average force on projected roof = 10.18 PSF Projected Average Roof height = 8 Feet Total Wind Force at Upper Level = 7029 #, or 141 PLF • Michael K. Brown, S.E. ' 5346 E. Branchwood Dr. Boise, ID 83716 208- 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 14.9 PSF Projected Length = 40 Feet Total Wind force at Main Level = 5670 #, or 142 PLF Total Wind force Upper and Main = 12991 # Side to Side: Averag force on projected wall = 14.8 PSF Projected Length = 50 Feet Total Wind force at Main Level = 7019 #, or 140 PLF Total overall side to side wind force = 14047 Pounds Seismic Loading: D seismic design category per O.R.S.0 Sps = .83, R = 6.5, W = weight of structure • V = [1.2 Sps/(R x 1 . 4 )] W V =.110W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load 12 psf Seismic Front to Back: Tributary Roof Length = 50 Feet Tributary Floor Length = 50 Feet Equiv. Trib Int wall Length = 60 Feet Trib. Ext upper wall Height = 4 Feet • Trib. Ext lower wall Height = 4.5 Feet Wroof = 100.98 plf < 142, therefore wind gov • Wfloor = 105.27 plf <142, therefore wind gov. Total Seismic Load = 8250 Pounds < 12991 Therefore Wind Gov. overall • Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208- 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet • Trib. Ext lower wall Height = 4.5 Feet Wroof = 129.36 plf <130, therefore wind Gov. Wfloor = 128.04 plf <142, therefore Wind Gov. Total Seismic Force = 12870 Pounds, < 14047 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 183 * 20 ft = 3661 # Total Shear Wall Length = 20 Feet V =P /L = 183 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 0 Feet Mot = 29286 LB FT Factored Dead Load 76 PLF Mr = 15120 LB FT T = 708 LB No Uplift Line B: P = 183 * 20 ft = 3661 # Total Shear Wall Length = 21 Feet V =P /L = 174 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 21 Feet Trib Floor Area = 0 Feet Mot = 29286 LB FT Factored Dead Load 76 PLF Mr = 16670 LB FT T = 601 LB Perp Wall and Header to Resist Uplift qi Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 • Line 1: P= 141 * 25ft= 3514# Total Shear Wall Length = 28 Feet V =P /L = 126 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 24 Feet Shortest Wall Length 4.33 Feet Trib Floor Area = 0 Feet • Mot = 4348 LB FT Factored Dead Load 274 PLF Mr = 2565 LB FT T = 412 LB No Uplift Line 3: P= 141 * 25ft= 3514# Total Shear Wall Length = 21 Feet V =P /L = 167 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 22 Shortest Wall Length 2.5 Feet Trib Floor Area = 0 Mot = 3347 LB FT Factored Dead Load 256 PLF Mr= 799 LB FT T = 1019 LB Use Type 5 HD 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 142 * 20 ft + 3661 = 6495.6 # Total Shear Wall Length = • 48 Feet V =P /L = 135 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 48 Feet Trib Floor Area = 2 Feet Mot = 58460 LB FT Factored Dead Load 97 PLF Mr = 111974 LB FT T = -1115 LB No Uplift Line B: P = 142 * 20 ft + 3661 = 6495.6 # Total Shear Wall Length = 40 Feet V =P /L = 162 PLF Use A wall • 1+ Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet Mot = 29230 LB FT Factored Dead Load 97 PLF Mr = 19440 LB FT T = 490 LB No Uplift Side to Side: Line 1: P= 140 * 19 ft + 3514= 6181 Total Shear Wall Length = 21 Feet V =P /L = 294 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 8 Feet Mot = 7948 LB FT Factored Dead Load : 302 PLF Mr= 1361 LB FT T = 2196 LB Use HD Type 1 Line 2: P = 140 * 25 ft + 0 = 3509 # Total Shear Wall Length = 17 Feet V =P /L = 206 PLF Use A wall Wall Height = 9 Feet • Trib Roof Area = 0 Feet Shortest Wall Length 4 Feet Trib Floor Area = 15 Feet Mot = 7431 LB FT Factored Dead Load 173 PLF Mr = 1382 LB FT T = 1512 LB Use Type 1 HD Line 3/3.1 • P = 140 * 12 ft + 3514 = 5199 # Total Shear Wall Length = 9 Feet V =P /L = 578 PLF Use D wall • Wall Height = 7 Feet Trib Roof Area = 4 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 8087 LB FT Factored Dead Load : 86 PLF Mr= 173 LB FT T = 3957 LB Use HD Type 2 • Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208- 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 Basement Level: Front to Back: Line A: P = 142 * 20 ft + 6496 = 9330.4 # Total Shear Wall Length = 18 Feet V =P /L = 518 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 2 Feet Mot = 83974 LB FT Factored Dead Load . 97 PLF Mr = 15746 LB FT T = 3790 LB Use Type 2 HD Line B: • P = 142 * 20 ft + 6496 = 9330.4 # Total Shear Wall Length = 19 Feet V =P /L = 491 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 19 Feet Trib Floor Area = 2 Feet Mot = 83974 LB FT Factored Dead Load : 97 PLF Mr = 17545 LB FT • T = 3496 LB Use Type 2 HD Side to Side: Line 1: P = 140 * 13 ft + 6181 = 8006 # Total Shear Wall Length = 21 Feet V =P /L = 381 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 16 Feet Mot = 10294 LB FT Factored Dead Load 360 PLF Mr = 1620 LB FT T = 2891 LB Use HD Type 2 Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 - 850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: August, 2011 Line 1.5: P = 140 * 13 ft + 0 = 1825 # Total Shear Wall Length = 30 Feet V =P /L = 61 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 18 Feet Trib Floor Area = 15 Feet Mot = 9854 LB FT Factored Dead Load 173 PLF Mr = 27994 LB FT T = -1008 LB No Uplift • • A)' Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208 -850 -7542 mikebrown.se @gmail.com Job Name: Lot 81, Arlington Heights By: MKB Core Job Number: DM11 -087 Date: _August, 2011 Lateral at Deck: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf (match interior live load) 2x8 at 16 "o.c., OK 12' V 18' -0" V= 0.11[9psf(12'/2)(18')] = 106.9 Pounds • 107# 1102, 4 NN • 24' 9' 9' Lateral Force to be resisted by (2) tension braces. 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'1 11 1 ,—-.........,.,,, 1 6-1 . 1 . , . 1 • . - • PLAN 170 OPTION 11 4140 e.Q, Fr. i SHEAR WALL SCHEDULE (a -m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 1 7 6 (1) OSB 1 SIDE 8d • 6" 12" z' Dia. A.B. @ 42" o/c 16d @ 6" o/c A35 @ 18" o/c 237 B 1 6" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c (m) 16d @ 4" o/c A35 @ 14" o/c 367 C 1 6" OSB (1) SIDE (e,f) 8d 3" 12" Z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470 D 6" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 623 E 1 6" OSB (2) SIDE (d,e,f) 8d 6" 12" Z Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 474 F 6" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 735 G 1 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2" Dia. A.B. @ 10" o/c (m) 16d @ 3" o /c(2)rows staggered A35 @ 5" o/c 939 H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" z" Dia. A.B. @ 8" o/c (m) 16d @ 2" o /c(2)rows staggered HGA1OKT @ 7" o/c 1246 Notes: a) C -D, D -C Sheathing, plywood panel siding and other grades covered in UBC Standard 23 -2. All wall construction to conform to OSSC Table 2306.4.1. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3")( plate washers req'd at all shear wall A.B. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H -F. m) See plan for walls where seismic design shear is greater than 350 plf (ASD). 3x or 2x flat blkg at panel edges, Stagger nails. . Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HoLDowN s c HE cLE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour HDU2- SDS2.5 OR 1 (2)2x 3075 2215 SSTB14 SSTB2OL PHD2 -SDS3 2 HDU4- SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB2OL PHDS -SDS3 MIN 3 HDU8- SDS2.5 (3)2x 7870 5665 SSTB28L 7/DI EMBB EED INNTO TO CON C. A36 THREADED ROD w/ HEAVY SQ. NUT AND BP7/8 -2 BEARING PLATE WASHER @ BOTT. 4 HDU11- SDS2.5 (1)6x 9535 6865 1 "DIA.x42" A36 1 "DIA.x42" A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14- SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT ANDHEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24" EMBEDPROVIDE 24" EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1. Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. r L:'_d' 1 IS WIDE X 12° THICK CCNT. FTG. I I__ I — II i W (4) S CONT. AT TOP AND AT , __._. �_._..._ -. _.._..�_ ._._.__._........._ __..._.�__......_. . -.- - — ' L1I7 L JL�.1 - — I := -� (----(1----(11 BE BOTH • OTH TOP BOTTOM ' I 4x4 POSTS • REAR WALL SHALL I ., .. ._ _.. .- __ .... -, .... AND BOTTOM 1 I - _ _ _ _ 4x8 • REAR WALL SHALL BE i PRESSURE TREATED IF LOCATED i NEXT TO THE CONCRETE FOUNDATION I ca I ,1 1 • RIM JOISTS SHALL BE A 2X MEMBER FACE NAILED TO EACH ADJACENT STUD W/ INTERIOR FOUNDATION WALLS SHALL BE 2X6 (3) 16d NAILS, OR I BOLTED TO THE CONCRETE FOUNDATION CONSTRUCTION IW STUDS • 12" 0.C. W/ I WALLS W) STAGGERED I/2 EXPANSION/EPDXY DOUBLE TOP PLATE. MATCH LOCATION CF I ANCFNORS • 32 O. OR TYPE JOISTS ABOVE. STRUCTURAL PE 'A' I s PLACED •THE PERIMETER OF THE SHEATHING REQUIRED ON ALL WALLS BELOW GARAGE FRAMING. L — — — OUTSIDE SHEATHING AND 1W THE SHEATHING .._. NAILS TO THE RIM JOISTS 6N SLAB SHALL HAVE A MN. 1 1 L THICKNESS CF 3 1/2° • ANY Lam= -gl POINT g1 i 1 a1 , I. �j I .. _ .-. _ - .._. _ _ - _ _ - -- IN l FOUNDATION WALLS SHALL W) ALL BE 2X6 • -_-_-._..._...._..._ ....- .....,.._._...- ...-- -_...- .-___—._-.__._.._.._..._._....._'--'_'_____..._.._.... _.__.___- .._..._.......__.:.... ._ .. ..._ ._ ... ..... .... ... ..... .._.. ...- _... __, ....- UCTION ING. STUDS • , f i i _ _ - - - - _ ' . - _ - - - - - _ DOUBLE TOP FLATS MATCH LOCATION CF t 1 I JOISTS ABOVE. STRUCTURAL TYPE 'A' f j -I 1 SHEATHING IEOUIR£D ON ALL WALLS BELOW I 1 (T) Tx12 •1 DF JOISTS 0 12" 0.C. SEE: A RAGE D ETAIL SHEET S � necer CONSTR FpIJy ' I ; . I 111 1 PLYWOOD SHALL BE PLACED W( ITS I J i i i f L DIMENSION PERPENDICULAR TO 71-E JOISTS 1 I I THERE SHALL BE 2 LAYERS OF S. NIL CLEAR • I PLYWOOD S SHALL BE LAPPE I -1 11 DRIVEWAY SHALL SLOPE N SUCH A MANNER THAT 11 NO WATER IS CHANNELED INTO THE JOINT BETWEEN I APPROVED L METHOD • THE u / OF THE LAB OTHER THE GARAGE FLOOR AND THE DRIVEWAY . ALL END JOINTS IN THE PLYWOOD SHALL BE OVER 1 GARAGE DOOR TO LIMIT THE O' WATER FRAMING MEMBERS RUNNING UNDER THE SLAB AND D THE THE FOUNDATION FOUNDATION AND 1 ONTO OR AGAINST THE WOOD FOUNDATION. IF ALL WOOD IN THIS AREA IN NOT PRESSURE TREATED, I A METHOD SHALL BE EMPLOYED (SUCH AS SPACING) I TO ALLOW ANY MNOR AMOUNTS OF WATER ?Cry, -a. ( PENETRATING TO THE INSIDE FRONT OF TH GARAGE E GARA __.. ___.._. -.. �_-- -. .__._. FOUNDATION WALL, FROM GROUND SEEPAGE, FRO". INSTANCE, FROM CONTACTING THE WOOD FOUNDATION S )RT=t) G A AGE F- :AM(1\1 =` 3501 West Elder Street. Suite 100 Boise. Idaho 83705 Ph. 208.386.9170 Fax 208.386.9076 ENGINEERING Structural Engineers www.core- cneineering.nct JOB NAME . JOB NO BY DATE SHEET OF 4,6c L• P-soft DOS (aA.6 4 / 1/2_ " c.,,v c_ .. /9 7 ( 1" 12 s ) ' ''' k osrt ° -1 Al Po 2. s () Z)02 e Irl''o. c. It g. o fL' Ltv. (, 5 p - C ej,u3'7 •.„'• 0 c....m = 2.2.44.' 1( a■q IC Z..?' • Su x 4 6 ,- it 0 Rt `2 l i 4, T 3 (--akn c 0 4..G` u,%,, F;c P-► (--- -____ V *L = 7 ' ' S 2) Carr c., j ¶ ' .qty 2 it 2� i_____ L____Nt . .ts 4 .. / . 3) C n Cs-- Ili hi Lo,/ c,E.-y 'ut t '�. 01A., g 71 v lU31 (2) tyit ,r,ol eIZ ^o.c . Sk `k'frt/a f i4(- c a:241203 ' . • ` ^ Wood BeaO0 ':.w�.; -'.. -.. . Description : Garage Floor of 2,000 pounds 5' apart. Material Pro am Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Metho : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb Compr 900.0 psi Ebend- xx 1.600.0 ksi Fc'Pd| 1,350.0 psi Eminbend xx 580.0 kxi Wood Species : Douglas Fir Larch Fc Perp 825.0 psi Fv 180.0 psi Wood Grade : No.2 Ft 575.0 psi Density 3221O pd Beam Bracing : Beam is Fully Braced against lateral-torsion buckling L(2) L(2) • D(0.07) ' * 4 i iv ' ..•• � • 2-2x12 }{ • Span 7o7o� .--------- ----- - --' -----' �� � Applied Loads Service load entered. Load Factors will be applied for calculations. Point Load: L = 20 k 330 ft Point Load: L = 2.0k 340 ft Uniform Loa : D~O.07O. Tributary Width = 1.0 ft DESIGN SUMMARY ^ rDdSi0n`OK`' .'. / Mo � mum Bending Stress Ratio ~ 0.669 1 Maximum Shear Stress Ratio = 0.544 : 1 Section used for this span 2'2n12 Section used for this span 3'2n12 m: Actual = 602.03 psi m: Actual = 97.96 psi FB : Allowable = 900.00 psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.835h Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.057 in Ratio = 1601 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <300 Max Downward Total Deflection 0.067 in Ratio = 1371 Max Upward Total Deflection 0.008 in Ratio ~ 0 ^240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length upvn M V Cu Cnv o, Cm o Mactual m-design Fb-allow Vactual w-design Fv-allow +D Length `7.hmA 1 0.108 0.050 1.000 1o00 1.000 1.000 1.000 0.51 97.61 900.00 0.20 9.07 100.00 +D+L+H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.669 0.544 1.000 1o00 1.000 1»00 1»00 x 17 602o3 900.00 2.20 97y6 18080 ~o~0.750u~0J50L~* 1.000 1.000 1.000 1.000 Length ~r.omo 1 0.529 0.421 1.000 1.000 1.000 1x00 1.000 2.51 475y2 900.00 1J0 75J3 180.00 ~o~wz50L~0J50e^* 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.529 0.*21 1.000 1u00 1.000 1.000 1.000 2.51 475.92 900.00 1J0 75z3 180.00 ~o~0J50u+0J50L^0J50W~* 1.000 1.000 1.000 1.000 Length ~r.o7oo 1 0.529 0.421 1.000 1u00 1.000 1.000 1.000 2u1 475y2 800.00 1J0 75J3 180.00 ~o~wJooL~mJoon"wJnow~o 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.529 0.*21 1.000 1.000 1.000 1.000 1.000 2.51 475.92 900.00 1J0 75J3 180.00 ~u~o.moLpoJooL~m.0000c~* 1.000 1.000 1.000 1.000 Length =r.n7on 1 0.529 0.421 1.000 1.000 1.000 1.000 1.000 2u1 475.92 900.00 1.70 75J3 180.00 Wood Beam ENERCALC, INC. 1983-2011, Ver: 6.1.62, N:89702 ;Lie ^ #h: KW- 06005725 - ; �,.. r Description : Garage Floor Joist with Concentrated loads of 2,000 pounds 5' apart. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C f/v Cr C m C t Mactual ib- design Fb -allow Vactual fv- design Fv -allow +D+0.750L+0.750S+0.5250E +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.529 0.421 1.000 1.000 1.000 1.000 1.000 2.51 475.92 900.00 1.70 75.73 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Deft Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.0671 3.873 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.268 2.268 D Only 0.268 0.268 L Only 2.000 2.000 D+L 2.268 2.268 Wood Beam ENERCALC, INC. 1983 -2011, Ver:6.1.62, N:89702 tie4 P.:11KW= 060057.25 ' r .s r - >- sf k- 1 s Licensee. . ± : , ��la ��� K A..n ���: . � ');%% r `.',�i'�a'�;.�'"`+�a'�t��i?a� r t��� ..�1 G. � �,,:.. Description : Garage Floor Joist with Concentrated loads of 2,000 pounds at center of joist. Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1,600.0ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling L( • D(a07) i 'V i i i • • 2 2x12 X . Span = 7.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : L = 2.0 k @ 3.840 ft Uniform Load : D = 0.070 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK: Maximum Bending Stress Ratio = 0.915 1 Maximum Shear Stress Ratio = 0.298: 1 Section used for this span 2 - 2x12 Section used for this span 2 -2x12 fb : Actual = 823.89psi N : Actual = 53.57 psi FB : Allowable = 900.00 psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 3.835ft Location of maximum on span = 6.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.057 in Ratio = 1601 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.067 in Ratio = 1371 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C f l y C C m C t Mactual fb-design Fb -allow Vactual tv- design Fv -allow +D Length = 7.670 ft 1 0.108 0.050 1.000 1.000 1.000 1.000 1.000 0.51 97.61 900.00 0.20 9.07 180.00 +0 4+1-I 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.915 0.298 1.000 1.000 1.000 1.000 1.000 4.34 823.89 900.00 1.21 53.57 180.00 +D+0.750Lr+0.750L +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.714 0.236 1.000 1.000 1.000 1.000 1.000 3.39 642.32 900.00 0.95 42.44 180.00 +D+0.750L+0.7505+11 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.714 0.236 1.000 1.000 1.000 1.000 1.000 3.39 642.32 900.00 0.95 42.44 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.714 0.236 1.000 1.000 1.000 1.000 1.000 3.39 642.32 900.00 0.95 42.44 180.00 +D+0.750L+0.750S+0.750W +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.714 0.236 1.000 1.000 1.000 1.000 1.000 3.39 642.32 900.00 0.95 42.44 180.00 +D+0.750Lr+0.750L+0.525QE +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.714 0.236 1.000 1.000 1.000 1.000 1.000 3.39 642.32 900.00 0.95 42.44 180.00 +D+0.750L+0.750S+0.5250E +H 1.000 1.000 1.000 1.000 Wood Beam ENERCALC, INC. 1983-2011, Ver:6.1.62, N:89702 6Lc # IK'W :06005725 4 ,:Zi Description : Garage Floor Joist with Concentrated loads of 2,000 pounds at center of joist. Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C f / v Cr C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length = 7.670 ft 1 0.714 0.236 1.000 1.000 1.000 1.000 1.000 3.39 642.32 900.00 0.95 42.44 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -" Defl Location in Span Load Combination Max. " +' Defl Location in Span D+L 1 0.0671 3.873 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.267 1.270 D Only 0.268 0.268 L Only 0.999 1.001 D+L 1.267 1.270 VVOOd Beam . := ENERCALC, INC. 1983-2011, Ver:6.1.62, N:89702 i lic KW- 10600,57.25,' , , :, k' ° n, , 3 £; ,.i to`';~,a,w �r.,. e4 ' 4 , r :w.rf:� Icensee `>. Description : Garage Floor Joist with uniform live load Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - PrIl 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.07 L(0.05) • V • V . V • • • • • • 2 -2x12 • Span = 7.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.070, L = 0.050 , Tributary Width = 1.0 ft DESIGN SUMMARY - _ : %Design 4K:. Maximum Bending Stress Ratio = 0.186 1 Maximum Shear Stress Ratio = 0.086: 1 Section used for this span 2 -2x12 Section used for this span 2 - 2x12 fb : Actual = 167.34 psi fv : Actual = 15.54 psi . FB : Allowable = 900.O0psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 3.835ft Location of maximum on span = 6.750 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.007 in Ratio = 13356 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.017 in Ratio = 5565 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for.Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C flv Cr C m C t Mactual fb- design Fb -allow Vactual fv- design Fv -allow +D Length = 7.670 ft 1 0.108 0.050 1.000 1.000 1.000 1.000 1.000 0.51 97.61 900.00 0.20 9.07 180.00 +D +L +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.186 0.086 1.000 1.000 1.000 1.000 1.000 0.88 167.34 900.00 0.35 15.54 180.00 +D+0.750Lr+0.750L +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.167 0.077 1.000 1.000 1.000 1.000 1.000 0.79 149.90 900.00 0.31 13.93 180.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.167 0.077 1.000 1.000 1.000 1.000 1.000 0.79 149.90 900.00 0.31 13.93 180.00 +D+0.750Lr+0.750L+0.750W +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.167 0.077 1.000 1.000 1.000 1.000 1.000 0.79 149.90 900.00 0.31 13.93 180.00 +D+0.750L+0.7505+0.750W +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.167 0.077 1.000 1.000 1.000 1.000 1.000 0.79 149.90 900.00 0.31 13.93 180.00 +D+0.750Lr+0.750L+0.5250E +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.167 0.077 1.000 1.000 1.000 1.000 1.000 0.79 149.90 900.00 0.31 13.93 180.00 +D+0.750L+0.750S+0.5250E +H 1.000 1.000 1.000 1.000 Length = 7.670 ft 1 0.167 0.077 1.000 1.000 1.000 1.000 1.000 0.79 149.90 900.00 0.31 13.93 180.00 Wood Beam ENERCALC, INC. 1983-2011, Ver: 6,1.62, N:89702 E_ LitAlt% KlIlit1360057.20, Description : Garage Floor Joist with uniform live load Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. °-" Defl Location in Span Load Combination Max. " +" Dell Location in Span D+L 1 0.0165 3.873 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAximum 0.460 0.460 D Only 0.268 0.268 L Only 0.192 0.192 D+L 0.460 0.460 , Wood Beam ENERCALC, INC. 1983-2011, Ver: 6.1.62, N:89702 i ;:i Y : #.4 f ] Fl f 3 !'a SY i i# .`it t4 .) : : .CrI -1 .Uc"`Y# � > , ;�F, � �,.��x,.a�z� ��as� ; 3� � �=a .w+`.��;;'+�+��t+�� , "�. J 1 , � :y .+a -. , - , . �.. - �. , "Ilcense@ : Description : Typical Deck Joist Material Properties Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb - Tension 700 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb - Compr 700 psi Ebend- xx 1400 ksi Fc - Prll 850 psi Eminbend - xx 510 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : Stud Fv 180 psi Ft 450 psi Density 32.21 pcf Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.015031 L(0.0668) r v $ v i ) ( ) • . 2x8 • • i . Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0090, L = 0.040 ksf, Tributary Width = 1.670 ft DESIGN SUMMARY _ .. Design OK. Maximum Bending Stress Ratio = 0.400 1 Maximum Shear Stress Ratio = 0.150: 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 336.27 psi N : Actual = 27.09 psi FB : Allowable = 840.00 psi Fv : Allowable = 180.00 psi Load Combination +D +L +H Load Combination +D +L +H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.029 in Ratio = 2445 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.036 in Ratio = 1996 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C f/ C r C m C t Mactual fb- design Fb -allow Vactual fv design Fv - allow +D Length = 6.0 ft 1 0.074 0.028 1.000 1.200 1.000 1.000 1.000 0.07 61.76 840.00 0.04 4.98 180.00 +D+L +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.400 0.150 1.000 1.200 1.000 1.000 1.000 0.37 336.27 840.00 0.20 27.09 180.00 +D+0.750Lr+0.750L +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.319 0.120 1.000 1.200 1.000 1.000 1.000 0.29 267.64 840.00 0.16 21.56 180.00 +D+0.750L+0.750S +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.319 0.120 1.000 1.200 1.000 1.000 1.000 0.29 267.64 840.00 0.16 21.56 180.00 +0+0.7501J+0.750L+0.750W +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.319 0.120 1.000 1.200 1.000 1.000 1.000 0.29 267.64 840.00 0.16 21.56 180.00 +D+0.750L+0.7505+0.750W +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.319 0.120 1.000 1.200 1.000 1.000 1.000 0.29 267.64 840.00 0.16 21.56 180.00 +D+0.750Lr+0.750L+0.5250E +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.319 0.120 1.000 1.200 1.000 1.000 1.000 0.29 267.64 840.00 0.16 21.56 180.00 +D+0.750L+0.750S+0.5250E +H 1.200 1.000 1.000 1.000 Length = 6.0 ft 1 0.319 0.120 1.000 1.200 1.000 1.000 1.000 0.29 267.64 840.00 0.16 21.56 180.00 WOOL) Beam ENERCALC, INC. 1983-2011, Ver: 6.1.62, N:89702 'Zirr Description : Typical Deck Joist Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Dell Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.0361 3.030 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.245 0.245 D Only 0.045 0.045 L Only 0.200 0.200 D +L 0.245 0.245 Wood Ledger s and Settings mkbrown. C0RE1MyDocuments \DMH12010Projects1DM10- 0711431- 2411Calcs1 garagetraming.ec6 g ENERCALC, INC. 1983 -2011, Ver: 6.1.62, N:89702 L ILic. = # ^: KW= 060057.25,... r: r . ... •-.:;»j 1 -_; .. , 173. ., 'r - .,, e. . J „s.' f?, �-�,,.':vi ; Licens_ ee; PLUG :COREIENGINEERING Description : Garage Floor Ledger t General Information Ledger Width 3.50 in Using Load Factoring & Design Methods forASD Ledger Depth 11.250 in Wood Stress Grade : Douglas Fir - Larch Ledger Wood Species Fb Allow 900.0 psi G : Specific Gravity 0.450 Fv Allow 180.0 psi Bolt Diameter 518” in Fyb : Bolt Bending Yield 45,000 psi Bolt Spacing 12.0 in — Concrete as Supporting Member Using 6" anchor embedment length in equations. Using dowel bearing stength fixed at 7.5 ksi per NDS Table 11E Uniform Load l l 1 d �v1 its r.ar`t� t � 9- -'9F�- y§ � tp .ka Vier' ■ N24' + :tHC r-., its .. J ..T ..... '* t .. 4 ' s ' s r s r ''Y 1 a "r :2 �1�Fd_,.'x�'S'vx`�^�s . ..,'..:e &>. n.. »� i 12in Boll Spac w . 12,n Bolt Spac , 4 12in Bolt Spac Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 0.280 k/ft k/ft 0.20 k/ft k/ft k/ft k/ft k/ft Point Load... k k k k k k k Spacing in Offset in Horizontal Shear k/ft k/ft k/ft k/ft k/ft k/ft k/ft DESIGN SUMMARY De • ,` Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination . .. Load Combination ... (for specific gravity & bolt diameter) +D +L +H +D +L +H Ledger, Perp to Grain 2.40 ksi Moment 0.04 k -ft Max. Vertical Load 0.48 k Ledger, Parallel to Grain 5.05 ksi fb : Actual Stress 6.50 psi Bolt Allow Vertical Load 0.65 k Supporting Member, Perp to Grain 7.50 ksi Fb : Allowable Stress 900.00 psi Supporting Member, Parallel to Grain 7.50 ksi Stress Ratio 0.007 :1 Max. Horizontal Load 0.00 k Bolt Allow Horizontal Load 0.93 k Maximum Ledger Shear Load Combination . .. Angle of Resultant 90.0 deg +D +L +H Diagonal Component 0.48 k Shear 0.66 k Allow Diagonal Bolt Force 0.69 k fv : Actual Stress 16.86 psi Stress Ratio, Wood @ Bolt 0.692 :1 Fv : Allowable Stress 180.00 psi Stress Ratio 0.094 :1 Wood Ledger r s and Settings1mkbrown.CORE\My Documents\DMH12010 Projects 1DM10- 071 1431.2411Calcs\garage framing.ec6 g ENERCALC, INC. 1983 -2011, Ver.. 6.1.62, N:89702 'Lic.t #: KW- 05005725 . #" Ia. V.:r .:Ittriar K=.4 tr sue. '.fi ,14. > . =*'' >- " :i; -x.:.: ;. .licen' see;::= COREENGINEERING1PLL'C; Description : Garage Floor Ledger Allowable Bolt Capacity Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Note ! Fern 2.40 Fern 5.050 Refer to 2005 NDS Section 11.3 for Bolt Fes 7.50 Fes 7.50 Capacity calculation method. Fyb 45.0 Fyb 45.0 Re 0.320 Re 0.6733 Rt 0.5833 Rt 0.5833 kt 0.2392 k1 0.3309 k2 0.8149 k2 0.9471 k3 1.927 k3 1.268 Z - Im, Eq, 11.3 -1 2.10 k Z - Im, Eq, 11.3 -1 4.419 k Z - Is, Eq, 11.3 -2 5.625 k Z - Is, Eq, 11.3 -2 5.625 k Z -II, Eq, 11.3 -3 1.495 k Z -II, Eq, 11.3 -3 2.068 k Z - Itlm, Eq, 11.3 -4 0.6521 k Z - Illm, Eq, 11.3 -4 1.115 k Z - Ills, Eq, 11.3 -5 1.868 k Z - Ills, Eq, 11.3 -5 2.245 k Z - IV, Eq, 11.3 -6 0.7212 k Z - IV, Eq, 11.3 -6 0.9292 k Z : Ref. Design Value = 0.6521 k Z : Ref. Design Value = 0.9292 k Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data • Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf X Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft j Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf 1 - FootingliSoil Friction = 0.400 Soil height to ignore rr for passive pressure = 12.00 in V ss` ; ::J °:' Thumbnail Surcharge Loads 0 Lateral Load Applied to Stem ti Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.442 Added seismic base force 605.2 lbs Design Kh = 0.166 g , Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weigh Seis mic Load F P / W P Weight Multiplier = 0.400 g Added seismic base force 630.0 lbs Retain Pro Software (0 2009 HBA Publications, Inc. Licensed to Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 , Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' • Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary Stem Construction •,' Top Stem Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 1.64 OK Wall Material Above "Ht" = Concrete Sliding = 1.10 Ratio < 1.5! Thickness = 12.00 Rebar Size • = # 5 Total Bearing Load = 4,838 lbs Rebar Spacing = 8.00 ...resultant ecc. = 24.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,387 psf OK Design Data Soil Pressure @ Heel = 0 psf OK + fa/Fa 0.893 1 995 p Tottal al Force @ Section lbs = 4,479.5 psf Allowable = Moment....Actual ft-# =' 18,007.4 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,941 psf Moment Allowable = 20,169.2 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.1 Footing Shear © Toe = 28.8 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 6.0 psi OK Wall Weight = 150.0 Allowable = 58.1 psi Rebar Depth 'd' in = 10.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 20.89 LAP SPLICE IF BELOW in= Lateral Sliding Force = 3,690.5 lbs HOOK EMBED INTO FTG in = 9.72 . less 100% Passive Force = - 2,132.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,935.3 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability = 1,467.7 lbs NG fm . psi = Fs psi = Solid Grouting = Modular Ratio 'n' Load Factors Building Code IBC 2006 Short Term Factor = Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Wind, W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footin Dimensio 8, Strengths Footing Design Results • • Toe Width = 7.17 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,941 0 psf Total Footing Width = 8.67 Mu' : Upward = 33,235 0 ft-# Footing Thickness = 15.00 in Mu' : Downward = 10,696 225 ft-# Mu: Design = 22,539 . 225 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 28.76 6.01 psi Key Depth = 24.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.17 ft Toe Reinforcing = # 5 @ 8.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 5.25 in, #5@ 8.00 in, #6@ 11.25 in, #7@ 15.25 in, #8© 20.25 in, #9@ 25. Heel: Not req'd, Mu < S' Fr • Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, • • Retain Pro Software © 2009 HBA. Publications, Inc. Licensed to: Core Engineenng www.RetainPro corn All Rights Reserved Boise, ID 83705 • Core Engineering Title : 10' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 • Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193936 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Su m m a of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 550.0 8.42 4,629.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 788.3 3.58 2,824.9 Seismic Earth Load = 605.2 6.75 4,085.3 Surcharge Over Toe = Seismic Stem Self Wt = 630.0 6.50 4,095.0 Stem Weight(s) = 1,575.0 7.67 12,075.0 Earth @ Stem Transitions= • Total = 3,690.5 O.T.M. = 17,615.5 Footing Weight = 1,625.0 • 4.33 7,041.7 • Resisting /Overturning Ratio = 1.64 Key Weight = 300.0 7.67 2,300.0 Vertical Loads used for Soil Pressure = 4,838.3 lbs Vert. Component = Total = 4,838.3 lbs R.M.= 28,870.7 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. • resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • Retain Pro Software 9) 2009 HBA. Publications, Inc. Licensed to • Core Engineering www. ReiainPro.com All Rights Reserved Boise, ID 63705 Core Engineering Title : Typical Basement Wall Page: 3501 W. Elder St., Suite 100 Job # :...New... Dsgnr: MKB Date: JAN 12,2011 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 @ 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Restrained Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data • Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 10.00 ft Heel Active Pressure = 55.0 psf /ft Toe Active Pressure = 45.0 psf /ft ,N Top Support Height = 10.00 ft Passive Pressure = 250.0 psf /ft Soil Density = 110.00 pcf Slope Behind Wall = 0.00 : 1 FootingilSoil Frictior = 0.400 v`. Height of Soil over Toe = 12.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 12.00 in " "" W' 4 Thumbnail Surcharge Loads Uniform Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs » >Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load - .. - .. , by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load K Soil Density Multiplier = 0.200 g Added seismic per unit area = 156.2 psf Stem Weight Seismic Load 0 F W P Weight Multiplier = 0.200 g Added seismic per unit area = 25.0 psf Design Summary 9LConcrete Stem Construction Total Bearing Load = 4,271 lbs Thickness = 10.00 in Fy = 60,000 psi ...resultant ecc. = 6.00 in Wall Weight = 125.0 psf ft = 2,500 psi Soil Pressure @ Toe = 1,068 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 1,068 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable © Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 2,242 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 320 psf Design Height Above Ftc = 10.00 ft 4.50 ft 0.00 ft Footing Shear @ Toe = 17.3 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = 9.6 psi OK Rebar Spacing = 8.00 in 8.00 in 8.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 1,921.9 lbs Rebar Depth 'd' = 5.00 in 5.00 in 5.00 in Reaction at Bottom = 3,573.1 lbs Design Data Sliding Stability Ratio = 1.18 Ratio < 1.`, ib /FB + fa /Fa = 0.000 0.971 0.000 Sliding Calcs (Vertical Component NOT Used) Mu....Actual = 0.0 ft-# 9,047.8 ft-# 0.0 ft-# Lateral Sliding Force = 3,573.1 lbs less 100% Passive Force= - 2,500.9 lbs Mn " Phi Allowable = 9,314.3 ft-# 9,314.3 ft-# 9,314.3 ft-# less 100% Friction Force= - 1,708.3 lbs Shear Force @ this height = 2,850.5 lbs 4,283.5lbs Added Force Req'd = 0.0 lbs OK Shear Actual = 47.51 psi 71.39 psi ....for 1.5 : 1 Stability = 1,150.4 lbs NG Shear Allowable = 75.00 psi 75.00 psi Load Factors Rebar Lap Required = 23.40 in 23.40 in Building Code IBC 2006 Hooked embedment into footing = 10.50 in Dead Load 1.200 Other Acceptable Sizes & Spacings: Live Load 1.600 Toe: # 5 @ 18.00 in -or- Not req'd, Mu < S * Fr Earth, H 1.600 Heel:# 5 © 18.00 in -or- Not req'd, Mu < S * Fr Wind, W 1.600 Key: #4@ 16.00 in, #5@ 24 -or- #4@ 16.00 in, #5@ 24.75 in, #6@ 35. Seismic, E 1.000 Retain Pro Software © 2009 Fii3A Publications, Inc. Licensed to: Core Engineering www.RetainPro.corn All Rights Reserved Boise, ID 83705 e Core Engineering Title : Typical Basement Wall Page: 3501 W. Elder St., Suite 100 Job # • ...New... Dsgnr: MKB Date: JAN 12,2011 Boise, ID 83705 Description.... This Wall in File: cadocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193936 RP9.18 Restrained Retaini Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Strengths & Dimensions J Footing Design Results Toe Width = 1.58 ft Toe eel Heel Width = 2.42 Factored Pressure = 2,242 320 psf Total Footing Width = 4.00 Mu' : Upward = 0 975 ft-# Footing Thickness = 15.00 in Mu' : Downward = 0 2,583 ft-# Key Width = 10.00 in Mu: Design = 2,121 1,608 ft -# Key Depth = 28.00 in Actual 1 -Way Shear = 17.27 9.59 psi Key Distance from Toe = 1.58 ft Allow 1 -Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in © Btm.= 3.00 in Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soil pressure Lateral Distance Moment Vertical Lateral Distance Moment Overturning Moments... lbs ft ft-# Resisting Moments... lbs lbs ft ft-# Stem Shear @ Top of Footing =. - 2,817.6 1.25 - 3,522.0 Heel Active Pressure = -755.5 0.61 -463.2 Surcharge Over Heel = 63.3 3.21 203.2 Sliding Force = 3,573.1 Adjacent Footing Load = Overturning Moment = - 3,985.2 Axial Dead Load on Stem = Footing Stability Ratio ###.## Soil Over Toe 174.2 0.79 137.9 Surcharge Over Toe = Net Moment Used For Soil Pressure Calculations' 2,135.7 ft -# Stem Weight = 1,250.0 2.00 2,500.0 Soil Over Heel , = 1,741.7 3.21 5,587.8 Footing Weight = 1,041.7 1.88 1,962.2 Total Vertical Force = 4,270.8 lbs Net Mom. at Stem /Ftg Interface = 2,135.7 ft-# • Resisting Moment = 10,391.1 Allow. Mom. © Stem /Ftg Interface = 5,821.5 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,067.7 psf . DESIGNER NOTES: • Retain Pro Software © 2009 HBA. Publications, inc. Licensed to: Core Engineering w'ew.RetainPro.com All Rights Reserved Boise, ID 83705 Core Engineering Title : 9' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 0 Soil Data , Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf r Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft t' Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf ,C FootingIlSoil Friction = 0.400 'k Soil height to ignore < , ..,,,, • for passive pressure = 12.00 in s ; _Y ., y -s. fi Thumbnail Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ,..Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footing Type Line Load 1 by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.95 OK Wall Material Above "Ht = Concrete Sliding = 1.62 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,204 lbs Rebar Spacing = 12.00 ...resultant ecc. = 4.18 in Rebar Placed at = Edge Soil Pressure @ Toe = 758 psf OK Design Data Soil Pressure @ Heel = 416 psf OK + fa /Fa 0.712 Allowable = 1,500 Total Force @ Section lbs = 2,568.0 psf Moment....Actual ft-#= 7,768.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,062 psf Moment Allowable = 10,911.3 ACI Factored @ Heel = 582 psf Shear Actual psi = 26.1 Footing Shear © Toe = 17.4 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 7.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 16.66 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,996.8 lbs HOOK EMBED INTO FTG in = 9.52 less 100% Passive Force = - 1,555.6 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,681.8 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi = Fs psi = Solid Grouting = Load Factors Modular Ratio 'n' = Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data S f c psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software , L) 2009 lISA Publications, Inc. Licensed to Core Engineering wiw.RetainPro.com All Rights Reserved Boise, ID 83705 • * Core Engineering - Title : 9' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dim ensio ns & Strengths Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 1,062 582 psf Total Footing Width = 7.16 Mu' : Upward = 13,390 302 ft-# . Footing Thickness = 14.00 in Mu' : Downward = 5,668 815 ft-# Mu: Design = 7,722 513 ft Key Width = 10.00 in Actual 1 -Way Shear = 17.38 7.36 psi Key Depth = 18.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = # 4 @ 18.00 in ft = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 24.75 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Summa of Otin • & Resisting Forces Moments For & OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# . lbs ft ft-ft Heel Active Pressure = 2,067.2 3.39. 7,005.6 Soil Over Heel = 989.7 6.66 6,594.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe • = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 586.3 2.67 1,562.5 Surcharge Over Toe = Stem Weight(s) = 1,187.5 5.75 6,824.2 Earth @ Stem Transitions = Total = 1,996.8 O.T.M. = 6,954.7 Footing Weight = 1,253.5 3.58 4,489.5 Resisting /Overturning Ratio = 2.95 Key Weight = 187.5 5.75 1,077.5 Vertical Loads used for Soil Pressure = 4,204.5 lbs Veil. Component = Total = 4,204.5 lbs . R.M.= 20,548.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • • Retain Pro Software ff 2009 HBA Publications, Inc. Licensed to: Core Ergineenng wvrw.F:etainP All Rights Reserved Boise, ID 83705 • Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 0 Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf' Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore ,, . -., _ -. ' for passive pressure = 12.00 in Yr Y ON • Thumbnail Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.442 Added seismic base force 502.4 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stern Weight Seismic Load Fp / W Weight Multiplier = 0.400 g Added seismic base force 475.0 lbs Retain Pro Software Q7.)- 2009 HBA. Publications, inc. Licensed to: Core Engineering vrww.RetainPracom All Rights Reserved Boise, ID 83705 - Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #:RP - 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summar 1 Stem Construction Top Stem Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.60 OK Wall Material Above "Ht" = Concrete • Sliding = 1.12 Ratio < 1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,295 lbs Rebar Spacing = 10.00 ...resultant ecc. = 21.15 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,572 psf OK Design Data Soil Pressure @ Heel = 0 psf OK + fa /Fa 1.000 1,995 p Tottal al Force @ Section lbs = 3,588.6 sf Allowable = Moment....Actual ft-#= 12,970.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,201 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.0 Footing Shear @ Toe = 27.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 11.0 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 23.40 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 3,002.7 lbs HOOK EMBED INTO FTG in = 11.08 less 100% Passive Force = - 1,632.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,718.0 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability • = 1,153.3 lbs NG fm psi= Fs psi = Solid Grouting = Modular Ratio 'n' _ • Load Factors Building Code IBC 2006 Short Term Factor = Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight, Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi= 2,500.0 Seismic, E 1.000 Fy . psi = 60,000.0 Footing Dimensions & Strengths Footing Design Results Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 2,201 0 psf Total Footing Width = 7.17 Mu' : Upward = 21,121 0 ft-# Footing Thickness = 15.00 in Mu' : Downward = 5,924 824 ft-# Mu: Design = 15,197 824 ft-# Key Width = 10.00 in Actual 1 -Way Shear = 27.94 10.99 psi Key Depth = 18.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = # 5 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing, = # 5 @ 14.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 24.75 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.00 in, #5@ 9.25 in, #6@ 13.00 in, #7@ 17.50 in, #8@ 23.00 in, #9@ 29. Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Retain Pro Software © 2009 NBA Puhhcations, Inc. ' Licensed to: Core Engineering wwww.RetainPro.com , All Rights Reserved Boise, ID 83705 . +t Core Engineering Title : 9' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' • Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summa - -of Overturnin • & Resistin • Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,101.3 3.42 7,179.3 Soil Over Heel = 989.7 6.67 6,597.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 586.7 2.67 1,564.4 Seismic Earth Load = 502.4 6.15 3,089.9 Surcharge Over Toe = Seismic Stem Self Wt = 475.0 6.00 2,850.0 Stem Weight(s) = 1,187.5 5.75 6,828.1 Earth @ Stem Transitions = - Total = 3,002.7 O.T.M. = 13,062.2 Footing Weight = 1,343.7 3.58 4,814.7 Resisting /Overturning Ratio = 1.60 Key Weight = 187.5 5.75 1,078.1 Vertical Loads used for Soil Pressure = 4,295.0 lbs . Vert. Component = Total = 4,295.0 lbs R.M.= 20,883.0 - If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • • • • Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: Core Engineering www. RetainPre.com All Rights Reserved Boise, ID 83705 Core Engineering Title : 8' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:\documents and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data • Allow Soil = 1,500.0 psf F.,,,,,:-. Retained Height = 8.00 ft Bearing P P" Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft , fr Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 "a Soil height to ignore for passive pressure = 12.00 in F,T: ; ` Thumbnail Surcharge Loads Lateral Load App to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem 1 has been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary q Stem Construction :. Top Stem Stem OK Wall Stability Ratios Design Height Above RE ft = 0.00 Overturning = 2.87 OK Wall Material Above "Ht" = Concrete Sliding = 1.65 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,378 lbs Rebar Spacing = 13.00 ...resultant ecc. = 4.65 in Rebar Placed at = Edge Soil Pressure @ Toe = 741 psf OK Design Data = fb /FB + fa /Fa - o.724 Soil Pressure @ Heel = 339 psf OK Total Force @ Section lbs = 2,024.0 Allowable = 1,500 psf Moment....Actual ft-#= 5,453.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,038 psf Moment Allowable = 7,532.8 ACI Factored @ Heel = 475 psf Shear Actual psi = 27.3 Footing Shear @ Toe = 15.4 psi OK Shear Allowable psi = 75.0 Footing Shear © Heel = 7.5 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 16.94 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,585.0 lbs HOOK EMBED INTO FTG in= 9.65 less 100% Passive Force = - 1,263.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,351.3 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Load Factors Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Concrete Data Wind, W 1.600 fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software 2000 HBA. Publications, Inc. Licensed to: Core Engineering wvrx. RetainPro.com All Rights Reserved Boise, ID 83705 Core Engineering Title 8' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings\mkbrown.core' Retain Pro.9 ©1989 - 2010 Ver: 9.18 8146 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dim ension s & Strengths Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = • 1,038 475 psf Total Footing Width = 6.25 Mu' : Upward = 9,454 254 ft-# Footing Thickness = 13.00 in Mu' : Downward = 4,006 735 ft-# Mu: Design = 5,447 480 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 15.42 7.48 psi Key Depth = 15.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 34.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 @ Btm.= 3.00 in Toe: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9© 4 Heel: Not req'd, Mu < S * Fr Key: #4© 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Summa of Overturnin • & Resistin • • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# . lbs ft ft-# Heel Active Pressure = 1,650.1 3.03 4,996.3 Soil Over Heel = 882.9 5.75 5,078.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -65.1 0.69 -45.2 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 504.1 2.29 1,155.2 • Surcharge Over Toe = Stem Weight(s) = 850.0 4.92 4,178.9 Earth @ Stem Transitions = Total = 1,585.0 O.T.M. = 4,951.0 Footing Weight = 1,016.1 3.13 3,176.9 Resisting /Overturning Ratio = 2.87 Key Weight = 125.0 4.92 614.5 Vertical Loads used for Soil Pressure = 3,378.2 .lbs Vert. Component = Total = 3,378.2 lbs R.M.= 14,203.6 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 I1DA. Publications, Inc. Licensed to: Core Engineering www.ketainPro.com All Rights Reserved Boise, ID 83705 . . Core Engineering Title • 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c :\documents and settings \mkbrown.core' Retain Pro 9 © 1989 .2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data • f. Allow Soil Bearing = 1,995.0 psf - Retained Height = 8.00 ft 9 P " Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootinglISoil Friction = 0.400 i Soil height to ignore Vc,%: cm-•-. ;> < > ' ry� for passive pressure = 12.00 in ;s :',4'= <P : : '� " 1 Thumbnail Surcharge Loads ® Lateral Load Applied to Stem Adjacent Footing Load j Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp b a factor of - k y Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.442 Added seismic base force 401.8 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stern Weight Seismic Load Fp / W Weight Multiplier = 0.400 g Added seismic base force 340.0 lbs Retain Pro Software > 2009 HBA Publications, Inc. Licensed to Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 t Core Engineering Title : 8' wall wlSeismic Page: 3501 W. Elder St., Suite 100 Job # • • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... • This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering • Design Summary [Stem Construction q Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.58 OK Wall Material Above "Ht" = Concrete Sliding = 1.16 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,456 lbs Rebar Spacing = 10.00 ...resultant ecc. = 19.07 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,499 psf OK Design Data Soil Pressure @ Heel = 0 psf OK + fa /Fa 0.932 1,995 p Tottal at Force @ Section Ibs= 2,795.1 sf Allowable = Moment....Actual ft- #= 8,967.4 Soil Pressure Less Than Allowable ACI Factored © Toe = 2,099 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 31.8 Footing Shear © Toe = 24.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 10.7 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.19 LAP SPLICE IF ABOVE in = 21.81 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,352.0 lbs HOOK EMBED INTO FTG in = 10.41 less 100% Passive Force = - 1,334.2 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,382.6 lbs • Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability = 811.2 lbs NG fm psi = Fs psi= Solid Grouting = • Modular Ratio 'n' _ Load Factors Building Code IBC 2006 Short Term Factor = Equiv. Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD • . . Earth, H 1.600 Wind, W 1.600 Concrete Data Seismic, E 1.000 fc psi = 2,500.0 Fy psi = 60,000.0 Footin Dimensio &Strengths Footing Desi Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,099 0 psf Total Footing Width = 6.25 Mu' : Upward = 14,740 0 ft-# Footing Thickness = 14.00 in Mu' : Downward = 4,191 743 ft-# Mu: Design = 10,549 743 ft-# Key Width • = 8.00 in Actual 1 -Way Shear = 24.54 10.74 psi Key Depth = 15.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 ft Toe Reinforcing = # 5 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 15.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 34.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings • Cover @ Top. 2.00 @ Btm.= 3.00 in Toe: #4© 7.75 in, #5© 12.00 in, #6@ 17.25 in, #7© 23.25 in, #8@ 30.75 in, #9© 38 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, • Retain Pro Software © 2009 HBA Publications, Inc Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 • Core Engineering Title : 8' wall w /Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8146 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summa of Overturnin• & Resistin• Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# lbs ft ft-# Heel Active Pressure = 1,680.6 3.06 5,135.0 Soil Over Heel = 882.9 5.75 5,078.3 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -70.4 0.72 -50.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = ` Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 504.2 2.29 1,155.4 Seismic Earth Load = 401.8 5.50 2,210.0 Surcharge Over Toe = Seismic Stem Self Wt = 340.0 5.42 1,841.7 Stem Weight(s) = 850.0 4.92 4,179.2 • Earth @ Stem Transitions= Total = 2,352.0 O.T.M. = 9,135.9 Footing We = •1,094.3 3.13 3,421.6 Resisting /Overturning Ratio = 1.58 - Key Weight = 125.0 4.92 614.6 Vertical Loads used for Soil Pressure = 3,456.4 lbs Vert. Component = Total = 3,456.4 lbs R.M.= 14,449.1 If seismic included the min. OTM and sliding *Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • • • ' • Retain Pro Software (f..) 2009 HBA. Publications, Inc. Licensed to: Core Engineering vwrw.RetainPro.com All Rights Reserved Boise, ID 83705 • . , Core Engineering Title : 7' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf 4 ; .`r Wall Equivalent Fluid Pressure Method alt height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore r- : }fi = -s for passive pressure = 12.00 in i` ^ "'� �` = �;, Ls 4�£r :`. EH• o Thumbnail Surcharge Loads 4 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction • Top Stem . .. . ., . Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.97 OK Wall Material Above "Ht" = Concrete Sliding = 1.75 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,827 lbs Rebar Spacing = 12.00 ...resultant ecc. = 3.83 in Rebar Placed at = Edge Soil Pressure © Toe = 719 psf OK Design Data Total + fa /Fa 0.6 Soil Pressure @ Heel = 340 psf OK .0 Allowable = 1,500 Total Force @ Section lbs = 1,544.0 psf Moment....Actual ft 3,650.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,007 psf Moment Allowable = 5,412.6 ACI Factored @ Heel = 476 psf Shear Actual psi = 20.6 Footing Shear @ Toe = 13.8 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 6.7 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 12.63 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,220.0 lbs HOOK EMBED INTO FTG in = 7.22 less 1000/ Passive Force = - 1,000.0 lbs Lap splice above base reduced by stress ratio less 100/c Friction Force = - 1,130.9 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' _ Load Factors Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.200 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data Seismic, E 1.000 F psi = 2,500.0 Fy psi = 60,000.0 Retain Pro Software (0 2009 NBA. Publications, Inc. Licensed to: Core Engineering VAvw. I;etainPro.com All Rights Reserved Boise, ID 83705 • • t• . Core Engineering • Title 7' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths Footing Design Results Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,007 476 psf • Total Footing Width = 5.34 Mu' : Upward = 5,961 256 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,451 648 ft-# Mu: Design = 3,510 392 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 13.75 6.71 psi Key Depth = 12.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.67 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 22.25 in Min. As % = 0.0018 - • Other Acceptable Sizes & Spacings Cover © Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, • Summa of Overturnin • & Resistin. Force & Moments - OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 772.6 4.84 3,737.9 Surcharge over Heel = Sloped Soil Over Heel = • Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = . Load @ Stem Above Soil = -Soil Over Toe = 403.7 1.84 740.8 Surcharge Over Toe = - Stem Weight(s) = 750.0 4.00 3,002.5 Earth @ Stem Transitions= Total = 1,220.0 O.T.M. = 3,373.3 Footing Weight = 801.0 2.67 2,138.7 Resisting /Overturning Ratio = 2.97 Key Weight = 100.0 4.00 400.3 Vertical Loads used for Soil Pressure = 2,827.3 lbs Vert. Component = Total = 2,827.3 lbs R.M.= 10,020.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Retain Pro Software © 2009 FIBA Publications, Inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 • • Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf Wall Equivalent Fluid Pressure Method all height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel . = 110.00 pcf Soil Density, Toe = 110.00 pcf FootinglISoil Friction = 0.400 Soil height to ignore -7:77 V. for passive pressure = 12.00 in Y ;.r�` "w , 5 Thumbnail Surcharge Loads 0 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning .,.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load by a factor of Base Above /Below Soil Axial Dead Load = 0.0 Ibs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.442 Added seismic base force 306.1 lbs • Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stem Weight Seismic Load 0 F / W Weight Multiplier = 0.400 g Added seismic base force 300.0 lbs Retain Pro Software © 2009 HBA Publications, inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 • n • Core Engineering Title : 7' wall w/ Seismic Page: 3501 W.,Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary Stem Construction : Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.60 OK Wall Material Above "Ht" = Concrete Sliding = 1.17 Ratio < 1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,826 lbs Rebar Spacing = 8.00 ...resultant ecc. = 16.13 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,423 psf OK Design Data fb /FB + fa /Fa = 0.774 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs = 2,174.0 Allowable = 1,995 psf Moment....Actual ft-#= 6,161.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,992 psf Moment Allowable = 7,959.6 ACI Factored @ Heel = 0 psf Shear Actual psi = 24.6 Footing Shear @ Toe = 25.1 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 11.3 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in = 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 14.49 LAP SPLICE IF BELOW in = Lateral Sliding Force = 1,826.1 lbs HOOK EMBED INTO FTG in = 6.71 less 100% Passive Force = - 1,000.0 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,130.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ..:.for 1.5:1 Stability = 608.5 lbs NG fm psi = Fs psi = Solid Grouting = Factors Modular Ratio' n' = Load Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 • Footing Dimensions &Strengths Footing Design Results Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,992 0 psf Total Footing Width = 5.34 Mu' : Upward = 9,270 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,447 648 ft-# Mu: Design = 6,824 648 ft-# Key Width = 8.00 in Actual 1 -Way Shear = 25.07 11.34 psi Key Depth = 12.00 in Allow 1 -Way Shear = 58.09 58.09 psi • Key Distance from Toe = 3.67 ft Toe Reinforcing = # 4 @ 8.00 in • fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 22.25 in , Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.75 in, #5@ 15.25 in, #6@ 21.50 in, #7@ 29.25 in, #8@ 38.25 in, #9@ 48 Heel: Not req'd, Mu < S ' Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, • Retain Pro Software © 2009 MBA Publications, Inc. Licensee to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 • Core Engineering Title : 7' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings\mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP-1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering • Summa of Overturnin• & Resistin Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment • Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,280.0 2.67 3,413.3 Soil Over Heel = 772.6 4.84 3,735.4 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 403.3 1.83 739.4 Seismic Earth Load = 306.1 4.80 1,469.1 Surcharge Over Toe = Seismic Stem Self Wt = 300.0 4.75 1,425.0 Stem Weight(s) = 750.0 4.00 3,000.0 Earth @ Stem Transitions = Total = 1,826.1 O.T.M. = 6,267.4 Footing Weight = 800.5 2.67 2,136.0 Resisting /Overturning Ratio = 1.60 Key Weight = 100.0 4.00 400.0 Vertical Loads used for Soil Pressure = 2,826.4 lbs Veil. Component = Total = 2,826.4 lbs R.M.= 10,010.8 If seismic included the min. OTM and sliding " Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • • • Retain Pro Software © 2009 NBA Publications, Inc. Licensed to: Core Engineering www.RetainPro.cont • All Rights Reserved Boise, ID 83705 • • • • Core Engineering Title : 6' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP-1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria 1 Soil Data Allow Soil Bearing = 1,500.0 psf at i-(- Retained Height 6.00 ft 9 P,,s- Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method all hei 9 Heel Active Pressure = 40.0 psf /ft F: Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft s Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft ,_ Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 y Soil height to ignore (;, .!..... ': for passive pressure = 12.00 in ?;; E ', ^ r .. ' :- : a? X Vi i. _ : ": : Thumbnail Surcharge Loads 0 Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load z by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem . , ..... . -.. ,.. _. • ....: Stem OK • Wall Stability Ratios Design Height Above FtE ft = 0.00 Overturning = 2.57 OK Wall Material Above "Ht" = Concrete Sliding = 1.68 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,949 lbs Rebar Spacing = 14.00 ...resultant ecc. = 5.80 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 694 psf OK fb /FB + fa /Fa = 0.735 Soil Pressure @ Heel = 156 psf OK Total Force @ Section lbs = 1,128.0 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft -# = 2,296.0 ACI Factored @ Toe = 972 psf Moment Allowable = 3,122.5 ACI Factored @ Heel = 219 psf Shear Actual psi = 22.1 Footing Shear @ Toe = 9.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 3.8 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Cates (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 13.76 LAP SPLICE IF BELOW in = Lateral Sliding Force = 920.0 lbs HOOK EMBED INTO FTG in = 7.87 less 100° Passive Force = - 763.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 779.6 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi = Fs psi = Solid Grouting = Modular Ration' = Load Factors Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Concrete Data Wind, W 1.600 fc psi = 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software Ti 2000 HBA Publications, Inc. Licensed to: Core Engineering www.Retainpro.com All Rights Reserved Boise, ID 83705 Core Engineering Title : 6' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footin Dimension &Stren Footin Desi Results Toe Width = 3.58 ft Toe Heel • Heel Width = 1.00 Factored Pressure = 972 219 psf Total Footing Width = 4.58 Mu' : Upward = 4,979 31 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,336 142 ft-# Mu: Design = 2,643 111 ft-# Key Width = 6.00 in Actual 1 -Way Shear = 9.86 3.83 psi Key Depth = 8.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 37.25 in Min. As To = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in, #5© 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 330.0 4.33 1,429.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = 394.1 1.79 706.1 Surcharge Over Toe = Stem Weight(s) = 487.5 3.83 1,868.6 Earth © Stem Transitions= Total = 920.0 O.T.M. = 2,246.7 Footing Weight = 687.5 2.29 1,575.3 ResistIng/OverturnIng Ratio = 2.57 Key Weight = 50.0 3.83 191.7 Vertical Loads used for Soil Pressure = 1,949.1 lbs Vert. Component = Total= 1,949.1 lbs R.M.= 5,771.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Retain Pro Software © 2000 HBA. Publications, inc. Licensed to: Core Engineering www,RetainPre.com All Rights Reserved Boise, ID 83705 9 ■ I. ` Core Engineering Title : 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8146 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria - Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method ' ef Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft v= Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf " FootinglISoil Friction = 0.400 Soil height to ignore ; y ..� for passive pressure = 12.00 in r "," > p Thumbnail Surcharge Loads h Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load p p by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.442 Added seismic base force 234.3 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stern Weight Seismic Load F / W Weight Multiplier = 0.400 g Added seismic base force 195.0 lbs Retain Pro Software {7 2009 HBA Publications, Inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 t .1 Core Engineering Title : 6' wall w/ Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... • This Wall in File: c:ldocuments and settings\mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summar tem y S Construction _ � Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.42 Ratio < 1.5! Wall Material Above "Ht" = Concrete Sliding = 1.14 Ratio < 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,949 lbs Rebar Spacing = 10.00 ...resultant ecc. = 16.96 in Rebar Placed at = Edge . Soil Pressure @ Toe = 1,479 psf OK Design Data Soil Pressure @ Heel = 0 psf OK + fa /Fa 0.888 1,995 Tottal al Force @ Section Ibs= 1,565.5 Allowable = psf Moment....Actual ft- #= 3,802.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,071 psf Moment Allowable = 4,284.1 ACI Factored @ Heel = 0 psf Shear Actual psi = 25.9 Footing Shear @ Toe = 15.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.0 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 16.62 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,349.3 lbs HOOK EMBED INTO FTG in= 7.87 less 100% Passive Force = - 763.9 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 779.7 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 480.4 lbs NG fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Building Code IBC 2006 Short Term Factor = Dead Load 1.200 Equiv. Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 • fc psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Footing Dimen & Strengths Footing Design Results Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 2,071 0 psf Total Footing Width = 4.58 Mu' : Upward = 8,862 0 ft-# Footing Thickness = 12.00 in Mu' : Downward = 2,337 142 ft-# Mu: Design = 6,525 142 ft-# • Key Width = 6.00 in Actual 1 -Way Shear = 15.87 4.97 psi Key Depth = 8.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 ft Toe Reinforcing = # 4 @ 10.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 37.25 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 10.25 in, #5@ 15.75 in, #6@ 22.50 in, #7© 30.50 in, #8@ 40.25 in, #9@ 4 Heel: Not req'd, Mu < S ' Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48.25 in, #7@ 48.25 in, • Retain Pro Software r© 2009 I Publications, Inc Licensed to: Core Engineonng www.RetainPro.com All Rights Reserved Boise, ID 83705 • , Core Engineering Title : 6' wall w/ Seismic Page: '3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 330.0 4.33 1,430.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 394.2 1.79 706.2 Seismic Earth Load = 234.3 4.20 984.2 Surcharge Over Toe = Seismic Stem Self Wt = 195.0 4.25 828.8 Stem Weight(s) = 487.5 3.83 1,868.8 Earth @ Stem Transitions= Total = 1,349.3 O.T.M. = 4,059.6 • Footing Weight = 687.5 2.29 1,575.5 Resisting /Overturning Ratio = 1.42 Key Weight = 50.0 3.83 191.7 Vertical Loads used for Soil Pressure = 1,949.2 lbs Vert. Component = Total = 1,949.2 lbs R.M.= 5,772.2 If seismic included the min. OTM and sliding * Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. ' resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • Retain Pro Software © 2009 HBA. Publications, Inc. Licensed to. Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 r • • Core Engineering Title : Generic Retaining Wall 5' tall no s Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf ',' 'T; fat, ' ''' Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf /ft Slope Behind Wall = 0.00 : 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf -i.. Soil Density, Toe = 110.00 pcf ',e; Y FootingliSoil Friction = 0.400 °4-s Soil height to ignore r ,, � .., �. ; �� .- for passive pressure = 12.00 in k'R a `:':: -�' ; ,i r Thumbnail Surcharge Loads i Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load Pp by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem • _. . .,. _, . . .. Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 3.41 OK Wall Material Above "Ht" = Concrete Sliding = 1.57 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,738 lbs Rebar Spacing = 18.00 ...resultant ecc. = 2.52 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 571 psf OK fb /FB + fa /Fa = 0.540 Soil Pressure @ Heel = 298 psf OK Total Force @ Section lbs = 776.0 Allowable = 1,500 psf Moment....Actual ft-#= 1,325.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 799 psf Moment Allowable = 2,455.6 ACI Factored © Heel = 417 psf Shear Actual psi = 15.2 Footing Shear @ Toe = 8.9 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.3 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 12.00 Lateral Sliding Force = 630.1 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 6.00 less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 695.0 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' _ Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = Dead Load 1.200 Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Retain Pro Software © 2000 iiBA Publications, Inc Licensed to: Core Engineenng www. RetaInPro.com All Rights Reserved Boise, ID 83705 ■ 1 1: I. Core Engineering Title : Generic Retaining Wall 5' tall no s Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... • . This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths Footing Design Results i Toe Width = 2.50 ft Toe Heel Heel Width = , 1.50 Factored Pressure = 799 417 psf Total Footing Width = 4.00 Mu' : Upward = 2,249 224 ft-# Footing Thickness = 10.00 in Mu' : Downward = 1,028 473 ft-# Mu: Design = 1,221 248 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 8.91 5.34 psi Key Depth = 0.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < 5 * Fr Key: No key defined Summa of Overturnin • & Resistin • Forces & Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# ' lbs ft ft -# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -50.4 , 0.61 -30.8 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= • Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Surcharge Over Toe = Stem Weight(s) • = 412.5 2.75 1,134.4 Earth @ Stem Transitions= Total = 630.1 O.T:M. = 1,292.5 Footing Weight . = 500.0 2.00 1,000.0 Resisting /Overturning Ratio • = 3.41 Key Weight = Vertical Loads used for Soil Pressure = 1,737.5 lbs Vert. Component = Total = 1,737.5 lbs R.M.= 4,403.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: • • • Retain Pro Software t© 2009 HBA Punhcahons, Inc. Licensed to. Core Engineering www.RetainPro corn, . All Rights Reserved Boise, ID 83705 ' I ;1 - Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 ©1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria i Soil Data 1 -s Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf u'g, ,- Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method : ." Heel Active Pressure 40.0 psf /ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in °'fi; . ; zs.: Thumbnail Surcharge Loads 4 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A li to Stem has been increased 1.00 Footing Type Line Load P p _ by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.442 Added seismic base force 172.2 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.319 Difference: Kae - Ka = 0.122 Using Mononobe -Okabe / Seed - Whitman procedure Stern Weight Seismic Load F / W Weight Multiplier = 0.400 g Added seismic base force 165.0 lbs Retain Pro Software © 2009 HBA Publications, Inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 • •- ;II t 1 Core Engineering Title • Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 • Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Design Summary Stem Construction = Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 .. Overturning = 1.74 OK Wall Material Above "Ht" = Concrete Sliding = 1.11 Ratio < 1.5! Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,838 lbs Rebar Spacing = 18.00 ...resultant ecc. = 11.17 in Rebar Placed at = Edge . Design Data Soil Pressure @ Toe = 1,146 psf OK fb /FB + fa /Fa = 0.930 Soil Pressure @ Heel • = 0 psf OK Total Force @ Section Ibs= 1,109.4 Allowable = 1 ,995 psf Moment....Actual ft-# = 2,284.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,604 psf Moment Allowable = 2,455.6 ACI Factored @ Heel = 0 psf Shear Actual psi = 18.5 Footing Shear @ Toe = 13.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 8.5 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in = 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 17.41 Lateral Sliding Force 997.2 lbs LAP SPLICE IF BELOW in= less 100% Passive Force = - 375.0 lbs HOOK EMBED INTO FTG in = 8.00 less 100% Friction Force = - 735.0 lbs Lap splice above base reduced by stress ratio • Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry D ....for 1.5 : 1 Stability = 385.7 lbs NG fm • psi= Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Term Factor = Building Code IBC 2006 Equiv. Solid Thick. = • Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 F psi = 60,000.0 Footing Dimensions & Strengths Footing D esign Results Toe Width = 2.50 ft Toe Heel .. Heel Width = 1.50 Factored Pressure = 1,604 0 psf Total Footing Width = 4.00 Mu' : Upward = • 3,710 1 ft-# Footing Thickness = 12.00 in Mu' : Downward = 1,138 490 ft-# Mu: Design = 2,573 , 489 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 13.53 8.50 psi • Key Depth = 0.00 in Allow 1 -Way Shear = 58.09 58.09 psi Key Distance from Toe = 2.17 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7© 39.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S ' Fr Key: No key defined • Retain Pro Software © 2009 HBA Publications, Inc Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 • Core Engineering Title : Generic Retaining Wall 5' w /seismic Page: 3501 W. Elder St., Suite 100 Job # : Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... • This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Summa of Overturnin• & Resistin• Forces & Moments >, • OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-It lbs ft ft-# Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 550.0 3.50 1,925.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -60.0 0.67 -40.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 275.0 1.25 343.8 Seismic Earth Load = 172.2 3.60 619.8 Surcharge Over Toe = Seismic Stem Self Wt = 165.0 3.75 618.8 Stern Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions = Total = 997.2 O.T.M. = 2,638.5 Footing Weight = 600.0 2.00 1,200.0 Resisting /Overturning Ratio = 1.74 Key Weight = 2.17 Vertical Loads used for Soil Pressure = 1,837.5 lbs Veil. Component = Total = 1,837.5 lbs R.M.= 4,603.1 If seismic included the min. OTM and sliding ' Axial live load NOT included in total displayed, or used for overturning ratios may be 1.1 per IBC '09, 1807.2.3. resistance, but is included for soil pressure calculation. DESIGNER NOTES: • Retain Pro Software © 2009 HBA. Publications, Inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 . • • r Core Engineering Title : 10' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c:ldocuments and settingslmkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193935 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Criteria Soil Data • Retained Height _ 0.00 1 ft - Allow Soil Bearing = 1,500.0 psf ?Jr' � g Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 40.0 psf /ft l Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf /ft Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 psf /ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf '1, Soil Density, Toe = 110.00 pcf FootingilSoil Friction = 0.400 t:;i Soil height to ignore for passive pressure = 12.00 in i7.7.71,7.777,7,7,7.--,, ^ ' s f Thumbnail Surcharge Loads r Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Line Load Pp _ by a factor of Base Above /Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem . .•.• ,. .. , , . , . -. Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = 2.99 OK Wall Material Above "Ht" = Concrete Sliding = 1.64 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,759 lbs Rebar Spacing = 10.00 ...resultant ecc. - 4.64 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 696 psf OK fb /FB + fa /Fa = 0.822 Soil Pressure @ Heel = 402 psf OK Total Force @ Section Ibs= 3,176.0 Allowable = 1,500 psf Moment....Actual ft-#= 10,658.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 975 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 563 psf Shear Actual psi = 32.3 Footing Shear @ Toe = 17.5 psi OK Shear Allowable psi = 75.0 Footing Shear @ Heel = 5.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in = 8.19 Sliding Cates (Vertical Component NOT Used) LAP SPLICE IF ABOVE in = 19.23 LAP SPLICE IF BELOW in = Lateral Sliding Force = 2,455.3 lbs HOOK EMBED INTO FTG in = 11.02 less 100% Passive Force = - 2,132.8 lbs Lap splice above base reduced by stress ratio less 100% Friction Force = - 1,903.7 lbs p s p y Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 lbs OK fm psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Load Factors Short Building Code IBC 2006 Dead Load 1.200 Equi v. Solid Thick. _ Term Factor = ea Load 1.200 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi = 60,000.0 Retain Pro Software S 2009 HI3A Publications, Inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 1 ••, • • ` . Core Engineering Title : 10' wall no Seismic Page: 3501 W. Elder St., Suite 100 Job # • Dsgnr: MKB Date: JUL 2,2010 Boise, ID 83705 Description.... This Wall in File: c: \documents and settings \mkbrown.core' Retain Pro 9 © 1989 - 2010 Ver: 9.18 8145 Registration #: RP- 1193936 RP9.18 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to: Core Engineering Footing Dimensions & Strengths Footing Design Results Toe Width = 7.17 ft Toe Heel Heel Width = 1.50 Factored Pressure = 975 563 psi Total Footing Width = 8.67 Mu' : Upward = 22,117 127 ft-# Footing Thickness = 15.00 in Mu' : Downward = 10,697 401 ft-# Mu: Design = 11,420 273 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 17.49 5.44 psi Key Depth = 24.00 in Allow 1 -Way Shear = 58.09 58.09 psi i Key Distance from Toe = 7.12 ft Toe Reinforcing = # 4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 5 @ 19.25 in Min. As °A) = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: #4@ 8.00 in, #5@ 12.25 in, #6@ 17.50 in, #7@ 23.75 in, #8@ 31.25 in, #9@ 39 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 733.3 8.33 6,111.4 • = Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -75.9 0.75 -57.0 Surcharge Over Heel = , Surcharge Over Toe = Adjacent Footing Load = cii Adjacent Footing Load = .. . Axial Dead Load on Stem = 1. Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 788.4 3.58 2,825.1 • Surcharge Over Toe = Stem Weight(s) = 1,312.5 7.58 9,953.6 Earth @ Stem Transitions= Total = 2,455.3 O.T.M. = 9,435.2 Footing Weight = 1,625.1 4.33 7,042.2 Resisting /Overturning Ratio = 2.99 Key Weight = 300.0 7.62 2,286.0 Vertical Loads used for Soil Pressure = 4,759.3 lbs Vert. Component = • Total = 4,759.3 lbs R.M.= 28,218.3 •1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 7 DESIGNER NOTES: • , • • Retain Pro Software (fi 2009 I.IBA Publications, Inc. Licensed to: Core Engineering www.RetainPro.com All Rights Reserved Boise, ID 83705 19- s w ' © a- k wt c . ) v r I A/t s i 2 ©1 I— o o Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 10:22:14 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO CE1�VT a OFD ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, 2 011 INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. AUG 3 1 COMPANY: STONE BRIDGE HOMES NW LLC ``W CIF 116 t ' D N JOB ID: 1452- 170op11 -BEAM 1 .in 11I�V lv 1 � STATE: OR CODE: IBC 1301,D IN 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR ROOF BEAM (UNFACTORED LOADS) LIVE DEAD SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) CARRIED CARRIED SLOPE LOADING LIVE TOTAL 30 15 10.000' 1.000' 0.00 TOP L/240 L /180 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2335 10264 2063 0.381 0.599 ALLOWABLE • 6563 20246 8035 0.890 1.186 STRESS INDICES 0.356 0.507 0.257 L/560 L/356 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION * ** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. * ** THIS LVL BEAM HAS BEEN DESIGNED TO SUPPORT A 300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X 2.5 FT (6.25 SQ FT) 'STRUCTURAL GEOMETRY SPAN 1 18.000' TOTAL SPAN: 18.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD ROOF TOP 82.5 PLF 0.000 18.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 18.000 +1 1 UNIF LIVE ROOF TOP 165.0 PLF 0.000 18.000 Page 2 1452- 170opl1 -BEAM 1.dsn +2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 18.000 3 1 UNIF LIVE ROOF TOP 120.0 PLF 0.208 2.708 4 1 UNIF LIVE ROOF TOP 120.0 PLF 15.292 17.791 5 1 UNIF LIVE ROOF TOP 120.0 PLF 7.750 10.250 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 10264 2063 1.00 2 3735 758 0.90 3 3939 1035 1.00 4 3939 1035 1.00 5 4976 908 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2335 2335 2 850 850 3 1125 874 4 874 1125 5 1000 1000 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 - 1 850 850 2 850 850 3 850 850 4 850 850 5 850 850 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1485 1485 2 0 0 3 276 24 4 24 276 5 150 150 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.500 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.381 0.890 L/560 0.599 1.186 L/356 2 1 0.000 0.890 0.218 1.186 L/980 0.218 0.327 3 1 0.014 0.890 L/14862 0.232 1.186 L/920 4 1 0.014 0.890 L/14862 0.232 1.186 L/920 5 1 0.062 0.890 L/3460 0.280 1.186 L/763 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE .2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.507 0.257 Page 3 1452- 170op11 -BEAM 1.dsn 2 0.205 0.105 3 0.195 0.129 4 0.195 0.129 5 0.246 0.113 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452 1700p11 - BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 11:44:43 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM A STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4702 15547 4502 0.212 0.366 ALLOWABLE 7875 30368 12053 0.461 0.692 STRESS INDICES 0.597 0.512 0.374 L/783 L/453 LOAD CASE 3 3 3 3 3 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH TWO PLIES WITH 4 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 *UNIF DEAD FLOOR SIDE 152.7 PLF 9.000 14.000 ALL 1 *UNIF DEAD FLOOR SIDE 138.8 PLF 0.000 9.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 305.5 PLF 9.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 277.6 PLF 0.000 9.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 14.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 9.000 14.000 Page 2 1452- 170op11 - BEAM A.dsn 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 14.000 3 1 *UNIF LIVE FLOOR SIDE 407.3 PLF 9.000 14.000 3 1 *UNIF LIVE FLOOR SIDE 370.2 PLF 0.000 9.000 9 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 14.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 13836 3963 1.00 2 6551 1813 0.90 3 15547 4502 1.00 4 7269 1991 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4040 4174 2 1914 1959 3 4538 4702 4 2124 2169 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1914 1959 . 2 1914 1959 3 1914 1959 4 1914 1959 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2126 2215 2 0 0 3 2624 2744 4 210 210 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.172 0.461 L/967 0.326 0.692 L/509 2 1 0.000 0.461 0.154 0.692 L/1076 0.154 0.231 3 1 0.212 0.461 L/783 0.366 0.692 L/453 4 1 0.017 0.461 L/9835 0.171 0.692 L/970 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.456 0.329 2 0.240 0.167 3 0.512 0.374 9 0.239 0.165 • SLENDERNESS RATIO = 2.26 LIMIT = 10.00 Page 3 1452- 170op11 -BEAM A.dsn VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. • THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS'STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. • • • • • • • • • - Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 11:47:37 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170opll -BEAM B STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 13.000' 18.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL. 4106 9412 4034 0.108 0.151 ALLOWABLE 5250 20246 8035 0.311 0.467 STRESS INDICES 0.782 0.465 0.502 L/1033 L/741 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 8" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 9.500' TOTAL SPAN: 9.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 232.5.PLF 0.000 9.500 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 9.500 +1 1 *UNIF LIVE FLOOR SIDE 620.0 PLF 0.000 9.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 9412 4034 1.00 Page 2 1452- 170op11 -BEAM B.dsn 2 2661 1140 0.90 UNFACTORED SUPPORT REACTIONS (LES) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4106 4106 2 1161 1161 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1161 1161 2 1161 1161 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2945 2945 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.108 0.311 L/1033 0.151 0.467 L/741 2 1 0.000 0.311 0.043 0.467 L/2621 0.043 0.064 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * * * **** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.465 0.502 2 0.146 0.158 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452- 170op11 - BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08 /10 /11 11:49:45 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM C STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 14" LP LVL 2950Fb -2.OE • • DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 13.000' 18.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6115 20895 6042 0.213 0.300 ALLOWABLE 7875 41242 14210 0.461 0.692 STRESS INDICES 0.776 0.507 0.425 L/780 L/553 LOAD CASE 1 1 '1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH TWO PLIES WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3 -1 /2 ") NAILS AT 6" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED. • * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 232.5 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 14.000 +1 1 *UNIF LIVE FLOOR SIDE 620.0 PLF 0.000 14.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF Page 2 1452- 170op11 -BEAM C.dsn 1 20895 6042 1.00 2 6064 1754 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 6115 6115 2 1775 1775 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1775 1775 2 1775 1775 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 4340 4340 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.213 0.461 L/780 0.300 0.692 L/553 2 1 0.000 0.461 0.087 0.692 L/1907 0.087 0.131 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.507 0.425 2 0.163 0.137 SLENDERNESS RATIO = 2.67 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11- BEAMS \1452- 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08 /10 /11 11:53:17 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM D STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 16.000' 11.500' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5225 17202 5161 0.267 0.376 ALLOWABLE 7875 30368 12053 0.444 0.667 STRESS INDICES 0.664 0.566 0.428 L/599 L/426 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH TWO PLIES WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 13.500' TOTAL SPAN: 13.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 206.3 PLF 0.000 13.500 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 13.500 +1 1 *UNIF LIVE FLOOR SIDE 550.0 PLF 0.000 13.500 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF Page 2 1452- 170op11 -BEAM D.dsn 1 17202 5161 1.00 2 4980 1494 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 5225 5225 2 1513 1513 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1513 1513 2 1513 1513 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 3713 3713 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION - DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.267 0.444 L/599 0.376 0.667 L/426 2 1 0.000 0.444 0.109 0.667 L/1470 0.109 0.163 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.566 0.428 2 0.182 0.138 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11- BEAMS \1452 170op11 - BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 11:56:57 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170opll -BEAM E STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVI 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 13.000' 13.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL ACTUAL 2181 3092 2120 0.014 0.019 ALLOWABLE 5250 20246 8035 0.194 0.292 STRESS INDICES 0.415 0.153 0.264 L/5045 L/3609 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR . HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1 /4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 6.000' TOTAL SPAN: 6.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 Xl (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 195.0 PLF 0.000 6.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 6.000 +1 1 *UNIF LIVE FLOOR SIDE 520.0 PLF 0.000 6.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 6.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 3092 2120 1.00 Page 2 1452- 170op11 -BEAM E.dsn 2 880 603 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2181 2181 2 621 621 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 621 621 2 621 621 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1560 1560 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.014 0.194 L/5045 0.019 0.292 L/3609 2 1 0.000 0.194 0.006 0.292 L112680 0.006 0.008 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 k *** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.153 0.264 2 0.048 0.083 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11- BEAMS \1452- 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08 /10 /11 12:01:11 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM F STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 20" LP LVL 2950Fb -2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 16.000' SIDE L/360 L /240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 13177 55964 11521 0.306 0.513 ALLOWABLE 13781 79986 20300 0.659 0.989 STRESS INDICES 0.956 0.700 0.568 L/776 L/462 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH TWO PLIES WITH 4 ROWS OF 16d (3 -1/2 ")NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED. * ** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 20.000' TOTAL SPAN: 20.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 330.0 PLF 13.500 20.000 +ALL 1 *UNIF DEAD FLOOR SIDE 120.0 PLF 0.000 20.000 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 13.500 20.000 +ALL 1 UNIF WEIGHT BEAM 30.0 PLF 0.000 20.000 ALL 1 *UNIF DEAD FLOOR SIDE 20.5 PLF 0.000 13.500 ALL 1 CONC DEAD ROOF TOP 2347.3 LBS 13.500 1 1 UNIF LIVE ROOF TOP 495.0 PLF 13.500 20.000 • Page 2 1452- 170op11 -BEAM F.dsn +1 1 *UNIF LIVE FLOOR SIDE 240.0 PLF 0.000 20.000 1 1 *UNIF LIVE FLOOR SIDE 40.9 PLF 0.000 13.500 1 1 CONC LIVE ROOF TOP 3521.0 LBS 13.500 2 1 UNIF LIVE ROOF TOP 0.0 PLF 13.500 20.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 20.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 13.500 +3 1 *UNIF LIVE FLOOR SIDE 320.0 PLF 0.000 20.000 3 1 *UNIF LIVE FLOOR SIDE 54.5 PLF 0.000 13.500 4 1 UNIF LIVE ROOF TOP 660.0 PLF 13.500 20.000 4 1 CONC LIVE ROOF TOP 4694.7 LBS 13.500 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 55964 11521 1.00 2 22806 4752 0.90 3 38679 8163 1.00 4 51701 10366 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 7333 13177 2 2900 5519 3 6588 8967 4 5123 12281 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 2900 5519 2 2900 5519 3 2900 5519 4 2900 5519 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 4433 7658 2 0 0 3 3688 3449 4 2223 6762 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 3.500 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 234.7.3 13.500 2.500 1 LIVE 4694.7 13.500 2.500 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.306 0.659 L/776 0.513 0.989 L/462 2 1 0.000 0.659 0.208 0.989 L/1143 0.208 0.311 3 1 0.178 0.659 L/1334 0.385 0.989 L/617 4 1 0.231 0.659 L/1026 0.438 0.989 L/541 Page 3 1452- 170op11 - BEAM F.dsn * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.700 0.568 2 0.317 0.260 3 0.484 0.402 4 0.646 0.511 SLENDERNESS RATIO = 3.81 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA- PACIFIC CORPORATION. • • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452 \1452- 170op11 -BEAMS \1452 170op11 - BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 12:05:12 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM G • STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 14" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 1.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 9853 17114 9784 0.008 0.013 ALLOWABLE 23625 41242 14210 0.117 0.175 STRESS INDICES 0.417 0.415 0.689 L/5241 L/3331 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM • STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH TWO PLIES WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 3 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED. * ** CONTACT HANGER MANUFACTURER TO VERIFY ABILITY OF HANGER TO DISTRIBUTE LOAD * ** CONCENTRATED SIDE LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. THIS CONNECTION AND RESTRAINT OF THE TORSION INDUCED BY THE SIDE LOAD ON THE MEMBER ARE THE RESPONSIBILITY OF THE PROJECT DESIGNER. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 4.000' TOTAL. SPAN: 4.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF WEIGHT BEAM 21.0 PLF 0.000 4.000 +ALL 1 UNIF DEAD FLOOR TOP 15.0 PLF 0.000 4.000 ALL 1 *CONC DEAD FLOOR SIDE 3593.7 LBS 2.000 ALL 1 CONC DEAD ROOF TOP 3464.7 LBS 2.000 Page 2 1452- 170op11 - BEAM G.dsn +1 1 UNIF LIVE FLOOR TOP 30.0 PLF 0.000 4.000 1 1 *CONC LIVE FLOOR SIDE 7187.5 LBS 2.000 1 1 CONC LIVE ROOF TOP 5197.0 LBS 2.000 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 4.000 2 1 *CONC LIVE FLOOR SIDE 0.0 LBS 2.000 2 1 CONC LIVE ROOF TOP 0.0 LBS 2.000 +3 1 UNIF LIVE FLOOR TOP 40.0 PLF 0.000 4.000 3 1 *CONC LIVE FLOOR SIDE 9583.3 LBS 2.000 4 1 CONC LIVE ROOF TOP 6929.3 LBS 2.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 17114 9784 1.00 2 6231 3575 0.90 3 14678 8390 1.00 4 12294 7039 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 9853 9853 2 3601 3601 • 3 8473 8473 4 7066 7066 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 3601 3601 2 3601 3601 3 3601 3601 4 3601 3601 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 6252 6252 2 0 0 3 4872 4872 4 3465 3465 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.000 6.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 3593.7 2.000 6.000 1 DEAD 3464.7 2.000 6.000 1 LIVE 9583.3 2.000 6.000 1 LIVE 6929.3 2.000 6.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.008 0.117 L/5241 0.013 0.175 L/3331 2 1 0.000 0.117 0.005 0.175 L/9143 0.005 0.007 3 1 0.006 0.117 L/6747 0.011 0.175 L/3882 4 1 0.004 0.117 L/9417 0.009 0.175 L/4639 Page 3 1452- 170op11 -BEAM G.dsn * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.415 0.689 2 0.168 0.280 3 0.356 0.590 4 0.298 0.495 SLENDERNESS RATIO = 2.67 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA- PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452- 170op11 - BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 12:07:18 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM H STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 13.000' SIDE L/360 1/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD • ACTUAL 3149 9461 2914 0.146 0.273 ALLOWABLE 15750 20246 8035 0.417 0.625 STRESS INDICES 0.200 0.467 0.363 L/1025 L/550 LOAD CASE 3 3 3 3 3 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 13.000' TOTAL SPAN: 13.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 13.000 +ALL 1 *UNIF DEAD FLOOR SIDE 97.5 PLF 0.000 13.000 ALL 1 UNIF DEAD ROOF TOP 15.0 PLF 0.000 13.000 +ALL 1 UNIF WEIGHT BEAM 11.9 PLF 0.000 13.000 +1 1 *UNIF LIVE FLOOR SIDE 195.0 PLF 0.000 13.000 1 1 UNIF LIVE ROOF TOP 22.5 PLF 0.000 13.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 13.000 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 13.000 +3 1 *UNIF LIVE FLOOR SIDE 260.0 PLF 0.000 13.000 Page 2 1452- 170op11 - BEAM H.dsn 4 1 UNIF LIVE ROOF TOP 30.0 PLF 0.000 13.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 8631 2626 1.00 2 4383 1289 0.90 3 9461 2914 1.00 4 4969 1446 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2872 2872 2 1459 1459 3 3149 3149 4 1654 1654 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1459 1459 2 1459 1459 3 1459 1459 4 1459 1459 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1414 1414 2 0 0 3 1690 1690 4 195 195 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.000 6.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL, ALLOW. L/? INSTANT LONG -TERM 1 1 0.122 0.417 L/1226 0.249 0.625 L /603 2 1 0.000 0.417 0.126 0.625 L/1188 0.126 0.189 3 1 0.146 0.417 L/1025 0.273 0.625 L/550 4 1 0.017 0.417 L/8887 0.143 0.625 L/1048 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.426 0.327 2 0.241 0.178 3 0.467 0.363 4 0.245 0.180 SLENDERNESS RATIO = 3.39 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR Page 3 1452- 170opl1 - BEAM H.dsn UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08 /10 /11 13:03:58 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM I STATE: OR CODE: IBC PRODUCT: 3 -PLY 1 -3/4" X 11 -7/8" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 4.000' SIDE L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 4667 15428 4581 0.257 0.364 ALLOWABLE 7875 30368 12053 0.461 0.692 STRESS INDICES 0.593 0.508 0.380 L/646 L/457 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH TWO PLIES WITH 4 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. FROM ONE FACE ONLY. STAGGER ROWS. FLIP BEAM AND ATTACH THE THIRD PLY WITH 4 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. TO THE UN- NAILED SIDE OF THE FIRST TWO PLIES. STAGGER ROWS. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131 ". 16d SINKERS (3 -1/4 ") MAY BE USED. - * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 14.000' TOTAL SPAN: 14.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 *UNIF DEAD FLOOR SIDE 152.7 PLF 9.000 14.000 ALL 1 *UNIF DEAD FLOOR SIDE 138.8 PLF 0.000 9.000 +ALL 1 *UNIF DEAD FLOOR SIDE 30.0 PLF 0.000 14.000 +ALL 1 UNIF WEIGHT BEAM 17.8 PLF 0.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 407.3 PLF 9.000 14.000 1 1 *UNIF LIVE FLOOR SIDE 370.2 PLF 0.000 9.000 +1 1 *UNIF LIVE FLOOR SIDE 80.0 PLF 0.000 14.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 9.000 14.000 2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 9.000 Page 2 1452- 170op11 - BEAM I.dsn +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 14.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 15428 4581 1.00 2 4518 1339 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS • REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4503 4667 2 1319 1364 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 ]319 1364 2 1319 1364 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 3184 3304 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD, DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.257 0.461 L/646 0.364 0.692 L/457 2 .1 0.000 0.461 0.106 0.692 L/1559 0.106 0.160 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.508 0.380 2 0.165 0.123 SLENDERNESS RATIO = 2.26 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA- PACIFIC CORPORATION. • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452- 170op11 -BEAM LOUISIANA PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08 /10 /11 13:06:57 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11 -BEAM J STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" LP LVL 2950Fb -2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 4.500' 20.500' SIDE L/360 L /240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD .TOTAL LOAD ACTUAL 1394 1280 1336 0.005 0.007 ALLOWABLE 5250 13282 6428 0:128 0.192 STRESS INDICES 0.266 0.096 0.208 L/9466 L/6790 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 6" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT EACH END OF COMPONENT. STRUCTURAL GEOMETRY SPAN 1 4.000' TOTAL SPAN: 4.00 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 *UNIF DEAD FLOOR SIDE 187.5 PLF 0.000 4.000 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 4.000 +1 1 *UNIF LIVE FLOOR SIDE 500.0 PLF 0.000 4.000 +2 1 *UNIF LIVE FLOOR SIDE 0.0 PLF 0.000 4.000 * INDICATES SIDE LOAD. + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 1280 1336 1.00 Page 2 1452- 170op11 -BEAM J.dsn 2 362 378 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 1394 1394 2 394 394 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 394 394 2 394 394 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1000 1000 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 2.000 2.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.005 0.128 L/9466 0.007 0.192 L/6790 2 1 0.000 0.128 0.002 0.192 L/24024 0.002 0.003 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** • * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.096 0.208 2 0.030 0.065 SLENDERNESS RATIO = 2.71 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452- 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 12:15:14 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11- HEADER H1 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 11 -1/4" LP LVL 2950Fb -2.OE • DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 19.000' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 5796 10910 4187 0.087 0.151 ALLOWABLE 15750 18280 7613 0.267 0.400 STRESS INDICES 0.368 0.597 0.550 L /1109 L/634 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION * ** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING Wl W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD ROOF TOP 330.0 PLF 0.000 8.500 +ALL 1 UNIF DEAD FLOOR TOP 142.5 PLF 0.000 8.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 11.3 PLF 0.000 8.500 1 1 UNIF LIVE ROOF TOP 495.0 PLF 0.000 8.500 +1 1 UNIF LIVE FLOOR TOP 285.0 PLF 0.000 8.500 Page 2 1452- 170op11 - BEAM H1.dsn 2 1 UNIF LIVE ROOF TOP 0.0 PLF 0.000 8.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 +3 1 UNIF LIVE FLOOR TOP 380.0 PLF 0.000 8.500 4 1 UNIF LIVE ROOF TOP 660.0 PLF 0.000 8.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 10910 4187 1.00 2 4670 1798 0.90 3 7710 2962 1.00 4 9950 3820 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 5796 5796 2 2481 , 2481 3 4096 4096 4 5286 5286 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 2481 2481 2 2481 2481 3 2481 2481 4 2481 2481 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 3315 3315 2 0 0 3 1615 1615 4 2805 2805 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.000 6.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.087 0.267 L /1109 0.151 0.400 L/634 2 1 0.000 0.267 0.065 0.400 L/1481 0.065 0.097 3 1 0.042 0.267 L/2276 0.107 0.400 L/897 4 1 0.073 0.267 L /1310 0.138 0.400 L/695 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.597 0.550 2 0.284 0.262 3 0.422 0.389 4 0.544 0.502 SLENDERNESS RATIO = 3.21 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY Page 3 1452- 170op11 - BEAM H1.dsn RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA PACIFIC CORPORATION. • Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452- 170op11 - BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 12:18:32 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID:• 1452- 170op11- HEADER H2 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1 -3/4" X 9 -1/2" LP LVL 2950Fb -2.OE DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 0.000' 1.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 6313 10713 6275 0.033 0.050. ALLOWABLE 15750 13282 6428 0.133 0.200 STRESS INDICES 0.401 0.807 0.976 L/1465 L/951 LOAD CASE 4 4 4 4 4 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION * ** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** CONCENTRATED LOADS MUST BE EQUALLY DISTRIBUTED TO ALL PLIES. ADDITIONAL FASTENERS MAY BE REQUIRED. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" 0.C.' OR LESS. STRUCTURAL GEOMETRY SPAN 1 4.500' TOTAL SPAN: 4.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 4.500 +ALL 1 UNIF WEIGHT BEAM 9.5 PLF 0.000 4.500 +ALL 1 UNIF DEAD FLOOR TOP 7.5 PLF 0.000 4.500 ALL 1 CONC DEAD ROOF TOP 3630.0 LBS 2.500 Page 2 1452- 170op11 -BEAM H2.dsn +1 1 UNIF LIVE FLOOR TOP 15.0 PLF 0.000 4.500 1 1 CONC LIVE ROOF TOP 5445.0 LBS 2.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 4.500 2 1 CONC LIVE ROOF TOP 0.0 LBS 2.500 +3 1 UNIF LIVE FLOOR TOP 20.0 PLF 0.000 4.500 4 1 CONC LIVE ROOF TOP 7260.0 LBS 2.500 + INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 8996 5272 1.00 2 3726 2191 0.90 3 3765 2215 1.00 4 10713 6275 1.00 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 4330 5339 2 1877- 2280 3 1922 2325 4 5103 6313 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1877 2280 2 1877 2280 3 1877 2280 4 1877 2280 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 2454 3059 2 0 0 - 3 45 45 4 3227 4033 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.000 6.000 CONCENTRATED LOADS SPAN TYPE W1 (LBS) X1 (FT) MIN BRG (IN) 1 DEAD 3630.0 2.500 4.250 1 LIVE 7260.0 2.500 4.250 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.025 0.133 L/1940 0.042 0.200 L /1130 2 1 0.000 0.133 0.018 0.200 L/2708 0.018 0.027 3 1 0.000 0.133 L/208286 0.018 0.200 L/2673 4 1 0.033 0.133 L/1465 0.050 0.200 L /951 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). Page 3 1952- 170op11 -BEAM H2.dsn STRESS INDICES CASE MSI VSI 1 0.677 0.820 2 0.312 0.379 3 0.283 0.345 4 0.807 0.976 SLENDERNESS RATIO = 2.71 LIMIT - 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA- PACIFIC CORPORATION. Page 1 C: \Users \NWUD \Desktop \NWUD OFFICE \(STONEBRIDGE HOMES) \JOB 1452\ 1452- 170op11 -BEAMS \1452- 170op11 -BEAM LOUISIANA- PACIFIC CORPORATION / WOOD -E DESIGN 2011.1 08/10/11 13:10:54 WARNING * ** THIS DESIGN IS VALID FOR THE PROJECT NAMED BELOW (JOB ID) ONLY * ** WOOD -E DESIGN 2011.1 EXPIRES ON 3/31/2012. LP WILL MAKE AVAILABLE TO ALL REGISTERED USERS AN UPDATED VERSION OF THE WOOD -E DESIGN SOFTWARE IN THE CONTINUING EFFORT TO MAINTAIN COMPLIANCE WITH CHANGING BUILDING CODES, INDUSTRY PRACTICES, CODE EVALUATION REPORTS AND /OR METHODS OF ANALYSIS. COMPANY: STONE BRIDGE HOMES NW LLC JOB ID: 1452- 170op11- HEADER H3 STATE: OR CODE: IBC PRODUCT: 2 -PLY 1-3/4" X 11 -1/4" LP LVL 2950Fb -2.0E DESIGN CRITERIA FOR FLOOR BEAM (UNFACTORED LOADS) LIVE DEAD SAFE SPAN (L) SPAN (R) ALLOWABLE DEFLECTION (PSF) (PSF) LOAD CARRIED CARRIED LOADING LIVE TOTAL 40 15 NO 19.500' 0.000' TOP L/360 L/240 SPAN CARRIED IS NOT CONTINUOUS. ALLOWABLE / WORKING STRESS DESIGN DATA DEFLECTION REACTION MOMENT SHEAR LIVE LOAD TOTAL LOAD ACTUAL 2752 5180 1994 0.043 0.072 ALLOWABLE 15750 18280 7613 0.267 0.400 STRESS INDICES 0.175 0.283 0.262 L/2217 L/1335 LOAD CASE 1 1 1 1 1 * * ** THE REACTION, MOMENT AND SHEAR DATA ABOVE ARE BASED ON THE MAXIMUM STRESS INDICES AND MAY NOT REFLECT THE ABSOLUTE MAXIMUM ACTUALS. * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). NOTES CONNECTION * ** DESIGN ASSUMES COMPONENTS CARRIED ARE APPLIED TO TOP EDGE OF BEAM, SUCH THAT LOAD IS DISTRIBUTED EQUALLY TO EACH PLY. ** *ATTACH THE TWO PLIES WITH 2 ROWS OF 16d (3 -1/2 ") NAILS AT 12" OC. STAGGER ROWS. NAILS CAN BE DRIVEN FROM ONE FACE OR HALF FROM EACH FACE. NAILS MAY BE COMMON OR BOX NAILS WITH A MINIMUM SHANK DIAMETER OF 0.131" 16d SINKERS (3 -1/4 ") MAY BE USED, BUT HALF MUST BE DRIVEN FROM EACH FACE. * ** COMPRESSION EDGE BRACING REQUIRED AT 24" O.C. OR LESS. STRUCTURAL GEOMETRY SPAN 1 8.500' TOTAL SPAN: 8.50 FT LOAD PATTERNS CASE SPAN SHAPE TYPE SOURCE LOADING W1 W2 X1 (FT) X2 (FT) +ALL 1 UNIF DEAD FLOOR TOP 146.3 PLF 0.000 8.500 ALL 1 UNIF DEAD WALL TOP 100.0 PLF 0.000 8.500 +ALL 1 UNIF WEIGHT BEAM 11.3 PLF 0.000 8.500 +1 1 UNIF LIVE FLOOR TOP 390.0 PLF 0.000 8.500 +2 1 UNIF LIVE FLOOR TOP 0.0 PLF 0.000 8.500 +•INDICATES LOAD IS BASED ON SPAN CARRIED AND INPUT LIVE OR DEAD LOAD PSF. Page 2 1452- 170op11 - BEAM H3.dsn SECTION FORCES CASE MOMENT (LB -FT) SHEAR (LBS) LDF 1 5180 1994 1.00 2 2060 799 0.90 UNFACTORED SUPPORT REACTIONS (LBS) USE THESE VALUES WHEN DESIGNING CONNECTORS REACTIONS FOR TOTAL LOADS CASE BRG #1 BRG #2 1 2752 2752 2 1094 1094 REACTIONS FOR DEAD LOAD CASE BRG #1 BRG #2 1 1094 1094 2 1094 1094 REACTIONS FOR LIVE LOAD CASE BRG #1 BRG #2 1 1658 1658 2 0 0 MINIMUM BEARING SIZES (IN) BRG# 1 BRG# 2 6.000 6.000 LIVE LOAD DEFLECTION TOTAL LOAD DEFLECTION DEAD LOAD DEFLECTION CASE SPAN ACTUAL ALLOW. L/? ACTUAL ALLOW. L/? INSTANT LONG -TERM 1 1 0.043 0.267 L/2217 0.072 0.400 L/1335 2 1 0.000 0.267 0.029 0.400 L/3358 0.029 0.043 * * ** FOR DEAD LOAD DEFLECTION DATA SEE LOAD CASE 2 * * ** * * ** TOTAL LOAD DEFLECTION SHOWN IS INSTANTANEOUS. * * ** * * ** ALLOWABLE DEFLECTIONS ARE BASED ON THE DESIGN SPAN. LENGTH (L) OR TWICE THE LENGTH FOR CANTILEVERS (2L). STRESS INDICES CASE MSI VSI 1 0.283 0.262 2 0.125 0.117 SLENDERNESS RATIO = 3.21 LIMIT = 10.00 VERIFY YOUR INPUT TO AVOID DESIGN AND FABRICATION MISTAKES. YOU ARE SOLELY RESPONSIBLE FOR ERRORS RESULTING FROM INCORRECT INPUT. THIS PROGRAM IS A DESIGN TOOL AND SHOULD BE USED WITH EXTREME CARE THAT INPUT UNIFORM AND CONCENTRATED LOADS ARE ACCURATE IN MAGNITUDE AND LOCATION. IF YOU HAVE ANY QUESTIONS OR UNCERTAINTIES, PLEASE CONTACT LP. THIS COMPONENT DESIGN IS SPECIFICALLY FOR LP ENGINEERED WOOD PRODUCTS. USE OF THIS PROGRAM TO DESIGN ANYTHING OTHER THAN LP LVL, LP LSL, OR LPI- JOISTS IS STRICTLY PROHIBITED. LP IS A TRADEMARK OF LOUISIANA - PACIFIC CORPORATION. ,4 T2aI ( —CI6I r 153 ?Lf SW rxckvv ;.- JNSTALLER THESEINS9RUCI10NSMU$ T$ ECONVE1fED70 MIDREMNNWITHT#IEHOMEOWNER:T CERTIFIED UNDER CANADIAN AND AMERICAN NATIONAL STANDARDS, CSA 2.33, ANSI 221.88 FOR VENTED GAS FIREPLACE HEATERS 1 ; RECEIVED ` '°�` AUG 31 2011 4 " S CITY OF TIGARD T DIVISION 1 .4 . NO ® BUILDING D 7Y;r7YyC� i -` w, ., . ~ii, ® FIREPLACES ® 1 DIRECT VENT MILLIVOLT SYSTEM INSTALLATION AND OPERATION INSTRUCTIONS FOR , NATURAL GAS MODEL CDV36NTR & BCDV36NTR 6 PROPANE GAS MODEL CDV36PTR & BCDV36PTR CERTIFIED FOR CANADA AND UNITED STATES USING ANSI / CSA METHODS WARNING: If the information in these instructions is not followed exactly, a fire or - explosion may result causing property damage., personal injury or death. FOR YOUR SAFETY Do not store or use gasoline or other flammable vapours and liquids in the vicinity of this or any other appliance. WHAT TO DO IF YOU SMELL GAS: • Do not try to light any appliance. • Immediately call your gas supplier from • Do not touch any electrical switch. a neighbours phone. Follow the gas • Do not use any phone in your build supplier's instructions. ing. • If you cannot reach your gas supplier, call the fire department. Installation and service must be performed by a qualified installer, service agency or the gas supplier. v4i\eif - r4 , ° °° a Warnock Hersey W Y 04f/ M O �- s C ®Q� us o r v i/ �_� " DO IIrM. Patio I Barbecue AuocYtbn 4/� �U�ll�y Volt Steel Ltd , 24 Napoleon Rd • , Barrie, °NUM 4Y6 Canada r (705)7211212 • tax(705)722 8031 .Ww.cnnilnentalf�replaces com' • as @conlinentalI�re.com, . , - - ' - W W415-0211/G/07.04.03 1 5 CDV36 -SPECIFICATIONS -T - BCDV36 SPECIFICATIONS. ..... ® 35 'h 35 'i 24'li 24 '14' GAS GAS 32 3 11' 5'II INLET T 5'li — INLET a — I 3 T Ili= 3' T ELECTRICAL INLET 2T ELECTRICAL INLET I 27 1 LEFT SIDE LEFT SIDE 4' DIA 4 ow. I r n ��! � 14' ' q`�1 r' 0 r� :_ I 14' h `�� `1 12I le I f `V f • 1 12 I I `� 1' 1 r � �19 � 36 FIGURE 1b 1 18'l — 137 j FIGURE 1a 'W DENTI , , _ MODELS CDV36 AND BCDV36 MAY BE VENTED EITHER AS A TOP VENT OR A REAR VENT. REFER TO THE SECTION APPLICABLE TO YOUR INSTALLATION. VENTING LENGTHS For optimum performance it is recommended that all horizontal runs have a 1 inch rise per foot when using Use only Wolf Steel or Simpson Dura -Vent Model DV -GS Wolf Steel flexible vent components. venting components. Minimum and maximum vent lengths, A terminal shall not terminate directly above a sidewalk for both horizontal and vertical installations, and air termi- or paved driveway which is located between two sin - nal locations for either system are set out in this manual g l e family dwellings and serves both dwellings. Local and must be adhered to. For Simpson Dura -Vent, follow codes or regulations may require different clearances. r.^ -P the installation procedure provided with the venting corn- Do not allow the inside liner to bunch up on horizontal or ponents. vertical runs and elbows. Keep it pulled tight. A 1 N "air When using Wolf Steel venting components, use only ap- gap all around between the inner liner and outer liner is proved Wolf Steel rigid / flexible components with the fol- required for safe operation. Use a firestop when pen - lowing termination kits: WALL TERMINAL KIT GD222, or efrating interior walls, floor or ceiling. 1/ 12TO7/ 12 PITCH ROOF TERMINAL KIT GD110 , 8/12T0 Minimum clearance to combustible con - 12/12 ROOF TERMINAL KIT GD111; FLAT ROOF TERMI- struction from fireplace and vent surfaces: NAL KIT GD112 or KIT GD201 (for wall pen- sides, back, bottom and top of the unit 0 inch etration below grade). With flexible venting, in conjunction recessed depth 14 inches with the various terminations, use either the 5 foot vent kit top, sides and bottom of the vent pipe* 1 inch GD220 or the 10 foot vent kit GD330, top of the vent pipe - rear vent only* 2 inches Wolf Steel rigid and flexible venting systems must not be combined. REAR VENT - A clearance to combustibles of 1" at the Wolf Steel and Simpson Dura - venting systems bottom of the vent and 2" at the top must be maintained must not be combined. during the first 12" of venting when penetrating combusti- These vent kits allow for either horizontal or vertical venting ble walls. The firestop spacer (W615 -044) supplied with of the fireplace. FIGURES 3 & 5. The maximum allowable the unit should be used to maintain this clearance. There - horizontal run is 20 feet. The maximum allowable vertical after a 1" clearance to combustibles may be maintained vent length is 40 feet. The maximum number of 4" vent using firestop spacer (W500- 0096). connections is two horizontally or three vertically (exclud- TOP VENT - Only a clearance to combustibles of 1" all ing the fireplace and the air terminal connections) when around the vent pipe is required. using aluminum flexible venting. REQUIRED RISE ON HORIZONTAL VENTING BCDV36 CDV36 For optimum flame appearance and fireplace perform- ance, keep the vent length and number of elbows to a REAR VENT RIGID VENTING 0 "/FT 1 " /FT* minimum. FLEXIBLE VENTING 0 "/FT 1 " /FT* The air terminal must remain unobstructed at all times. Examine the air terminal at least once a year to verify RIGID VENTING 0 "/FT 0 "/FT that it is unobstructed and undamaged. TOP VENT FLEXIBLE VENTING 0 "/FT 0 "/FT Purge all gas lines with the glass door of the fireplace open. Assure that a continuous gas flow is at the burner CORNER t I RIGID VENTING 0" 6" before closing the door. I FLEXIBLE VENTING 6" 6" Under extreme vent configurations, allow several minutes (5 -15) for the flame to stabilize afterignition. * When a vertical rise is used as part of the venting con - - - SIX (6) ino7ies is tfie ii77nimurii radius allowed for figuration, a 0" rise per foot acceptable._ __ _ _ ._ _ __ .__. _ ._ . the 7" diameter flexible liner W415-0211/ G 107.04.03 •