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Plans eu c IL TYF D I iN G F2LT D 9-- ?: 2A :: o 132 ,, : i3ad -61 CO 3 , - (,. li, 1 1 . !•t'' t, -- 1 i \ , 1 1 \ 4uk .-.,., . . . . , .... . . . , , , o (1 ! . ii . . 1 t f\ • PIP" 1 g I I 1 1 ' 1 0 bk[IQUA73 @ 0 H DiONCIHUUN 1 14. I 'I ' : Ground Floor Units UNIT STATISTICS . , I , i ; ..-. . IUNIT TYPES' DESCRIPTION , TOTAL I I ■ Ift - -- – ''. 2 C 49 /0 2.. I 1 !r• L. 14 .% A .1 ER 1 El @ 788 GSF.703 Net Satoabie c Min i .s. ss ss ss 0 '111, ely, • - - B-1 2aR /a@ 1853 GSF. 991 Net Saleable 14 . - i al1111.4 m mommoimr bahmithostarmo =maa i■mitimiorimioilmml mos ce-ls. IL..... ,_ Ploomili i t i i tamoom!inik N . %.% r- B-2 _ '2BR 2 B (I3 1188 GSF,1111 Net Saleable TOTAL . 14 1 C 2BR 1 8 Op 920 GSF. 880 Net Saleable 1 43 .. . ,v3Em .1msiccie.3 it), Imo x=116.34!,•;:y •. 4 151 — tu A • i All" .1.1 In .:"., I Mill 6 =:- 111116 PARKING STATISTICS Min t RIM . . ,./ 121 - -i A Vel . I .. f, . C- 8 rETPI el 93801 ‘z, , _7,1 ... -4.-. i 019428 3 „,..., .„,,, ......,_- _,...... .„.,,,, ... .•,,„: MR 1--- 7.7.11- 1 , c . ' f-1-‘, .... , - PARKING TYPES TOTAL INTEGRAL GARAGES — .45 -...e..r .. .... • -7176`.. _ . . __ - q lir , \ GE .: AR , . . OPEN STALLS 30 . . ! , • -,, v.” %, ! C. V.1 - Poi • 4 4 ' ..% SUBTOTAL! 75 1.74/D.U. !( 1 A I GUEST APRON STALLS i 18 • cg efa s -9),, TOTAL 93 1 ,. —SD • --N. - Cv ?. a - IMOSIIII• ...... * \ . . of ' Li _ 1 plIM , Skal2VJ 1 MIZ.Calrig c Cia7 11 5 . 'ili"71'''/// s \. W .-.' 7_ ,,,AnilLIJ ,, , „ ,3, ...., , , ,,,,,,miap:. ...i .. ''s, - ,. ci .....- 11111114 RD LONGS TA ,, ■ . A i 6 ki ‘ 1 k * EXISTING IT . \ EASEMENT CM 9304 — • 9350 0 mu stO g_.- M11 Me .....‘. ,.. 1 ,..., • _ 1 I s_____ . i . . - 7 ,,if . R . ■ No •.. mill _ L_ ss_ . . 0 "' SS . 1 0 , 1 i 1 - 4 PROPERTY LINE . co n ik 1 a d 1 I 1 lig If 8 1 1 t.1 I .• N% 1 i I 1 1 ---- — . 1 01‘... ,/ , • 151' ,4 69 925(p .5 IA/ , it/ C4- V , ___ ,mALP • 1- -• 1 / E. '-', 1 1■11■, ‘ 0 4 9 ,...---..-. -, 2 — i „ i,, •,,,:-• • - .,„...„,..s,.,,...nt 0. _, ;:.,.., 1 . ,. . N. ";'.:r'''''''''' 1 ' .,....._ ,„--,,, , SIT r-4,,,A ,' ' -- SITE PLAN ; 441., -,.., 'Ill -1 ,....,.... V= 40'-0 Y 8- 15 -2008 .. B2 ta ., . .. i ._s .. 4 ,.. 0 • '....- ...---- ---.... ....-.. .•-*". 6 (e ---...--- 0 tall """ - ..•••••—•" alEil -■ • Vie.""' ...I ......... .. 1 . ./". '.:..4.-:-.-....' -...--•- - :. • • y RECE%VED 29 2012 FE B p.-_, 10 Milbrandt CITYOFTIGAZD Architects 25 Cannel BUILDING DIVISION Mimi reth pbn F. 05.1&1110 1:125.651.1701 rlal ere.miMmmlmUlmm 1 �? AR� %A GASPED U( INDICArts EXTENT KPa(5 , W R.12 R• Zane 6 RED tI PANTED WPB m p S70RYrATCR VAULT 1�ENd W IE • S � a n 0 ( � "�'� m. I �i , � AT 8.5'.1B PARKING STAILS 1i �, - �. 85' e % ' 1 ,.. i' I • 5 R -12 PD ' m• 1 •v, % „ % / ■ ■ i % % i i i / % ► , Zoning .. 20' FRONT j; : i ; ; % % �j % I YARD SETBACK .�j /: / / j% % / ' / % / %% / c ' L% %j � � j � / ':;:e j j � T ' c j ' , I1 e • 10 PARKNG STALLS 1 j � 8.5'.18.5' - ` I 7 AT _! State Kete aY 2V 10' SIDE YARD ' L. /L -- ■ MUM Laing SCRAM AND \ LANDSCAPE BUFFER C r e R. ZOrlelg 1 i 8 — � a E I _`` z PAWING S1ALLS i O _ i 5'.las' g■_ - i la1=1==l i i e ,,,,, 4 - j _ 9 P STALLS Y i 9 1111EMp I ' &Pk( i 0 ' I MI ASPHALT ASPPALT � . PAVING SOUND WALL '0' 9Q YARD C N .. SETBACK AND m■ LANDSCAPE BUFFER C il y 1G SIX a R.12 Zal•Rg y _ J CL Te title b a revision to I C Leak Indicated In di pedals -� r �� �/� i ammittab and reviewed under �� /��Q ` E �.••� • • Gty of Turd SDR 2011,•00011 W1 �. � • •''' � � ac ♦ �♦ ♦ ... ♦ � Om �� ;� STALL ♦�♦ �.�... — 1 le d5 Ke O +i.•.........ct 1 Site Plan ElmtfrTgauldrp - . ❖: ❖ ❖. • . ` • `ptr.'"�:`•••!'. ° •••••••••••••••••••••••••••:•:' : • ❑ A � B 1 .. . ' ∎ iiii • •iiiiiiiii�i�� ;;;i�; ;';:;:;';'; ; ;:;';'; ;'; :;:;:w r = 40' • ... ... • ........... �.. . .. . . . . .. . . . .. . . . . . . . . .. . . r ' : ❖. ❖. l• • • • `�•�• • C gs E • V ° ; (0 C ADRERE STAND PRECAST CONCRETE : L .. 1' • : • : : :': : : :� „ r ; CONSTRUCTION WELL STAND MTP Q YRYaLa]••••• • • :• ;''' �... •• L +• ® m ! a Ap1E5EN. VEEP POLES •. . • o f .. *. ► >.... ' . . . ♦ ... � « o 5n' CONCRETE mENrv atrALK �• i ; :::::: : :: : ::;:;:;:;:;:; :; :; :;:::;:; :; :::;:;e; �.• ♦.....♦ i 1.� e E V • E EIElFr FOP I I �� �• . ; . t s t.❖ ❖ ❖•� to `o Laamc ®CYCAE PR[cASr l I , '... • . • .•.•. • •>t Win.. ........ : ♦ q N I ta NC. . { :.. • :•:•:• :• :•:•:• :• :• :•:•. ............ .i ' . ..•. • h PRECAST coNCRE¢ STOP I I I • .•..•.•. : ti.. . ❖ �.�� i u • PRECAST STAND g I I • • � .a. : : ♦. �.., y .; ;. , •A.... v'v r * rti b el r PANTED e r • EL .4"Q —� ' 4 • A �. i tr. •i r PANTED .. 'T •” •• • • AGO 1 , •...•: T.. ♦.•.... 4 , a . & A ,•• - m 5N CONCRETE : i BETWEENS I 1 TrR�E . ❖ � •�i.� r "? . • 1� . e V ' ' * ∎•14'1 •. • . • • • • ♦ • ♦ • ♦ • • • • • • ♦ .* _ - - 1 SDEruK STALLS 1 1 r r } IS 5' 1 V Y REAR YARD UK\ r • i ACIIS9BLE AN STUI g4.5 Zan'vIg Ca APIMPI C/ 1.• STALL be II..: 1204 O BICYCLE STALL O A CCESSIBLE lo• STALL DETAIL PLAN %MY. l �z• - 1•_0' A2 ShnONs A B U F R E S D • 1 t6-14P,22042 12.10 Vl 28-0' I T4 1/2' + 2Q -10 1!l I' 20-r i C M RE C DE E (iE a , LI Ei a 1! ? 0 5 2012 r !�q C T cO a E2 (6) CITY OF TIGARD 217.lo 1? BUILDING DIVISION S.22 lie • , E3 (4) I) IS � ' EI 8 3 64 IC ° , f p s + In p 4 —a m F2 (5) A I p R a / ./—"9 • ti i ' Fei -..rn . In D1 CA D _ ® FDRAG .. X : m a 0 C T N mm N • r X ^ rn 0) YI o v c m IS Copyright CompuTrus Inc. 2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS JT SMTH ' 05/23/12 PLACEMENT USSS CALLCULATONS TO PROJECT TITLE: REVISION - DRAV FOR ALL FURTHER INFORMATION. ER/EN GIN EEROF RECORD BUILDING GN T pa ciinik um er JT SMITH - BROWNSTONE DESIGNER/ENGINEER OF RESPONSIBLE FOR ALL NON -TRUSS PLAN.: DRAWN BY: REVISION - TO TRUSS CONNECTIONS. BUILDING D ESIGNER/ENGINEER OF RECORD TO & TRUSS BROWNSTONE AT TdAk■G61O551NG I BLDG 6 REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCA SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.08 - 1' All designs are property of - Pacific Lumber and Truss. All designs are null and void if not fabricated by - Pacific Lumber and Truss. CompuTrus. 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). EO PROF ` S 0 WASfi , r 'P • OREGON k° - �'•' 1411) ° gER 6 • w . / .. • T T R. C A, ADNAL I EXPIRES 12/31/13, [ EXPIRES 6110/13 LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' TC: 2x4 DF gi&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 418BTR SPACED 24.0' O.C. -a TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD . 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C113,CN16 (or no prefix) = CompuTrus, Inc M -1x2 or equal typical at stud verticals. M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11 -06 11 -06 T T 1' 12 12 6.00 M 3 - 1 6.00 i-i °rr ' E`r o ° M- 3x6(S) M -2.5x4 M -2.5x4 7 -10 -03 15 -01 -13 1-04-08 23 -00 1 -04 -08 JOB NAME: BROWNSTONE AT THE CROSSING - AGE Scale: 0.3559 .� �' w � N 1V i/ . t ��EOPR O FFs r s, 5 0 WARNINGS: GENERAL NOTES. unless contractor b otherwise noted: ` • �' O • \ 4 ` • 1. Builder end erection coactor should be advised of as General Notes 1. Tauss design is adequate tor the design parameters at own. Review . �� c'. 1 IQ (.4' Truss ' : AGE end a on Warnings before construction commences. end approval a the resportsitlaty of the bulkarg designer. not the , I : - � x 1 , / 1 V . 1 •'t 77: 2. 2x4 compassion web bracing mad be installed where shown .. suss Assigner a arms engineer •?. 3. All efarel torte resisting ebmanls such as tem and pemamm 2. Design assumes the top and botktm drools to be laterally braced at - 1;1 ` j ' DES. BY: LA stabm M bracing continuous brad must be designed by designer of complete structure. sheathing o.c end st 1a in respect's* scab ea plywood ea es braced aheathi r throughout are (TC) anger d l ). //'�;�; - - , DATE: 5/23/2012 compuTns assumes ssues no responsibility for such bracing. 3. 2s Impact bridging or lateral bracing required where shown .. { { ,...•& 0R' t • N 4. No bad should be applied to any component until after all bracing and 4. Installation of buss Is the responsibility of respective contractor. . . !• J,_ J SEQ.: 5192561 batmen are complete and at no time should any bads greater than 5. Design assures trusses ere to be used Inc mnconosNe environment. 24243 • C - 0 - eJ ♦7 TRANS ID: 339845 design beds be epplal to any component end oA for 'dry oenddlorh' of baba. q 2 6 . 1 5. CompuTrus lm m control over and sssumss m resporsibllty for the e. Design assumes furl bearing at as auppods snawn. Shim m wedge if ... 'F' i . • -9 _ - - . fabrication, handling. sNpnent and installation of components. 7 Design u,e adequate drainage Is provided. O + �1 J G "7'4. J OH B. The design is banished subject to the lineations set forth by B. Plates shag be bested on both faces of truss. and placed so their center I IIIIII VIII VIII VIII VIII Il l will II n IIII TPUWTCA In SCSI. copies of which wig be furnished ed aeon request time oolnrlde with joint center time. 9. / �Z a Sf ONAL , Si 2 3/ II Digits Indicate size of m es. In Inch S' ,- con CompuTrus, Inc. Software 7.6.2(1L) -E 16 ands , nectoE design �eseeESR252e(Car�dTrra) ,j EXPIRES 6/30/13 • EXPIRES l g / 3 I IIIIIIIIIIIIIII This design prepared from coputer input by _ I' , . PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 23'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF PI&BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 39 2- 8 =( -502) 1422 3- 8 =( -329) 206 BC: 2x4 OF N1&BTR SPACED 24.0 O.C. 2- 3 =( -1669) 641 8- 9 =( -343) 942 8- 4 =( -91) 578 = c WEBS: 2x4 DF STAND 3. 4 =( -1494) 502 9- 6 =( -502) 1422 4- 9 =( -91) 578 LOADING 4. 5=(-1495) 502 9- 5= (.329) 208 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8 =( - 641 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7 =( .50) 39 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.5' 18.5' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRO REQUIRED BAG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -166/ 1100V -139/ 139H 5.50' 1.78 DF ( 825) Y,M2OHS,UIBHS,M16 = MiTek YT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 23'- 0.0' -188/ 1100V -139/ 139H 5,50' 1.78 DF ( 825) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.054' @ 15'- 1.8' Allowed = 1.104' MAX TL CREEP DEFL = - 0.113' @ 15'- 1.8' Allowed = 1.472' MAX LL DEFL = 0.007' @ 24'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ 24'- 4.5' Allowed = 0.183' MAX HORIZ. LL DEFL = 0.022' @ 22'- 8.5' 11 - 11 - MAX HORIZ. TL DEFL = 0.035' @ 22'- 8.5' 1' '( '( Design conforms to main windforce - resisting 6 - - 5 - - 5 - - 6 - - system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4,2,BCDL =6.0, ASCE 7.05, 12 1 2 Enclosed, Cat.2, Exp.B, YWFRS, 6.00 M - 4X6 Q 8.00 interior zone, load duration factor =1.8 4.0' 4 .f--( JL4 ' M -1.5x4 M -1.5x4 �Y'0 PROF�css C . e OR N Q , .., ° , e• .:,. ..,.... ° M -4x4 a 0.25° M-2.5x4 =M- 4x O '. -47‘, ' ' � 26 . 1� �,r V = ' M- 5x6(S) 6 A. JOVk 5/ ?3/i2.' y 7-10-03 y 7 -03 -11 l 7 -10 -03 y EXPIRES 6130113 ; l l J. 1-04-08 23 -00 1 -04 -08 , '�� p`' �N Zmor 11\ JOB NAME: BROWNSTONE AT THE CROSSING - Al S ca l e: 0.2819 ft�( 1101 0 � 1, • WARNINGS: GENERAL NOTES. unless ot erwbenoted: ' ' V f -� x - 1. Bulkier and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review � Truss: Al wed Warnings before constitution com,mnces. and approval the responslbily of the edmn g designer. not the / „'''� ' trues designer or bun engineer. •' . : u 2. as compression web awing must bs metaled whore shown .. ; 3. AS lateral forty resistin 'dements web as rerngraery end perry ®hem 2. Design assumes the top and bottom chords to be laterally braced at d( - } z o.e. and at 1a' o.e. respectively unless braced throughout Muirtenhpth by DES. BY: LA stability tracing nxmt be designed by designer of complete sbuctrra. continuous sheathing ng such plywood sheathing4) end/or drywe C). a rr DATE: 5/23/2012 CompuTrus assumes no responsibity for wad badre. s. 2s Impact aldging or biters! bracing required where shown .. q R 24243 4. No bad Shoup be applied to ary ccomponent until after all bracing and 4. I n of truss Is the reeponsibiety of the respective contractor. : O r1S1 � SEQ.: 5192562 fasteners am complete and m no time sown any roam greeter than S. Design aeaumma Oman era to be used In a non coneshe enrlronrrenL ,c,,, design loam be applied to any component and are for 'dry conaton' of use. ; ' i �S ONAL h TRANS ID: 339845 5. CompuTrus has no control over and assumes no responsibility for core e e . Design gnes fug bearing at ell supports If I shown. Shim or wedge >� fabrication. handling, shipment andIrsteaationofcomponents. 7. D ° anmaadegate drainageiprovided. 5 23.//2 ` : r - ALL= S. This design is furnished subject to the limitations net forth by 8. Plates shall be located on both faces of cum. and placed no their center 111111 VIII VIII III VIII VIII 11111 II� IIII TPIIVYrCA b SCSI. Coplee of which wig be furnished upon request 9. Digits coindde with Indicate Joint Sin In In ' Jlr CompuTrus, Inc. Software 7.6.2(1 L }E 10. For basic connector to de n values see ESR -2529 (CompuTrus) IIIIIIIIIIIIIII •o 4 This design prepared from coaputer input by PACIFIC LUMBER -BC J LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF 118BTR; LOAD DURATION INCREASE = 1.15 1 -12 =( -1004) 828 1- 9 =( -855) 1978 3- 9 =( -229) 348 2x6 OF SS T1 SPACED 24.0 O.C. 1- 3 =( -1632) 987 9.10=( -537) 1012 9- 4 =( -244) 454 _, BC: 2x4 DF 016BTR 2- 4 =( 0) 0 10- 6 =( -609) 1424 4 -10 =( -8) 511 WEBS: 2x4 DF STAND LOADING 3- 4=( -1450) 861 10- 5.( -258) 125 LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5 =( -1503) 892 TC LATERAL SUPPORT <u 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( -1694 770 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 7 =( -50) 39 NOTE: 2x4 BRACING AT 24.00 UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL TOP CHORD AREAS NOT SHEATHED $ LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRO AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) -- ------------------------- - - - - -- BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 0'- 0.0' -890/ 391V -252/ 309H 143.50' 0.83 DF ( 825) OVERHANGS: 0.0' 18.5' AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 11'- 11.5' -8/ 727V -228/ 347H 149.50' 1.18 DF ( 825) 34'- 6.0' -240/ 1111V -236/ 119H 5.50' 1.78 DF ( 625) Gable end truss on continuous bearing wall. M -1.5x4 or equal at non - structural M - 1x3 or equal typical at stud verticals. VERTICAL DEFLECTION LIMITS: LL =LI240, TL =L /180 vertical members (uon). Refer to CompuTrus gable end detail for MAX LL DEFL . 0.057' @ 19'. 4.2' Allowed = 1.104' Connector plate prefix designators: Complete specifications. MAX TL CREEP DEFL = - 0.108' @ 28'- 7.8' Allowed = 1.472' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.138' M,M2OHS,M18HS,M16 = MSTek MT series MAX TL DEFL = 0.007' @ 35'- 10.5' Allowed = 0.183' TRUSS NOT SYMMETRICAL. MAX HORIZ. LL DEFL = - 0.027' @ 34'- 0.5' ORIENTATION AS SHOWN. MAX HORIZ. TL DEFL = 0.036' @ 34'- 0.5' Design conforms to main windforce- resisting system and components and cladding criteria. 1 04 - T 34 - f Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7.05, 22 5 - 7 - 09 - 06 Enclosed, Cat.2, Exp.B, MWFRS, f f interior zone, load duration factor =1.6 18-07-08 5 -09 5.05 -12 1 6 -00 -04 q 1' T 1' 1' 12 =M-4x4+ 12 6.0017 -1 6.00 M -5x6 M- 3x4 +(s.,4. co PROF M-3x6(S) �j s/ M -1.5x4 to !�, . ft " v , i 1 \- i - /A*hliii4tiiiim%00.__ meMo OR! e•N q , o M -3x4 8 9 0.25' M- 2 1 0 5x4 =M- 4x4 c / � A. JOV% 5/23//Z M -3x4+ M- 5x6(S) y y y - EXPIRES 6/30/13 _ 19 -04 -03 7 -03 -11 7 -10 -03 1 -04 -08 34 -06 1-04-08 � JOHN: JOB NAME* BROWNSTONE AT THE CROSSING - B GE Scale: 0.1900 .v. � � �'�?' " .% i WARNINGS: GENERAL NOTES, unlaes odrerwlse noted: ' - 1. Builder and erection contractor should be advised of a8 General Notes 1. This truss design is adequate for tine design parameters shown. Review I ;t • t Truss: B GE and Warnings before construction commences. and approval is the responsltakers) ty of the bdtm designer. not the ''i.:'; e 2. b4 compression web bradng must be Installed where shown .. truss designer or suss engineer. p /a ,.- 3. AO latersi lorca misting atemenb such es tertWaery end Mina's. 2 Design assumes the fop and bottom tends to be laterally braced at ‘it • i µ , -?- - 7 o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: LA stability bradng met be designed by designer of complete structure. continuous sheathing such as plywood s eesdng(rc) and/or dy aB(BC). 24243 `" DATE : 5/23/2012 CompuTrns assumes no responsibisty for such bracing. 3. 2s Impact bridging or lateral bradng required where shown . * ' P R 4. No load should be applied to any component until alter all bracing and 4. I n of truss b the responsibility of the respective contractor. 1 O IST � { SEQ.: 5192563 fasteners are complete and at no lime should any loads greeter than 5. Design assumes tomes are to be used In a non - corrosive environment design bads be applied to any component. end ere for - dry condltbn of We. TRANS ID: 339845 5. CompuTrus has no control over end assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge If C 4. S IONAL - fabrication, handling, shipment and installation of corrwonents. 7. Design assumes adequate drainage a provi S 13/1/ ' .. v Ale - 6. This design is famished subject to the timdtations set forth by 8. Plates shag be located on both faces of buss. and pieced eo their center 1111111 10E 1111 III Ili III III IIII TPWyfCA in SCSI copies of which rte be furnished upon request 9. Digits s ize o plae In inches (Weir). ..- _ CompuTrus, Inc. Software 7.8.2(1 L)-Z 10. For basic connector date values see ESR •2528 (CompuTrus) IIIIIIIIIIIIIII ss This design prepared from cotgputer input by PACIFIC LUMBER -BC ° LUMBER SPECIFICATIONS - TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF f18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( .50) 39 2 -10 =( -725) 2380 3 -10 =( -258) 143 BC: 2x4 DF 818BTR SPACED 24.0 O.C. 2- 3=( -2786) 902 10.11= ( -632) 2009 10- 4 =( 0) 478 -1 WEBS: 2x4 OF STAND 3- 4 =( -2549) 736 11.12= (•632) 2009 4 -11=( -883) 222 LOADING 4- 5 =( -1813) 800 12- 8= (•725) 2380 11- 5 =( -229) 1244 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -1813) 600 11- 6 =( -883) 222 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 7= (•2549) 736 6.12 =( 0) 478 TOTAL LOAD = 42.0 PSF 7- 8 =( -2788) 902 12- 7 =( -258) 143 OVERHANGS: 16.5' 16.5' 8- 9 =( -50) 39 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. C,CN,C18,CN18 (or no prefix) = CompuTrua, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M18 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 0'• 0.0' -233/ 1644V -198/ 198H 5.50' 2.83 OF ( 825) 34'- 8.0' -233/ 1644V -198/ 196H 5.50' 2.63 OF ( 825) VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 MAX LL DEFL = 0.007' @ .1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.139' @ 17'- 3.0' Allowed = 1.679' MAX TL CREEP DEFL = - 0.280' @ 17'- 3.0• Allowed = 2.239' MAX LL DEFL = 0.007' @ 35'- 10.5• Allowed = 0.138' MAX TL DEFL = 0.007' @ 35'• 10.5' Allowed = 0.183' MAX HORIZ. LL DEFL = 0.060' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5' 17 -03 17 -03 Design conforms to main windforce- resisting ( system and components and cladding criteria. 6 -01 -05 5 -06 -13 5 -06 -13 5 -06 -13 5 -06 -13 6 -01 -05 1 T '( T '1' T 1' Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 12 12 Enclosed, Cat.2, Exp.B, MWFRS, 6.00 17 M -4x6 Q 6.00 interior zone, load duration factor =1.6 4.0° 5 45( M- 5x6(S) M- 5x6(S) 0.25° 0.25° ��� =D PROFFS s, , M -1.5x4 .M-1.5x4 c - G1NF o ? to ece OR's ON co _ ° co 4 , ' 1 : 3 0- 26. ° • , ' o 10 ee 12 r7 6 M - 3x8 M -2.5x4 1).25° M -2.5x4 M -3x8 `' c - 4 - JOH 5123/ii M- 5x8(S) 1 /' y /. 1' EXPIRES 6/30/13 - 8 -10 -12 8 -04 -04 8 -04 -04 8 -10 -12 1 34 -06 1 -04. 8 P' JOIE* , JOB NAME: BROWNSTONE AT THE CROSSING - 61 T o Scale: 0.1900 '. .7 t 7A " WARNINGS: GENERAL NOTES, unless otherwise noted: ' ,V / " t. le. x ', 1. Builder and erection contractor should be advised of all General Notes 1. TNs truss th uss design le adequate for the design parameters shown. Review - ii it . • and Warnings before construction commences. and approval is the responsitltty of the building designer, not the � . t. - -s Truss: B 1 co 2. 204 compression web bracing must be Installed where shown •. Om designer or trues engineer , 3. All lateral force resisting elements such m temporary and na pemnent 2. Design assumes the top and bottom chords to be rougho braced et � ) f! '} A 7 c.c. and et 10' .c. reapectirey ode=s braced throughout their braced W DES. BY: LA stability tracing mist be designed by designer of complete stru continuous structure. continuo sheaf o l4 such as plywood sheaths g(g) and/or drywall c). m DATE : 5/23/2012 ComhpuTne assumes no resporeidety for !mow! trld r such bracing. 3. 2x 1rtglg or lateral bredng required where shown • e 2 e2a3 4. No road aloud be applied to any component until after all bracing and 4. Ins Ion of tubs is the responsiatiy of the respective contractor. ' ? O R t+l51siks° SEQ. : 5192564 fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used In a non - corrosive environment design bads be applied to any component end ore for "dry condlaon' of use. TRANS ID: 339845 5. CompuTns has no control and ntrol over a assumes no responsibility for the a. Design essumee MI beams at ail supports shawl,. Shim or "V if . S !ONAL • fabrication, handling. shipment endlnstattationofcom�ts. 7. umesadequate drainage lepovWed. 5 2/li , ` G. TN limitations es, S design b furnished subject to the limitatio set forth by e. Plates shall be located on both faces of tru and placed so their center 1 ~ TPwvrcA in SCSI, ropes of which will be furnished upon request CompuTrus, Inc. Software 7.6.2(1 L }E lees coincide with Joint center lees. dee I III�I IIIII 111111101111111111111111111 IIII g a For be indicate 111, E Rte n valu k) EXPIRES M 3 `` `` 10. ... For best R -1311, d es see ESR-2529 (CompuTns) IIIIIIIIIIIIIII •1 . This design prepared, covuter input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 34'- 8.0' IRC 2009 MAX MEMBER FORCES 4WR /GOF /Cq =1.00 TC: 2x4 DF e18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 99 2- 9 =( -732) 2381 3- 9 =( -258) 143 BC: 2x4 OF p1GBTR SPACED 24.0' O.C. 2- 3 =( -2787) 911 9 -10 =( -640) 2010 9- 4 =( 0) 478 WEBS: 2x4 OF STAND 3- 4 =( -2550) 745 10.11= (•647) 2011 4 -10= (•683) 222 LOADING 4- 5= (•1814) 809 11- 8 =( -775) 2385 10- 5 =( -235) 1244 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -1813) 808 10- 6 =( -684) 231 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 7 =( -2552 769 6 -11 =( -15) 479 TOTAL LOAD = 42.0 PSF 7. 8 =( -2790) 944 11- 7 =( -282) 178 OVERHANGS: 18.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE •• For hanger specs. - See approved plans LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA tor plate prefix designators: TOP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connec gTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. P 0'- 0.0' -234/ 1848V -198/ 182H 5.50' 2.84 OF ( 625) C,nn,co Cp (or = orspuTrus, Inc !nc or eft prefix) AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 34'- 6.0' -199/ 1556V -198/ 182H 5.50• 2.49 DF ( 625) M,M2OHS,M18HS,M18 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL =L/240, TL =L /180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.139' @ 17'• 3.0' Allowed = 1.879' MAX TL CREEP DEFL = - 0.280' @ 17'- 3.0' Allowed = 2.239' MAX HORIZ. LL DEFL = 0.080' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5' Design conforms to main windforce- resisting 17 -03 17 -03 system and components and cladding criteria. 6 -01 -05 5.08 -13 5 -06 -13 5 -06 -13 5 -06 -13 6 -01 -05 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =8.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.6 12 12 6.00 I. M - 4x6 Q 6.00 4 .0' 5 .f"( M-5x6(S) 0.25' M -2.5x4 fir• ��,?, PROFFssi M -1.5x4 11,11-1.5x4 , 4,GtNF oy i ' :: OR,j 0 \ / 0 ' M -3x8 M -2 10 M- 2 M -3x8 G / � A• JO \A � G/23/i7, 0.25' M- 5x8(S) 1 ), ), 1 ), EXPIRE S 6/30113 _ 8 -10 -12 8 -04 -04 8 -04 -04 8 -10 -12 1 -04 -08 34 -06 t JOB NAME: BROWNSTONE AT THE CROSSING - B2 Scale: 0.1994 . 1 0 \ . . 1 , ` l' WARMNGS: GENERAL NOTES. unless otherwise noted: '' � / 2' . ? 1. Builder and erection contractor should be advised of all General Notes 1. This fuss design Is adequate for the design parameters shown. Review e Warnings before construction commences. am approval a responsibility the responsibility of the building designer, not the r . :si 1'wi Truss: B 2 m 2. a4 compression web bracing soar be installed where shown +. uses n aigrrer o to s o top and of y i. , . 3. Act lateral force resisting elements such as temporary and permanent 2. Design assumes the tap arW,,odor., drords to be latsrelly braced eh ;' ./1' l 41 ' , : r z u.c. and ed d, o such y d ee me= d W ao thd gth ). DES. BY: LA stability tx must .nr be designed by designer of orrrdate structure. contlnuaa sheathing eosin tie p p lyw0000d snaawng(r arWlor dryw < 24243 ` DATE: 5/23/2012- CompuTnn assumes no respdrwmiy w for such brag. 3. Zr Impact bridging or lateral bredng required where shown • • 4. No m after [waning r aad should be applied to any component until aacing end 4. Installation of tuna Is the responsibility =tractor. of the respective R +tS1ER� SEQ.: 5192565 fasteners are complete and at no tine should any loads greater than 5. Design eeeramee trusses ere to be used Inc non-corronive environment. and ere for dry corndlUOn of uses r. TRANS ID: 339845 s. T� n pp cco ' nti 1 any component a no responsibility for the O. Design assumes full bearing at as supports shown. Shim or wedge If r q r i• . S1 ONAL _ fabrication. handling. sNpmem and installation of components. 7. n aumes adequate drainage mprwbled. 7 7 / �Z Y .. e. This design is furnished subject to the Imitations net forth by B. Plates shaft be located on both fades of truss, and placed so their center j TPIIWTCA in BCSI, codes of which wan be furnished upon request Ines coincide with joint center anal. !� , l 3 IIIII IIIII IIIII IIIII IIIII IIIIIIII III II For s i cc otasueo gets he in Inches. CompuTrus, Inc. Sollware 7.8.2(1 L }E 70 ' and/or EBR- 13 r R Telmr)ee see ESR-2529 (CorrpuTrue) EXPIRES IIIIIIIIIIIIIII r) .° This PACIFIC LUM design BER prepa -BC red from com$uter i by - LUMBER SPECIFICATIONS TRUSS SPAN 34'- 6.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF/Cq =1.00 TC: 2x4 DF 1,188TR LOAD DURATION INCREASE = 1.15 1- 2 =( -2791) 953 1- 8 =( -782) 2385 2. 8 =( -281) 178 BC: 2x4 DF N18BTR SPACED 24.0' 0.C. 2. 3 =( -2553) 778 8- 9 =( -654) 2012 8- 3 =( -14) 479 =, WEBS: 2x4 DF STAND 9. 4 =( -1814) 817 9 -10 =( -854) 2012 3. 9 =(•684 231 LOADING 4. 5.(-1814) 817 10- 7 =( -782) 2388 9- 4 =( -242) 12 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 8 =( -255 778 9- 5 =( -684) 231 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 7 =( -2791) 953 5 -10 =( 14 479 TOTAL LOAD = 42.0 PSF 10- 8=( -281) 178 •. For hanger specs. - See approved plans Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA P 9 LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrue, Inc 0'- 0.0' 200/ 1558V 182/ 182H 5.50' 2.49 DF ( 625) Y,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 34'- 8.0' -200/ 1558V -182/ 182H 5.50' 2.49 DF ( 825) AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.139' @ 17' 3.0' Allowed = 1.679' MAX TL CREEP DEFL = - 0.281' @ 17'- 3.0' Allowed = 2.239' MAX HORIZ. LL DEFL = 0.080' @ 34'- 0.5' MAX HORIZ. TL DEFL = 0.094' @ 34'- 0.5' Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =25ft, TCOL= 4.2,BCDL =6.0, ASCE 7 -05, 17 -03 17-03 Enclosed, o zone, ad =1.6 T 6 -01 -05 5 -06 -13 5 -06 -13 5 -06 -13 5 -06 -13 6 -01 -05 12 M -4x 12 6.00 a 6.00 4.0° 4 shy M -2.5x4 M -2.5x4 •�� PROF�ss M 1.5x4 M•1.5x4 ��\�. ��a G1NFF • .O,y ■ \ . Er; / tv3 .... VQR 'Nco CD c .�.. e 9 ( 10 •n / 5 © M -3x8 M -2.5x4 0.25° M -2.5x4 M -3x8 0 _ o A. JOH 5/23/2 M- 5x8(S) 1 /, y y /. EXPIRES 6/30113 8 -10 -12 8-04-04 8-04-04 8 -10 -12 y 1. - . 34 -06 P. j O.1jN r' JOB NAME* BROWNSTONE AT THE CROSSING - B3 Scale: 0.1885 , v 4 r 0�. WARNINGS: GENERAL NOTES. unless otherwise noted: e t / ? 9 . j . 1. Bultler end erection contractor sho l be advised of al is General Notes 1. This Muss design adequate for the Review h design parameters rown. R - it • p.. Truss • B3 and before an iters csNrNoh � is O n and approval re resporWbmy of the brdtang designs. the k. • 2. 2x4 comess on web bracing must be Installed where shown •. truss designer or truss engineer. pr .; 2 % p1 3. All lateral face resisting elements such as temporary and Femmes!" 2. Design assumes the fop and bottom ordS to be Wert* braced at 40.',17 ' d z o.c. and at es. respecsvey U111053 braced throughout their lengt by DES. BY: LA stedey bracing mist be designed by designer of complete structure. co m m .. ?gumming such .94,..,..d eheatldr0(TC) ar Nor drywag(ec). G 24243 DATE: 5/23/2012 CorrpuTno assumes no resporMNity for such Isadng. 3. 2x Immppaad bridging or lateral bracing required where shown • �( 4. No bad should be applied to any component until after all bracing and 4. Ins of Nos is the responnitltty of the respective contractor. '` O 41 4b ST t,G" � S E Q .: 5192566 fastener are complete and et no time should any bads greater than 5. Design assumes Musses are t be aced in a non- corresie eov mm irone �^ design loads be applied to any component. and are for - dry condition' of use. .. V TRANS ID: 339845 5. CompuTnm has no control over and assumes no resp000lbUy for the 6. Des assumes Na beadng m as supports s Salm or wedge II [ 2 i• IONAL nry. fabrication. handling, Moment and components. m pr atlon of components. 7. Design assume adequate drainage is ovided. J I / 1 : , IiI� _ 6. TN5 design is furnished sub)ect to the Imitations ef sat fforth by 8. Plates shag be located fpaoos both h faces of trues, and placed so their center ®�v � I VIII VIII Ill VIII 11111 VIII I IIII TPIIVYTCA In BCSI copies of vddch will to furnished upon request. D ud ar 1371z h E f pia BSS Wyk) ... II I� 9. liens Indicate size of center in hKihes CompuTrus, Inc. Software 7.6.2(1 L )-E 10. For basic connector n values see ESR -2529 (CompuTnm) IIIIIIIIIIIIIl If •r .... • , LUMBER SPECIFICATIONS TRUSS SPAN 38'- 5.5' TC: 2x4 DF NIQBTR LOAD DURATION INCREASE = 1.15 ICOND. 2: 2325.00 LBS DRAG LOAD. 1 BC: 2x4 OF N16BTR SPACED 24.0' O.C. WEBS: 2x4 DF STAND; 2x4 DF It1&BTR A LOADING Note: Design assumes uniform loading of LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF drag load across entire top chord. Connection TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD . 10.0 PSF to roof diaphragm and shear wall by others. BC LATERAL SUPPORT <= 12'0C. VON. TOTAL LOAD = 42.0 PSF N -1.5x4 or equal at non - structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous vertical members (uon). REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. bearing wall for entire span UON. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. M,M2OHS,M18HS,M1B = MiTek MT series Web braces shown ( +) may be applied to either side of web at location shown. 14 -10 4 -00 17.07 -08 T 7 -05 7 -05 4 -00 5 -11 -01 5 -11 -01 5.09 -05 12 6.00 17 +2x4 web brace required. Laterally brace to roof diaphragm. M - 5x6 M - 3x8 M - 3x6 M - 1.5x4 5 8 7 -1 M -1.5x4 M -3x8 M -5x6 1 2 0 I- 0 +@ + +F + +I + +I A c. I-- 0 m 01 A 0 to 8 9 10 0.25' 11 12 13 1 M -1.5x4 M -3x6 M -1.5x4 M -3x6 M -3x6 M- 5x8(S) M -3x6 l 1 l ), y 7 -05 l 7 -01 -08 4 -05 -04 5 -09 -05 5 -07 -09 6 -00 -13 y l 36 -05 -08 ��tp PROpk- - JOB NAME: BROWNSTONE AT THE CROSSING - B DRAG Scale: 0.2353 P +� w� NN 117 ` , �� i�, 'o • 'a �►'�' p , rA WARNINGS: GENERAL NOTES, unless Mends. noted: -' 1. Builder and erection contractor should be advised of as General Notes 1. This truss design ts adequate for the design parameters shown. Review V. . I ` Q 1, + �,1 �� •' ( Truss: B DRAG and Wemh mhud ps before cobn commences. and approval is the responsibility of the building designer, not the J 2. Dud compression web baling mast be hm i installed where shown •. t� designer or buss engineer. i I ; u • C • N 3. All lateral force reststlng elamanls such es temporary end pemansnl 2. Design assumes the top and Dolma chords to be laterally braced at ,, �R 7 o.s. end at 10• o. .1, as Plyc. respectively unless braced throughout their1�trpth by e y, DES. BY : LA stalamud ty bradrg m be designed by designer of complete acanon.. canon.. . canon sheathing .1, wood aheathirq(TC) and/or drywd(BC). b '. - Q G� � . 1 `Z DATE: 5/23/2012 Cornwallis assumes no responsibility for such badng. 1. 2s Impact GNping or lateral bredrg required where shown . • ► i / - 9G 26 - SEQ.: 5192567 V ; 4. No load should be copied to any component until alter e8 bradrg end 4. Installation of buss Is the resporW tllty of the respective contractor. -i _ I lmoron; pl are comete end at no lime should any bads greater nan 5. Design assumes busses ea to be used N a non corrosive environment, C 24243 / O 4 ..1O� N � design loads be tippled to any component. component. and ere for condition' of use. r TRANS ID: 339845 5. compaTns has ho control over and assumes no responsibility the 9. n assumes full bearing all supports shown. Shim or wedge it l w 0 R4b� c EO Sit 3 / r� labs design Is fu is hedd subject t w o the Imitations set of components. 8. Pl shal be adequate faces ts of Miss,, an 8. and placed no their center ° ,. ' S • 1 `:��y EXPIRES 6/30113 T PIIYVICA In SCSI, copies of which will be Nabbed upon request Comp uTrus, Inc. Software 7.8.2(1 L }E an ss coincide with prim center nee. 9. nenter I / IZ i ONAL EP M11111111101111111 IM11111111101111111 IIIIIM11111111101111111 and/or E 9a d . 10. For basic tonneau d n values see ESR -2529 (CornpuTrus) EXPIRES • IIIIIIIIilll111 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 8.5' TC: 2x4 DF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 0189TR SPACED 24.0' O.C. -, TC LATERAL SUPPORT <= 12'OC. UDN. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall VON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M -1x2 or equal typical at stud verticals. M,M2OHS,M18HS,M18 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6.0017 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. cm N O a Cr) C o ■ iiiiiiiiiiiiiiii∎ � v PR - -, M -2.5x4 6-c? G1N6- O , ct- i t k I i V . i ,_. 1, , OR'� � .., G ' r - -, ; r y 1 l �� �q. JON S /2 3 l 1 -04 -08 7 -08 -08 EXPIRES 6/30113 . 2 ... b. bbd at 00. reapea JOB NAME" BROWNSTONE AT THE CROSSING - C GE Scale: 0.8489 � � a ct r •! O O ,. WARNINGS: GENERAL NOTES, unless otherwise noted: '� I T 1. inkier aM oodon contractor should be advised of as General Notes 1. This truss design Is adequate for the design peranotere shown. Review , T r u S s : C G E and Warnings tlngs before coconstrution cortu ce n mns. and approval is the responeitlity of the b ilding designer, not Be % t_ ' 2 2 4 compression web bracing mst be IInstalled where shown •. truce dedpner or true t chords f %:y ; .. 1 3. As lateral force resisting elements aua as temporary and penrsuerrr 2 Design Assumes the top p and and bottom chords to be laterally braced at a ri � r pt. f dsa braced tbwgndlo their m by W DES. BY: LA Weigel tracing need be designed designer of cronrotam us structure. continuo sheeting m g such plywood sheathing(TC) and/or drywai(BC). t u DATE: 5/23/2012 CorrwTnr assumes mtl no resportdy for such bracing. 3. Zr Impact bridging or lateral bracing required where shown ++ tf, 2e +Jt��/V/t ^Q!�' 4. No hoed should be angled to any corrpromM until after an bracing and 4. Validation of truss is the responsitlity of the respective contractor. '' O � —wa 1 L� C� . SEQ.: 51 92568 fasteners are complete and at ne tire ign should any beds greater then 5. Des assumes b trusses are to be wed Inc nm environment, �corroslve environt, design bads be wend to any component. and are for "dry condition" of use. TRANS ID: 339845 • 5. CompuTrus has no control over end assumes no responsibility for the 9. Design assumes fun bearing at all rts wn suppo sho. shim m wedge It r n q '• 'i• , ` 70NAL _ necessa. ` fabrication, a m pr cation, handing, shipment and Installation of components. 7. Design s sumes adequate drainage ovided 5 y 7 / I Z . ''- "s'�i' ,s size B. This design is furnished subject to the irrigations sat forth by B. Plates shag be located eag oente dboth faces of muss, and placed so their center fines coincide with joint center Ines. IIII VIII VIII VIII VIII IIII IIII IIII IIII CO TM/MCA Inc. Software 77.6.2(1 L) -E upon request. 0• Digits bay Indicate n�ESR ai9 o lues see ESR -2529 (CompuTnm) ._ ... - mmiumacomil In inches. IIII11III11111 . This esign prepared from com,8uter input by ,.i . , 'e • - ' _ PACIFIC LUMBER -BC LUMBER 'SPECIFI TRUSS SPAN 7'• 8.5' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF 1(16BTR _ LOAD DURATION INCREASE = 1 :15 - 1 -2 =( -50) 39 2.4= (•101) 88 3 -4 =( -234) 195 ' BC: 2x4 OF.g16BTR - SPACED 24.0' O.C. • 2 -3 =( -148) 232 -r WEBS: 2x4 DF 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 BRG' REQUIRED BRG AREA BC LATERAL SUPPORT <= 12 UON. DL ON BOTTOM CHORD '= 10 :0 PSF - • LOCATIONS REACTIONS " REACTIONS SIZE • So.IN. (SPECIES) • • . TOTAL LOAD = 42.0 PSF 0'- 0.0' -85/ .- 441V •103/ 131H 5.50' 0.71 DF 825). OVERHANGS: 18.5' 0.0' - • 7'• 8.5' -41/ 309V -103/ 131H 3.50' 0.49 'DF ( 625) ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 • C,CN C18,CN18 (or no prefix) = CompuTrus, Inc. MAX IL DEFL = 0.007' @ -1''- 4,5' Allowed =. 0.138' M,M26HS,M18HS,M16,= MiTekM series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL DEFL = 0,007' @ •1'• 4.5' 'Allowed = 0.183' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.338' @ 4'- 2.9' Allowed = 0.512' MAX TC PANEL TL DEFL = - 0.385' @ 3'- 11.9' Allowed = 0.788' 7 -08 -08 T MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' ' 12 MAX HORIZ. TL DEFL = 0.001' 9 0'- 5.5' 6.00 M -1.5x4 This truss does not include any time dependent • - 1 deformation for long term loading (creep) in the total load deflection. The building designer J shall verify that this parameter fits with the )< intended use of this component, Design conforms,to mein windforce- resisting system•and components and cladding criteria. Wind: 110 mph, h =25th, TCDL =4,2,8C0L =6,0, ASCE 7.05, . Encl Cat.2 Exp.B, MWFRS, • interior zone, load duration factor =l,6 r- 0 N O O ol ��� PROFFss ° I P , �GIN � 0 w �, M - 2 .5x4 M -1.5x4 CA i V OR!e•N 1-04-08 7 -08 -08 - fl- - 5 /23 /1a EXPIRES 6/30113 . K.1011 JOB NAME: BROWNSTONE AT THE. CROSSING - Cl : �� a - Scale: 0.5488 ∎ `i V `I - t " WARNINGS: - GENERAL NOTES, urdass cowmen noted: r l n . 1. Bulbar and erection =tractor should be advised of all General Notes 1. This Ines design is adequate for the design parameters sshown. Review ' - / ../ T j " should end Warnings been construction commences. . and approval is the reepmen:ily of the buBmng designer, not the ._, Truss C 1 . 2. 2c4 compression web badrg met be Installed where shown .. buss dim or aces f-, .r te t 3. All lateral force resisting afenente such as terporely and permanent 2 Design assumes the top and bottom chords to be laterally braced at fir 1, / ' kr :::' DES. BY: LA ctehMty Graded mot be designed by designer of complete structure. 2 o.e and at 10• oz Such a respectively unitise Braced throughout their length by 24243 continuous sheaddng such as plywood sheathing(TC) end/or drywea(eC). c ' DATE 5/23/2012 CompuTne assumes no responsibility for such biasing. 3. 2r I bridging or lateral b + being 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. �^.w. SEQ.: 51 92569 fasteners sample* ee and at no time shout any loads greater than '5. Design are to to used In a non-corrosive environment , • / O R " rJ t � 'Wry condition' of uaa. TRANS ID: 339845 5. Cantina= l design T o� maraud component assumes n s o responsibety for the e. and i gun full bearing at at shown. suppoda sho Shim or wedge a v . ` S IG NAL _ Design assumes adequate drainage is > fabrication, lelhandlshipment ng. shipment and tre}BBetiOn 01 components. . �ovfded This design is furnished subject to the Bnde nt tiors set fo by B. fates slag be located on both boos of truss, an 5 23 / , i- . -, IL d paced ea their center - /1 / 7 PW TCA In SCSI. copes of whch MB be fu n ished upon request in Moms. CompuTr Inc. Software lines cdnrme with Johgnepmca0eenaserp EXPI _.._ RES f� i IIII1I1IIII�IIIII�III�VIIIII�II��II 9 SR 10. For basicconnetor d nvaluesseeESR,252e(Compurna) and/or EE 131 E SR -1988 Wald. • IIIIIIIIIIIIIII u This design prepared from comeuter input by PACIFIC LUMBER -BC ei w LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /C =1.00 TC: 2x4 DF ®16BTR LOAD DURATION INCREASE = 1.15 1.20( .50) 39 2.5 =( -34) 437 5.3 =( -89) 251 BC: 2x4 DF N16BTR SPACED 24.0' O.C. 2 -3 =( -574) 352 5.6 =( .37) 437 3.7 =( -510) 109 WEBS: 2x4 OF STAND; 3.4 =( -210) 239 8.7 =( -130) 437 7.4= (.183) 93 2x4 OF e16BTR 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' .93/ 595V -41/ 142H 5.50' 0.95 DF ( 825) OVERHANGS: 18.5' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 5.0' -44/ 135V -117/ 129H 67.00' 0.22 DF ( 825) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 13'- 0.0' -B2/ 481V -128/ 162H 87.00' 0.74 DF ( 826) M•1.5x4 or equal at non - structural vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL= LI240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Unbalanced live loads have been MAX LL DEFL = 0.007' @ - 4.5' Allowed = 0.138' considered for this design. MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX TL CREEP DEFL ..0.024' @ 8'. 9.3' Allowed = 0.484' Connector plate prefix designators: MAX TC PANEL LL DEFL = •0.029' @ 3' - 1.9' Allowed = 0.453' C,CN,C18,CN18 or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M18 = MiTek MT series 6 -11 6 -01 MAX HORIZ. LL DEFL = 0.004' @ 12'- 8.5' T f f MAX HORIZ. TL DEFL = 0.007' @ 12'- 8.5' 12 Design conforms to main windforce- resisting 6.00 17 M -1.5x4 system and components and cladding criteria. Wind: 110 mph, h =25f TCDL.4.2 =6.0, ASCE 7.05, 11 Enclosed, Cat.2 Exp.B, MWFRS, interior tone, load duration factor =1.6 M -2.5x4 � I Cr, o Co � PROFF �(D .,,N. F . Oy ` . c ` 1 I /��1 i ' iA, v r� _ -! ' • s B � OR�N � ° M -2.5x4 M -3x6 M- x6 ' 0 G - 26. e % . (j' y y y Provide Full Continuous Bearing di. A. ,JON` 5: ?3/17. 6 - 09 - 04 0 - 10 - 12 5 - 04 1 , y y EXPIRES 6130113 1-04-08 13 -00 . , p,. IO1y1V* . 1 J , w ►'n,',or, 0, -.. JOB NAME: BROWNSTONE AT THE CROSSING - C2 Scale: 0.3516 �� IP o WARNINGS: GENERAL NOTES, unless otherwise noted: "OP . I x 7 , 1. Bulkier end emotion contractor should be advised of al General Notes 1. This buss design b adequate for the design parameters shown. Review r/,t? , Truss: C 2 and Warnings before construction convtrences. am approval b dlx the resportly of the building designer, not the -Z17' A 2. 2s4 compression web awing must be installed where shown •. hass designer or truss engineer. y i,y 3. AD tetanal force resisting ewmenb such Be terrrporery and Permanent 2 Design assumes 1)rs cop and bottom trouts to be lateral?) braced at f fl X ? P ) • ,..../ z o.c. end at 10' o.a respectively unless braced throughout their length by DES. BY: LA stability bracing must be designed by designer of omelets structure. =gnu= olreatfdng such as plywood sheathing(TC) and/or drywal(BC). 24243 DATE: 5/23/2012 CompuTnm assumes no reapordmty for cud, bracing. 3. 2x Impact bridging or lateral bracing required where shown • • 4. No Had shoal be applied to any component until alter an bracing and 4. Installations of truss b the responsibility of the respective conbacmr. 04,, _ ;: SEQ. : 519257 0 fasteners ere complete and at no time should any wads greater than s. Melee assumes trusses are te he used Inc non environment. CS end ere for 'dry condition' of rive. design ward a no control o any component. and d ssn mes no responsibility for are e. Design as TRANS ID: 339845 5. CompuTrus hfONAL as no arn over assumes n0CB9sary sumes full bearing at al supports shown. Shim or wedge If r , ` :7 . -, fabrication. handing. shipment and installation of components. 7. Design assumes adequate drainage b provided. S 13 % i G S ` e. T is design b furnished out4ed to the Imitations set forth by e. rotates Mai ai be boated on both laces of tun, end placed so their center ' ,y. IIIZZIUEI AIRIII II IIIIn'' I IIIII 11111111111111111111 11111001111 TPIIVYTCA In BCSI codes of which will be furnished upon request a. Ines E ni eE joint BR,1 B to es n Indies. CompuTrus, Inc. Software 7.8.2(1 L )-E 10. Far bask connector d n values see ESR -2529 (CompuTrus) and/or • IIIIIIIIIIIIIII This design prepared Prom com input b - el PACIFIC LUMBER -BC ' LUMBER SPECIFICATIONS 12-10-08 GIRDER SUPPORTING 34 -08 -00 IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 OF #16BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2= (•8728) 940 1 -5 =( -854) 5858 5 -2 =( -352) 2976 7.4 =( -114) 82 BC: 2x6 OF SS 2-3=(-3628) 512 5- 6= (.842) 5758 2.6 =( -3048) 424 - WEBS: 2x4 DF STAND; LOADING 3.4 =( -184) 218 8 -7 =( -484) 2958 B -3 =( -5B4) 4874 2x4 OF g16BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0' TO 12'- 10.5' V 3-7=(-4476) 820 BC UNIF LL( 406.2)+DL( 298.2)= 702.5 PLF 0'- 0.0' TO 12'. 10.5' V TC LATERAL SUPPORT <= 12'0C. UON. BEARING MAX VERT MAX HORZ ERG REQUIRED SRO AREA BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -690/ 4998V -139/ 218H 5.50' 8.00 DF ( 825) Connector plate prefix designators: 12'- 10.5' -673/ 4871V -139/ 218H 5.50' 7.79 DF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 ( 2 ) complete trusses required. MAX LL DEFL = - 0.052' @ 4'- 9.3' Allowed = 0.598' Join together 2 ply with 16d Common nails staggered at MAX TL CREEP DEFL = - 0.124' @ 4'- 9.3' Allowed = 0.797' 9' oc throughout 2x4 top chords, 4' oc throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.013' @ 12'- 7.0' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.023' @ 12'- 7.0' +2x4 web brace required. Laterally brace to roof diaphragm. 4 - - 3.10 - 4 - - Design conforms to main windforce- resisting 1' T T 1' system and components and cladding criteria. 12 M - 1.5x4 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7.05, 6.00 -i Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factore1.8 t M -5x8 0 0 CI) M -3x8 0 CO 111111111116'44111 11116 co (? .O PROF6-6,,s C ? , �GiNFF. 2 . M -5x10 l „ 1 _1 0") -A1A-AddlillimMhb Mir mm ‘ ° 4 ° M -3x8 M -5x8 M -7x8 ' � vG 4 Y26. , ' ° . C7' y y y y G� JOV 5;23 /i, z. 4 -09 -05 3 -09 -01 4 -04 -01 ; y EXPIRES 6130!1 . 12 - WEDGE REQUIRED AT HEEL(S). p. w otj�, Jl* JOB NAME* BROWNSTONE AT THE CROSSING - C GIRD Scale: 0.3475 � � a il∎ i WARMNIis: GENERAL NOTES. unless otherwise noted: % r� t¢• s . 1. Builder and erection contractor should be advised of as General Notes 1. This tom design b adequate for the design parameters shown. Review + /� ' Truss: C GIRD and Wendngs before construction commences. and approval Is the responsibility of the treeing designer. not the ,:' .. ;. 2. 2x4 compression web bracing t be installed where shown .. designer or toes engineer. h is;. rus . 3. At lateral force resistin elements such as temporary and Permanent 2. Death assumes the top and bottom chords to be laterally braced at L( 71, 24243 �� J� S, DES. BY: LA etabilty bracing met be designed by designer of complete strustructure. c con nttln c. rhw et ue shea ee thing such as o.c such es p W Yw ood sheetldng(iCryodas braced (TC) a eMduo ler dry b wao(eC ). by DATE: 5/23/2012 Compurnm assumes no responsibility for such bracing. 3. 2x Impact bridging or lateral bracing regrdred where shown • • 4. No bad should be applied to any component until after as bracing and 4. Installation of truss is the responsibility of the respective contractor. O � � I SiE�� 'i SEQ.: 5192571 fasteners ere compute am at no time should any loads assumes trusses to greater than 5. Design asses toes em be used Ina non-corrosive environment design loads be applied to any component. end am for - dry condition' of use. `S 4 1 TRANS ID: 339845 5. CompuTres has no cow e. er over and assumes no responsibility for the Design necess assumes Na tearing at as supports shown. Shim or wedge If (( fabrication. handling. shipnem and Ins of components. 7. Design assumes adequate drainage a lded. 7 7 / �2 't <- v • ' 6. The design Is furnished subject to the lineations set forth by 8. Pees shall be located peon both faces of buss. and placed so their center .. n 2 II� IIIII 11 IIIII IIIII III II� IIII TPUW In SCSI. copes of r eh will be L)-E furnished upon request 9. nelor i wi joint cant e er Ines. _ EXPIRES !/ / III I CompuTrus, Inc. Software 7,6.2(1 L }E to. For baste connector tea n values see ESR-2529 (CompuTno) IIIIIIIIIIIIIII •+ 0 This design prepared from computer input by PACIFIC LUMBER -BC ' LUMBER SPECIFICATIONS TRUSS SPAN 13'- 3.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF ®16BTR LOAD DURATION INCREASE . 1.15 1.2 =( -50) 39 2 -5 =( -129) 575 5 -3 =( 0) 309 BC: 2x4 DF ®18BTR SPACED 24.0 O.C. 2.3 =( -732) 459 5 -6 =( -131) 571 3 -6 =( -666) 211 . WEBS: 2x4 DF STAND; 3.4= (.214) 243 8 -4 =( -162) 95 2x4 OF U1EBTR A LOADING LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UDN. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' .114/ 681V .158/ 227H 5.50' 1.08 DF ( 825) OVERHANGS: 16.5' 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'• 3.0' -78/ 549V -158/ 227H 3.50' 0.88 OF ( 825) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: 40, TL=L/180 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = TION7' @ S:'• VERTICAL DEFLECTION LIMITS: LL =L /2 L/2 Allowed 0 0.138' M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL DEFL = 0.007' @ •1'- 4.5' Allowed = 0.183' 7-00-08 6-02-08 MAX TL CREEP DEFL = •0.032' @ 8'- 10.8' Allowed = 0.833' ( ( MAX TC PANEL LL DEFL = - 0.031' @ 3'- 2.5' Allowed = 0.483' 12 MAX HORIZ. LL DEFL = 0.005' @ 12'- 11.5' 6.00 7' M -1.5x4 MAX HDRIZ. TL DEFL = 0.009' @ 12'- 11.5' Design conforms to main windforce•resisting i system and components and cladding criteria. Wind: 110 mph, h =25ft, TCOL =4.2,BCDL =8.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =1.8 M -2.5x4 v; -' f"6- / C , :;:113FV:Is G1NF.• . 02 o x ' II Pre T � 5 " M -2.5x4 M - . M -2.5x4 OR' 9 '? ' Cr c - c (Y 26 , , J. y y G JON c' 5 /2 //Z • 6-10-12 6 -04 -04 y ). ). EXPIRES 6/30/13 . 1 -04 -08 13 -03 y of mm JOB NAME* BROWNSTONE AT THE CROSSING - D1 Scale: 0.3801 �� ' ' 02 WARNINGS: GENERAL NOTES. unless otherwise noted: • / !3'.4c ? 1. Builder and erection contractor should be advised of of General Notes 1. This truss design is adequate for the design parameters th . Review 3 :+ Truss: D1 and Warnings before constNmon commences. and approval Is the respowtdtry of the builmrq designer, not the r,: 2. 2x4 web bredng rant be InaInstalled d Mrere stroem «. truss designer or truss erpineer. t/.. 3. AB lateral face rssletlro ��� d+ SS su temporary and pememm 7 o.e. end 2. Design assumes the top end bottom dtords to be laterally braced at al x :T DES . BY . LA statltry bradng rnust be designed by designer of complete strstructure. matinee= nmatinee= +rrow s h e. i es p ood s neawng(iC) endrror braced tivoua theirle�m sheathing 7 rr respectively suser es /o« drywau(ec). , t 24243 DATE: 5/23/2012 CanpuTne assumes no respaomaly for such biasing. 3. 23 Impact bridging bridging or lateral biasing required where shown .. '� 4. No bed should be applied bracing ed any component until after bracing and e 4. lnataInstallationInstallation le the responsibility of the respective contractor. '' . , ' O l *IS V• ) SEQ.: 5192572 festenets are complete and at no true should any bads greater than 5. Design assumes trusses are to be used Ina non - corrosive environment, design beds w 1 ~ "" y. `_` end ere for condelon' of roe. t0NA1 - r B. This design Is SCSI. c furnished ssboad to the limitations sat forth by 8. Plates shall be located on I n both faces o/ truss, am placed eo their center �n� 1111111111111111111111 TPUVYTCA In SCSI. copies of v wig be furnished upon request 9. Ines Digits colncide with t 3 z joint center e Inch 10. For basic connector d g •- .... .. CompuTrus, Inc. Software 7.8.2(1 L }E n values see ESR -2529 (CompuTrus) IIIIIIIIIIIIIII •■ This design prepared from comRuter input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- '3.0' ICOND. 2: 5450.00 L BS DRAG L OAD. I TC: 2x4 OF 018BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 DF SPACED 24,0 O.C. system and components and cladding criteria. STAND; WEBS: 2x4 DF STAND; LOADING 2x4 OF dl18BTR A LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph, h =25ft, TCDL =4.2,BCDL =8.0, ASCE 7 -05, DL ON BOTTOM CHORD = 10.0 PSF Enclosed, Cat.2 Exp.B, !MFRS, TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF interior zone, load duration factor =1.8 BC LATERAL SUPPORT <= 12'OC. UON. Note: Truss design requires continuous LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL bearing sign for entire span UON. M -1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. vertical members (uon). BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc M,820HS,M18HS,M18 = MiTeb MT series 7-00-08 6 -02 -08 12 6.0017 M - 2.5x4 if M -5x6 t � 54 PR O44, VI `v lcr�G(N�F o? A 11111111111111111111 of P� I ss — / 8 0 M-3x8 M-sx8 M-tx8 6.-6, OR •• 9 _ l y y G � -A- JON 5/23/ 6 -10 -12 6 -04 -04 _ y y l EXPIRES 6/30113 _ •1 -04 -08 13 -03 4 �� W � X N l ip `. JOB NAME: BROWNSTONE AT THE CROSSING - D DRAG 1 1 O '1 Scale: 0.3787 / GENERAL NOTES, unless °thanes° noted: ' r ,. WARNINGS: 1. Builder and erection contractor contractor should should be advised of at General Notes 1. This trtruss is ti design adequate for the design parameters shown. Review t . ti i Truss: D DRAG and Warrdngs before combustion commences. and approval b the responsibility of the bdlm " rp designer, not the 1' buss designer or truss engineer. % �' 2. 2u4 compression weir bracing rmot be Installed where shown +. r. r . 3. All lateral force resisting elements such as temporary and permanent 2 Design assumes Na by end bottom chords 10 be rougho braced et ,. 4l / M ai ; r permanent DES . BY: LA sfatllty bracing must be designed by designer of complete structure. 7 o.c. and at 1a o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheetNryl(TC) aMlor drywe C). i 24243 DATE: 5/23/2012 CompuTns assumes no respomdtdlty for such bracing. 3. Zr Impact bridging or lateral bradrg required where shown + . �(1 4. No bed should be applied to any component until alter all bradrg and 4. In of truss Is the responsitllty of the respective contractor. ' 0 t y • S E Q . : 51 92573 fasteners are complete and at no time should any bads greater than 5. Design assumes busses are to be used in a non -corrosive environment and are for - dry coition' of use. ONAL TRANS ID: 339845 s. Commoh no control any component. nd assumes no responsibility for a r the . Design assumes fug bearing at tie support shown. Sham or wedge If v a design � be necessary. - fabrication, handling, shipment end Installation of components. 7. Design assumes adequate drainage b provided. S t, 3 12 , j1y t 8. This design is fumbhed subject to the Irritations set forth by 8. Plates shag be bested on both faces of ism, arid placed so their center IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIII TPUWfCAbaesL esorMdd win t »fuNehed upon request Ines cd�dawaaJdm center es. 9. Digits Indicate sire o} In Inches. [: � CompuTrus, Inc. Software 7.8.2(1 L)-E 10. For basis connectorku deslg values see ESR$529 (CompuTns) end/or ESR- 1311.E R-1e88 Tab). IIIIIIIIIIIIIII • This design prepared from com%uter input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS 13 -03 -00 GIRDER SUPPORTING 34-06-00 IRC 2009 MAX MEMBER FORCES 4WR/GDF /Cq =1.00 TC: 2x4 OF A18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1 -2= (•8966) 974 1 -5 =( -884) 8070 5.2 =( •362) 3076 7.4 =( -116) 84 BC: 2x8 DF SS 2 -3 =( -3750) 530 5 -6 =( -872) 5968 2 -6= (.3162) 440 WEBS: 2x4 OF STAND; LOADING 3 -4 =( -190) 220 8.7= 000) 3064 8 -3 =( •804) 4828 2x4 OF 918BTR A TC UNIF LL( 50.0)+DL( 14.0)= 84.0 PLF 0'- 0.0' TO 13'- 3.0' V 3.7= (.4826) 840 BC UNIF LL( 408.2) +DL( 298.2)- 702.5 PLF 0'- 0.0' TO 13'- 3.0' V TC LATERAL SUPPORT <= 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -710/ 5142V •143/ 224H 5.50' 8.23 DF ( 625) Connector plate prefix designators: 13'- 3.0' -693/ 5014V -143/ 224H 3.50' 8.02 DF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 ( 2 ) complete trusses required. MAX LL DEFL = - 0.056' @ 4'. 10.8' Allowed = 0.625' Join together 2 ply with 18d Common nails staggered at MAX TL CREEP DEFL = •0.132' @ 4'• 10.8' Allowed = 0.833' 9' oc throughout 2x4 top chords, 4' oc throughout 2x8 bottom chords, MAX HORIZ. LL DEFL = 0.014' @ 12'• 11.5' 9' oc throughout webs. MAX HORIZ. TL DEFL = 0.024' @ 12'- 11.5' +2x4 web brace required. Laterally brace to roof diaphragm. 5 -00 -09 4 -00 -05 4 -02 -01 T system conforms to 12 M -1.5x4 6.00 [7 Mind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7-05, -/ Enclosed, Cat.2 Exp.B, MWFRS, i interior zone, load duration factor =1.8 M -5x8 M -3x8 m : = D PROF�c �GINF ,.'04,, M -5x10 trc` �, • 1 'lA m �� >< min two -'I ; -= 4t IVAIMIIMMIL111111 .? NM c M -3x8 M -5x8 M -7x8 ' �., G-• 26. ' y y y y G� - A. JON 5;2/i.7. 4 -10 -13 3 -10 -09 4.05 -09 y l E XPIRES 6/30/13 " 13 -03 WEDGE REQUIRED AT HEEL(S). JOB NAME* BROWNSTONE AT THE CROSSING - D GIRD Sc ale: 0.3459 � i 'e� � ) O ✓ is 1 Mamie. GENERAL NOTES, unless Mamie. noted: / • 1. Builder and erection contractor should be advised of as General Notes 1. Ms truss design Is for the design parameters shown. Review '� t • x i � em Warnings before construction commences. and approval In the responsidlty of the txdldlrp designer, not the ' � Truss: D GIRD 2. 2o4 repress on web bradn g twat be installedd where shown •. barer designer or tees engineer. h ' -A, 1. AO Wend tree reWtlnp etsmente such m mmpomn and Pemtsrmerd 2. Design asvanes the top and bottom drorde to be laterally braced at _ q/ e/ w ., r DES. BY : LA dahilty teasing nest be designed by designer of complete structure. c o e. continuous d eu in such as plywood unless braced throughout and dry brp1tm ). eontlnuous sheathing eurotm m Phrood dreeUdnglTC) and/or drywaa(BC). 3 24243 `"� DATE: 5/23/2012 Convenes assumes no respambilly for such tradrg. 1. 2v Impact bridging or lateral bracing required where shown ++ ,E R t 4. No tom should be applied to any component until after all bracing and 4. Installat on of buss Is the responslblmy of the respective contractor. 0 cc G" SEQ.: 5192574 (=mere are complete am loin a at ne time should any s greater than 5. Design sunes tosses are to be used Ina iron- corrosive environment, design aryl re for 'dry condition' of use. corrssonent TRANS ID: 339845 5. Convene has no control any ed te and assumes no sl�bilty for the 6. bearing full beng at all supports shown. Shim or wedge H ` 6. T , ' necessary. fabrication. dfabrication. g, sign homins su shipment and installation of components. 7. Plates assumes shall be adequate ed on dth faces h ethos. end placed so their center sed. S 1;/// C JIf his design m furnished s pme to the lndts set of mho by 9. Proms d be dra tsd of true IIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIII1IIII TPIMfrCAIn SCSI. coWasofMddu wit befundshed upon request a n a d/o� ' s e 1;�ESRtee� Web) _ _ _ In Inches CompuTrus, Inc. Software 7.8.2(1 L )-E 10. For basic connector a n values see ESR -2529 (C«npurne) 1 IIIIIIIIIIIIIII •' This design prepared from computer input by PACIFIC LUMBER -BC °' ' LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 OF 1/18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( .50) 39 2. 7= 093) 1442 7- 3 =( 0) 319 11- 8 =( -983) 381 BC: 2x4 OF M16BTR SPACED 24.0' O.C. 2- 3 =( -1723) 659 7. 8= (.295) 1439 3. 8= (.729) 235 - WEBS: 2x4 OF STAND 3- 4=i-1015) 421 8.10= ( -131) 764 8- 4= -38) 481 LOADING 4- 5= -984) 407 9.11 =( 0) 0 8. 5= .107 89 TC LATERAL SUPPORT <= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- B= -885) 380 10.11 =( -211) 177 5.10= .444) 257 BC LATERAL SUPPORT c= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 10. 6 =( -252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 16.5' 0.0' BEARING MAX VERT MAX HORZ BRG 'REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M -1.5x4 or equal at non - structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -179/ 1141V -172/ 227H 5.50' 1.83 DF ( 625) vertical members (uon). 24'- 9.8' -141/ 1035V -172/ 227H 3.50' 1.68 DF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.051' @ 7'- 5.8' Allowed = 1.203' 14-09-12 10.00 MAX TL CREEP DEFL = . 0.122' @ 7'- 4.9' Allowed = 1.804' T T T MAX HORIZ. LL DEFL = 0.032' @ 24'- 8.1' 7 -06 -10 7 -03-02 5 -10-04 4 -01 -12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 8.1' to Desin 12 12 system components main 6.0017' IIM-4x4 4 6.00 4.0° Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 4 •hf Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load durati on factor =l.6 1 ii 1 1h b iiiii 13 R o 1 I v 5 �� ` N r � 0 o M -4x4 M -1.5 x4 M -3x8 .0 '� G� F m �II' 1 M- 3x6(S) ° .A 0 9 X 11 - o M -4x6 a __ 6.26 ORf e •N y j l l t2 0-07y05 ✓G�Y26. O • y 7 -04 -14 , 7 -04 -14 6 -00 y 4 -00 . 9th JON � y 8 -09 -06 12 -00 -06 . 3 -04 -11 . 5/22 ,/ 1- 04.9 20 -09 -12 l 3 -08 -08 l EXPIRES 6/30113 . y 20-09-12 4-00 1 :. /,--1 24-09-12 0 03 -08 a� 1-.W � N '" r 1.04 -08 I. JOB NAME: BROWNSTONE AT THE CROSSING - E GE Scale: 0.1859 vi - . r . 0 ,. ',' , VI WARNINGS: GENERAL NOTES, unless otherwise noted: i , x 1. Bulkier and erection contractor should be advised of all General Notes 1. This truss design Is adequate for the design parameters shown. Review . -i and Warnings before construction commences. cod approval is the responsibility of the buildi desi not the _ ,� i : , Truss: E G construction 2. be compression web bracing st be installed where shown .. sues designer «tope en�r..r. 4 i ne 3. AD lateral Inn resisting elements such as temporary and pemmnant 2. Design assumes the top and bottom chords to be laterally braced at 4(,!/ x * 7 es. and at 17 o.c. respedWety unless braced throughout their tempi la DES. BY: LA stability bracing meet be designed by designer of complete structure. continuous sheathing such as pywood sheathlro(TC) and/or drywai(OC). 24243 4. DATE: 5/23/2012 Compurns assumes no responsibility for such busing. 3. 24 Impact bridging or lateral bradng required where shown., 4. No b us ad should be applied to any component until after all bracing end 4. Installation of truss is the responsibility of the respective contractor. '' ,, R ttl51E�� - SEQ.: 5192575 fasteners are complete and at no lime should any bads greater than S. Design anwmee copses ore to be used Inc nen- corrosive environment ? design bads be applied to any component and are for 'dry condition use. e. TRANS ID: 339845 5. CompuTrus has no control over and assumes no responsibility for the B. Design assumes full bearing at all supports shown. Shim or wedge If ( // J .,. `SIONAL , necommy. fabrication. handing, shipment and Installation of comple. 7. Design assumes adequate drainage b sled. f L 7! r �i .: - L Y: - r subject to limitations e. This design is furnished subject the limitations eel forth by 8. Plates shall be bratedd In Inches. 10. both faces ofmps, and placed so their center III�I IIIII IIIII III IIIII VIII III III IIII TP WY b SCSI. copies of which wig 2( L)-E upon request e' « tf with of pia eae etp. ®n � CompuTrus, Inc. Software 7.6.2(1 L )-E Fo basic connector se n values e ESR-'252e (CompuTrus) IIIII II I II IIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 9.8' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF f188TR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 39 2. 7 =( -293) 1442 7- 3 =( 0) 319 11- 8 =( -983) 381 BC: 2x4 DF k16BTR SPACED 24.0' O.C. 2- 3 =( -1723) 859 7- 8 =( -295) 1439 3- 8 =( -729) 235 - WEBS: 2x4 DF STAND 3- 4 =1 -1015) 421 8 -10=( -131) 784 8- 4 =( .38) 481 LOADING 4- 5 =( .984) 407 9.11 = 0) 0 8- 5 = -107) 89 TC LATERAL SUPPORT <= 12 UON. LL( 25.0) +DL( 7.0) ON TOP CHORD a 32.0 PSF 5- 6 =( -885) 380 10.11= -211) 177 5.10= -444) 257 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 10- 6 =( -252) 919 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.5' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M -1.5x4 or equal at non - structural REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' -179/ 1141V -172/ 227H 5.50' 1.83 DF ( 825) vertical members (uon). 24'- 9.8' -141/ 1035V -172/ 227H 3.50' 1.66 OF ( 825) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.051' @ 7'- 5.8' Allowed = 1.203' MAX TL CREEP DEFL = - 0.122' @ 7'- 4.9' Allowed = 1.804' 14-09-12 10 -00 -I T T MAX HORIZ. LL DEFL = 0.032' @ 24'- 8.1' 7 -06 -10 7 -03 -02 5-10 -04 4-01-12 MAX HORIZ. TL DEFL = 0.053' @ 24'- 6.1' to Desin 12 12 system components main 6.0017 mm 4.0' Wind: 110 mph, h =25ft, TCDL= 4.2,8CDL =8.0, ASCE 7.05, 4 ,f.f Enclosed, Cat.2 Exp.B, MWFRS, „` interior zone, load duration factor =1.6 M -2.5x4 M -2.5x4 401 , M -3x4 o / e ,. o PRO FF o M -4x4 M - 1. 5x4 M - M v � �� GIN F F � , � O,y M-3x6(S) o 9 T � 11 -. � r 6 1 + , 1 : o M -4x6 ' 6.26 O R ' t c t, _ / / 12 k1 y 1, 1, 1, 0-071,05 0 9 _ - 26. - 4 ) k 7 -04 -14 , 7 -04 -14 6 -00 , 4 -00 , G / p ig � O N A S y 1, 8 -09 -06 12 -00 -06 1 , 3 -04 -11 , = 8/23/1 1-04- 38 20 -09 -12 y 3-08-08 1, EXPI 6130113 20 -09 -12 4 -00 1, ES ,, 24-09-12 ' N. 3oN . ` . 1 -04 -08 0 -03 -08 W �l� ` ,. JOB NAME: BROWNSTONE AT THE CROSSING - El S cale: 0.1859 '� � • / ) 1 :,-'. , O ?` WARNIN0.9: GENERAL NOTES, unless otherwbe noted: 1. Builder and erection contractor should be advbed of as General Notes 1. This truss design Is adequate for the design parameters shown. Review r 3 T a nd Warnrings before construction commences. and approval b the responsibility of the building designer, not the r � Truss: E 1 buss designer or truss engineer. - : 2. 2x4 web bracing must be Installed where Brown .. �> DES. BY : LA 3. All late compression *Wands suck ea temporary and permanent z u.o. a et 1 2. Design assumes the top and lords c to d be ro) and/or braced d et ,. J j is and a tdn such a as plywood braced ma)a nd/edry length ). meaty bracing must be designed designer of complete ewaare. continuous aheamtrg such as ptyoed swro(rcra« drywae(BC). 24243 u DATE: 5/23/2012 ContpuTrno assumes no resporwday for such awing. 3. b l�eq bridging or lateral bracing required where shown • • 4. No load should be applied to any component until after ell bracing and 4. Innste don of truss b the respormdtty of the respective contractor. '' 'O R 4 131ST1 C SEQ.: 5192576 fasteners era donmbte and at no time shoull any loads greater than 5. Design assumes trusses are te be used tee non-corrosive environment design loads be applied to any component. and ere for "dry condition' of use. 'rfONAL TRANS ID: 339845 5. carnpuTaa has no control over rs ov end assumes no sponeimry for the 9. Drasa_ n mea full bearing at all supports shown. Shim or wedge If fabrication, dendrng, shipment and installation of components. re . 7. Desi assumes adequate drainage bptv�rNed. S 2 3 / i G :' - j'•' . .. iII�'' e. This design b furnished b)ed to the Indatlons set forth by e. Plates shall be located on Loth faces of truss, and placed Ito their center IIIIII IIIII IIIII IIII, IIIII IIIII 110 1111 IIII TPIIVY In BCSI, Inc. So of a will be furnished upon request a. 13�E mIs B8 ether Ones.. In 10. � �� CompuTrus, . Software 7.6.2(1 L) E For basic connector d n values see ESR -2529 (CorrguTrus) V III I I IIII This design.. prepared from computer input by %� • " PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • • : • TRUSS SPAN 20' - 9.8' . - IRC 2009 MAX.MEMBER FORCES 4WR /GDF /Cq =1.00 - TC: 2x4 DF #13BTR LOAD DURATION INCREASE.= 1.15 1 -2 =( •50)..39 2=8= (•218) 1147 8.3 =( 0) 321 - - BC: 2x4 DF #1SBTR SPACED 24.0' 0.C. 2 :3 =( -1386) 570 8.7 =( =220) 1144 3.7 =( -745) 239 WEBS: 2x4 OF STAND . . . 3=4 =(- -869) 330 7 -8 =( -168) 121 7.4o 0) 245 LOADING 4 -5 =( -822) 313 • • 7.5= -140) 598 IC SUPPORT <= 12 UON. LL('.25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-8= -813) 353 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF , TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ' OVERHANGS: 18.5' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -157/ , 981V •172/ 199H 5.50' 1.57 OF ( 825) • Connector plate prefix designators: REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 20'- 9.8' -117/ 880V -172/ 199H 3.50' 1.38 OF ( 825) C,CN C18,CN18 (or no prefix) = CompuTrus, Inc • M,M26HS,M18HS,M16 = MiTek MT series . BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL•DEFLECTION LIMITS: LL =L /240, TL =L /180 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. • MAX LL DEFL = 0,007' @ -1'- 4,5' Allowed = 0'.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.037' @ 7'- 5.8' Allowed = 1.003' 14-09-12 6 -00 MAX TL CREEP DEFL = - 0.088' @ 7'- 4.9' Allowed = 1.337' '( . 1, f MAX HORIZ. LL DEFL = 0.013' @ 20'- 8.0' 7 -06 -10 7 -03-02 6 -00 MAX HORIZ. TL DEFL = 0.021' @ 20'- 8.0' 12 12 Design conforms to main windforce- resisting IIM -4X4 system and components and cladding criteria. 6.007' 4 6 • 4 0e • Wine: 110 mph, h =25ft, TCDL= 4.2,BCDL =6.0, ASCE 7 -05, 4 �,{ Enclosed, Cat.2 Exp.B, MWFRS, • . #14,4 . • interior zone, load duration factor =1.8 M -2.5x4 • 5 ��S tp PR_ S o �c� ��a cn B 7 _.B OW e.. ° 4 M -1 M -3x.5x4 •' M -3x8 M -1.5x4 - N v . M-3x6(S) • .1_ 6 0 '20 ' O Z ' . - • " 9 G ' 1 • -- - - y - ------- 7= 04 =14 - l 7 =04 =14 - - l 6 -00 - -- -- - - / � A. JON.. - 5/23:/! J. 8 -09 -06 y 12-00-06 y EXPIRES 6/30113 1 -04 -08 20 -09 -12 W 1 v y . JOB NAME: BROWNSTONE AT THE CROSSING - E2. Scale: 0.2754 : .2754 GENERAL NOTES, unless otherwise noted: 1 � , r � 0: = : • , : ? x 1 ' WARNINGS: r ', r 4.4 1. Builder and erection contractor should be advised of all General Notes 1. This fuse design b adequate for the design parameters shown. Review ; J a . • and Warnings before construction commences. . a4 compression and approval b the respaelblaq of the building designer, not the .�! , . � Truss: E 2 z�ressron psis lxeamg next be insmoed whew mown •. 2 Don assumes n ol en n b m chords to be jatertdy braced at ' ° { • 3. An la force resisting elemens ouch as temporary and P ermanent z u.c. and at 1a me. re J! -;7� DES - BY : LA aabrlty bracing must be designed by designer of complete ewchue. such as plywood y unless bathed throughout mar Ia RB). ' continuous sheathing lywood r where s and/or drywac r ! /4.)," 24243 • • DATE: 5/23/2012 ' No assumes no responsibility for such bracing. 3. a bridging w lateral as p ing or lateral braarg requirdred red where hewn + r. 4. No load adeuld be applied to any component until alter all a mu bracing end 4. Installation of buss Is the responsibility of the respective contractor: I . 9 S1ERtV � • SEQ.: 519257 7 ' � fasteners are complete and at no time should any loads than an 5. Design assumes trusses era be used In a non-corrosh a environment �� - design bads be applied to any component" and ere for ldry condition of owe. TRANS ID: 339845 5. Cole puTns has no control o and a s s u m e s no responsibility tar the e. Design asaunea nuti Waring a ail suppers anown Siam «wedge N a•�SfONAL tebdcotion, handling. shipment end Installation of components. 7 Design assumes adequate drainage Is provided S 2 ' / /Z : • .. ' 9. This design Is fumbled subject to the limitations set forth by S. Plates shall be located on both lazes elites and placed so their center 1 ~ • II II 1111 11111 VIII III jE I VIII VIII VIII II IIII 1? P fCA In SCSI copies of which r I be fumbled upon request. 9 3 eire ol In inchea 10. ��� I II CompuTrus, Inc. Software 7.8.2(1 L }E For basic connector design see ESR -2529 (CanpuTr s) IIIIIIIIIIIIIII This design prepared from comeuter input by .. ' PACIFIC LUMBER -BC • LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF k15BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 39 2- 7 =( -238) 1800 3. 7 =( -398) 173 BC: 2x4 DF 51KBTR SPACED 24.0' O.C. 2- 3 =( -1899) 885 7- 8 =( -209) 1115 7- 4 =( 0) 805 WEBS: 2x4 OF STAND; 3. 4 =( -1826) 507 8- 9 =( -210) 156 4- 8 =( -800) 243 2x4 DF g168TR A LOADING 4. 5 =( - 731) 347 8- 5 =( 0) 254 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6 =( -707) 341 8- 8 =( -133) 831 TC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 9 =( -1108) 378 BC LATERAL SUPPORT <= 12'0C. VON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -181/ 1228V -214/ 271H 5.50' 1.96 DF ( 625) M -1.5x4 or equal at non - structural 25'- 0.0' -141/ 1200V -214/ 271H 9.50' 1.92 DF ( 625) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.081' @ 9'- 8.4' Allowed = 1.212' MAX TL CREEP DEFL = - 0.122' @ 9'- 8.4' Allowed = 1.817' 19 -00 6 -00 T f j' MAX HORIZ. LL DEFL = 0.021' @ 24'- 10.3' MA 6-08 -05 6-01-13 6-01-13 6 -00 MAX HORIZ. TL DEFL = 0.032' @ 24'- 10.3' T 1' f T T Design conforms to main windforce- resisting 12 12 system and components and cladding criteria. 6.00 1.7 II M•4x4 Q 6.00 Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =6,0, ASCE 7 -05, 4.0' Enclosed, Cat.2 Exp.B, MWFRS, 5 .I interior zone, load duration factor =l.6 14-1.41411M-2.5x4 or equal at non - structural diagonal inlets. r M- 55x.8 (S) .2 M•3x4 I • M -1.5xa I / o tip PRopk- - I 0 c \ �� �4 G1 N4 /�� C I �� x '1/''1)'', ' ,�, V) i OR •N co II I c de ` -. -i 0 y CV . 4 o M - 4x4 0.25' M -3x8 M -1.5x4 G 40 A. JON / M- 5x8(S) 5/ ?3, !"' y y y / . . EXPIRES 6/30/13 9 -08 -06 9 -03 -10 6 -00 1 -04 -08 25 -00 p,.J01y 1 ,, JOB NAME: BROWNSTONE AT THE CROSSING - E GE3 Scale: 0.2351 _ * 4 • 0 WARNINGS: GENERAL NOTES, unless otherwise noted: r r� ;; 1. Builder end erection contractor should be advised of ae General Notes 1. This truss design is adequate for the design parameters shorn. Review 1 b r f. and approval is the respmgitlery of the G � ibing designer, not the ' ,.- Truss: E GE3 a nd Warnings before construction correne noes. trssdesignerortruss eng • engineer. /T. com 2. 2s4 pression web being must be Metalled where shorn +. 1.' � 3. Al l lateral torte resistin elements auto m tarrhporary anal Permanent Permanent 2. Design assumes the fop and bottom drords to be Orally braced at ,, �( j� _ n , .. DES. BY : LA stabile/ txadrg m ust be designed by designer of complete strumne. continuous o tin ou at 10' o.c such as plyN unless a . p d throughout h o dry sbrytr,r pp rrtinuan sheatldrp such m woowood sheelfdr ttdng(TC) eMfor dryvree(BC). ). . c 24243 - DATE: 5/23/2012 CornpuTnn assumes no responsibilty for such bracing. 3. 2x Impact bridging or Metal bradre required where shown • • r, rn �(1 / ( Q j 4. No toed should be applied to any component until alter all bracing and 4. Irataa trues ation of us ie the responsibility of the respective connector. ' r , 0 `t Lr`G„(J -: r .. SEQ.: 5192578 fasenee are complete and et no age sham any toads greeter then 5. Design assumes trusses are to be used in a non - corrosive environment ne design beds be Eddied to any compont and are for 'dry cooltion• of use. f F TRANS ID: 339845 5. CompuTrus has na control over and assumes no responsibiety for the 8. ns sgn meurtes Na bearing at as supports shown. Shim or wedge if ( ///// J ONAL ., � fabrication, is furnished to the handling, ur ns, shipment and installation of components. 7. Design assumes adequate e e b sad. �� 6. This design hed eubJct s ertaetlns o net forth by by Plates shall be b 9. Ples Shentapl I 0peonebash g faces mm es of , and placed no their center I 111111 11111 11111 III IIIII IIIII III II IIII TP CA in SCSI. copies copies of Mich will be banished upon request. Digits hellcats with z E f pia n Inches ... 9. Uses Irrmcee else of In Inches. Co co U Tn1S, Inc. Software 7.6.2(1 L }E 10. For basic connector d e n values see ESR -2529 (CompuTrus) __ IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC y • LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 DF 616BTR LOAD DURATION INCREASE = 1.15 1. 2 =( -50) 39 2- 7 =( -238) 1800 3- 7 =( -338) 173 BC: 2x4 DF A16BTR SPACED 24.0' O.C. 2. 3 =( -1899) 885 7- 8= (.209) 1115 7- 4 =( 0) 605 . WEBS: 2x4 OF STAND; 3. 4= (.1826) 507 8. 9=( -210) 158 4- 8=( -800) 243 2x4 OF g16BTR A LL( 25.0) +DL( 7.0) TOP P CHORD = 32.0 PSF 5. 8 =( -707) 341 8- 6 =( -133 831 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8- 9 =( -1108) 378 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' .181/ 1228V -214/ 271H 5.50' 1.98 OF ( 825) Connector plate prefix designators: 25'- 0.0' -141/ 1200V -214/ 271H 3.50' 1.92 DF ( 825) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL =L /240, TL =LI180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.081' @ 9'- 8.4' Allowed = 1.212' MAX TL CREEP DEFL = - 0.122' @ 9'- 8.4' Allowed = 1.817' 19-00 6-00 1' ,f' .( MAX HORIZ. LL DEFL = 0.021' @ 24'- 10.3' 6-08 -05 6-01 -13 6 -01 -13 6-00 MAX HORIZ. TL DEFL = 0.032' @ 24'- 10.3' -( 1' 1' 1' T Design conforms to main windforce- resisting 12 12 system and components and cladding criteria. 6.00 [7. IIM -4x4 '1 6.00 Rind: 110 mph R =25ft, TCDL= 4.2,BCDL =6,0, ASCE 7 -05, 4.0° Enclosed, Cat.2 Exp.B, MWFRS, 5 .t`'( interior zone, load duration factor =1.6 load M- 5x8(S) M -3x4 0.25' oe M - 1.5x4 e l c o PROp6.6, o 0 • , r� . D, . • m IQ A 11/1 6 I : Cr) � G QR0 ���_ el o M -4x4 0.25° M -3x8 M -1.5x4 / O A ONN`' M- 5x8(S) 5 / ?3!iZ y l l y EXPIRES 6130113 9 -08 -06 9 -03 -10 6 -00 l y y 1 -04 -08 25 -00 J JOB NAME: BROWNSTONE AT THE CROSSING - E3 s tale: 0,235, ' % Vic �, ",� p ,2 ' ; . WARNINGS: GENERAL NOTES. unless otherwise noted: ' ) I ) ' Z 1. Builder and erection contractor should be advised of as General Notes 1. Ills truss design is adequate for the design parameters shown. R evie w Truss • E3 and Warnings before construction commences. end a the engineer. of the indicting designer, not the j' - ; � k. 2. 244 compression web bracing nest be installed where shown .. n ±'(7' , 3. AB lateral torn resisting aromeras such an Oernporary and penrenara 2. Design assumes the top and bottom lords ords to be laterally braced at 4 (4 / e !ir 2 o.e. and et 10 o.e. rmpedhaly unless braced mraughoul mein by DES. BY: LA stability bracing must be designed by designer of complete structure. contin eheatldng such as plywood sheaddng(TC) and/or drywol Bc). 24243 DATE: 5/23/2012 Compurn mdn a assumes no respay for such . bracing. 3. 2x Impact bridging or latent bracing required where shown . 4. No load should be agreed to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. 0 R�!$i1cR� SEQ. : 5192579 fasteners era complete end et no time should any loads m ads greater than 5. Design assumes trusses are to be used In a non w orNe environment. r design roam and ere for be appeal to any component. - dry coredtaon of use. TRANS ID: 339845 5. of O won o `�an:'ml for the B. assumes NB bearing at an supports shown. Shim or wedge w 5 ? 3 / v SIGNAL fabrication, handling, 7. Design assumes adequate drainage is orovlded /'j` j ;4 8. T Is design Is furnished subject to the finetotlrm o net form by B. Plates shall be located 000ne Loth laces o/ trues, end placed so their center IIII (IIII IIII 11111 VIII IIII VIII III ill TPlrvv u , In codes m whim .8. ba furnished upon request. 8 17�E5 s . - � and/or CompuTrus Inc. Software 7.6.2(1 L }E 10. For basic connector d n values see ESR-2529 (CorpuTw) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 11.2' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cqq=1.00 TC: 2x4 OF 4188TR LOAD DURATION INCREASE = 1.15 1.2 =( -168) 198 5 -8 =( -280) 201 1 -5 =( -120) 175 8.4 =( -160) 446 BC: 2x4 DF a18BTR SPACED 24.0' O.C. 2.3= (•285) 284 8.7 =( -268) 202 5.2 =( -462) 243 4 -7 =( -638) 201 - WEBS: 2x4 DF STAND; 3.4 =( -260) 288 2.8 =( -117) 135 2x4 DF /18BTR A LOADING 8.3 =( -88) 134 LL( 25.0)40L( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. 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' -76/ 888V -270/ 327H 5.50' 1.07 DF ( 825) • Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12'- 11.2' -98/ 597V -270/ 327H 3.50' 0.98 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. M,M2OHS,M18HS,M16 = MiTek MT series LIMITS: LL I VERTICAL DEFLECTION L=L /240, TL =L /180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL LEDLL - L M B'• =L/ 2' Allowed = 0.809' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL CREEP DEFL = .0.015' @ B'- 11.2' Allowed = 0.812' 8 - 11 - 04 4 - 00 MAX HORIZ. LL DEFL = •0.004' @ 12' 9.5' MAX HORIZ. TL DEFL = - 0.004' @ 12' 9.5' 4 - 05 - 10 4 - 05 - 10 4 - 00 f • 1' f Design conforms to main windforce- resisting 12 12 system and components and cladding criteria. 6.0017 IIM - 4x4 Q 6.00 Wind: 110 mph, h =25ft, TCOL= 4.2,BCDL =6.0, ASCE 7.05, 3 4 interior,zone,2l Exp.B, factor =1.6 �M -2.5x4 M -2.5x4 -/ M -1.5x4 r l '' '' m ° A ��EO PRO 0 --7 ' , o r CD ! e•N q, C ld:;:26 .°' U = , CU . : ' -f M -2.5x4 M -3x8 M -1.5x4 1 7 9G J O � � ~ S/ 2 3./!� l y )' EXPIRES 6/30113 8 -11 -04 4 -00 y l 12-11-04 . , . N. . JOB NAME : BROWNSTONE AT THE CROSSING - F2 Scale: 0.2479 � ��� ; ' o t lr Cr , Q ; WARNINGS: GENERAL NOTES, unless otherwise noted: • 1 � � 1. Builder and emotion contractor shoed be advised of am General Notes 1. This truss design is adequate for the design parameters shown. Review - I ' . t Truss: F 2 and Warnings before construed= commences. ens approval is the responsibility of the bWlding designer, not the • {r p ; 2. 2o4 compression web lxadng mot be installed where shown .. tress designer or tome engineer. i / A• 3. ao taterel aorta reslating element wan es temporary and Permanent 2. Design assumes the top and bottom chords to be latently braced et S(e 4(eQ'5?/f DES. BY: LA sta iily bracing must be designed by designer of complete structure. c ea. er st to do such es p respectively anode. braced throughout dry length ). continuous shestldrng such es plywood sheathing(TC) eMlor drywam(BC). 1 24243 by DATE: 5/23/2012 CompuTrus assumes no responsibility for such daring. 3. 2s =pad bridging or lateral bracing required where shown • • 1� 4. No bad shoud be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. :.-Ole 4b(S,R1^C .'r SEQ.: 5192580 fasteners are complete and at no time should any bads greater man 5. Design assumes messes are to be used on a non- corrosive environment. 1, 1 design bads be applied to any component and ere for - dry condition' of use. SI TRANS ID: 339845 5. CompuTrus has no control over end assumes no responsibility for the 8. n on assumes Na bearing at all supports shown. Shim or wedge If , - ,5 70 O falx lratlon, handling, shipment and installation of components. 7. Design assumes adequate drainage is ld 5/ ed. 1 3 1 �' .r 9. This design is furnished subject to the Imitations set forth by 8. Plates sham to located on both faces of truss. and placed so their center ®�� I III�I IIIII IIIII IIIII IIIII IIIII IIIII II�.III TPIIWFCA In SCSI copies of which will l be be furnished upon request 9. l EI indicate 1�, E R late In q. .. CompuTrus, Inc. Software 7.8.2(1 L }E 10. For basic -1311, connector te d n !ahem see ESR -2529 (CompuTrus) and= • I IIIIIIIIII II II - This design prepared from computer input by • PACIFIC LUMBER -BC 4 • LUMBER SPECIFICATIONS - • TRUSS SPAN 25'- 0.0'' - IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00'. TC: 2x4 OF k16BTR • ' ' LOAD DURATION INCREASE = 1.15 1- 2 =( -50)' - 39 2- 7 =( -253) 1619 3 -.7 =( -374) 194 . BC: 2x4 DF #16BTR SPACED 24.0' 6.C. 2- 3=(-1925) 702 7- 8 =( -233) 1057 7- 4 =(: •88). 710 _ WEBS: 2x4 OF:STAND; `3. 4= (•1758 579 8. 9 =( -208) 954 4- 8 =( -750) 293 2x4:DF.f168TR A LOADING' 4- 5= -992 427 B -.5 =(' -181 1183 LL( 25.0)+DL( 7.0).ON TOP CHORD = 32.0 PSF 5. 6=( -2 263 5. 9 =( -1076) 175 TC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9- 6 =( -154) . 203 BC LATERAL SUPPORT <= 12 UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED SRO AREA - OVERHANGS: 16.5' 0.0• BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS- SIZE SO.IN. (SPECIES) LIVE LOAD. AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -180/ 1247V -234/ 324H 5.50' 2.00 DF 825) Connector plate prefix designators: - - 25'- 0.0' -142/ 1283V -294/ 324H 5.50' 2.05 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M20HS,818HS,M18 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL =L/240, TL =L /180 MAX LL DEFL =• 0.007' @ -1'• 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.163' • MAX LL DEFL = - 0.073' @ 8'- 8.7' Allowed = 1.204' 2 1 -00 • 4 - 00 MA TL CREEP DEFL = -0.139' @ 8'- 8:7' Allowed = 1.608• f ' 7 - 04 - 05 , 6 - 09.13 6 4 - MAX HORIZ. LL DEFL = 0.021' @ 24'- 8,5' • MAX HORIZ. TL DEFL = 0.031' @ 24'- 8.5' 1 12 Design conforms to main windforce- resisting 6.00 M - 4X6 Q 6.00 system and components and cladding criteria. 5 4 Wind: 110 mph, 'h =25f =4.2,BCOL =6.0, ASCE 7-05, Enclosed, .Cat:2 Exp.B,` MWFRS, • ` interior zone, load duration factor =1.6 M -1.5x4 - 11444%%4141. M- 5x8(5) O.v m ° � ���p PROF M -1:5x4 � A o °° �� �C1GINFF, � OR' N �, • c R 6 '9 '0'26. =. v li .n. = e -- - - - - o -- - -- M=4x4 - -M 2 5x4 - - - - 0.25 - -- ..M-2.5x4 - 9 - -- - -- - / ° A. A0 kk � M- 7x8(S) 5 /23(2 - - - -- y l y y EXPIRES 6130113 8 -08 -11 8 -02 -03 8 -01 -02 1 /, 3. 1- 04-06 25-00 p. JOff4, • JOB NAME* .BROWNSTONE AT THE CROSSING - F3 Scale: 0.2281 . 4b i o WARNINGS: GENERAL NOTES, unless otherwise ise mead: { ' • 1 T 1. Builder and erection contractor dwub be advised of ell General Notes I. This truss design Is adequate for the design parameters shown. Review % ' - Truss: F3 end Warnings before connnenrse. and approval III raspormbiety of the b Ning designer. not the ;t).l - 2 . 2x4 compression web braving met be Installed where shown .. 2 ass ss truss top end bottom chords to be laterally raced at a ,. ;, - - 3. At Mena twee resisting elements such as " end Pemtane 2 o.e. and d o.e. respectively unless braced throughout their length ). DES DATE: 5/23/2012 vl - . . BY : LA stability taadnstructure. et be designed by designer of complete structure. continuous sheathing such es pywoad sheathing(TC) and/or drywae(BC). CompuTrus assumes no respord biity for such bredng. 3. 2r Impact bridging or Mend baring required where shown v.* i+ R CC+`" �t 24243 ' .A 4. No toed che be applied to any component until after all bradng and 4. Installation of truss is the aespondaiety of the respective contractor. - - r _ SEQ. : 5192581 . fasteners are complete and at no time should any coeds grea then 5. Mete assumes theses era to be used In e non.wrradve environment . ensign man be applied to any component.. and era for 'm1 hxhr ditlon• of use. SI TRANS ID: 339845 5. CompuTns has no control ewer end assumes no respareiaun for the, e. Design MUM". foe Sewing et ell suggerts sneer,. Shim wed it ` ONAL •• tabdcadan, handling. shipment and Installation of components. 7 drainage m�rovided. 5 13i ii r e. e design Is furnished subject to the 9ndtrdlons set forth by S. Plates shell be on both laws tons, and placed their center TPI Th ,WTCA In SCSI, Dopes of which trig be h mfohsd upon requed lnae coincide won )Dim sunta lines. lines. n ee. EXPIRES 4 J (3 l IIIII IIIII IIIII IIIII IIIII IIIII �I� III IIII 9 ms leifxe of R -1988 eld. . - C ompuTrus, Inc. Software 7:6.2(1 L }E 10. For beam connector d n votress see ESR -2529 (Compulhad • IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC ' LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 OF (t18BTR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 39 2- 7 =( -283) 1988 3- 7 =( -383) 192 8 -10 =( -1429) 442 BC: 2x4 DF ®18BTR SPACED 24.0' O.C. 2- 3 =( -2345) 785 7- 8 =( -225) 1437 7- 4 =( -83) 899 . WEBS: 2x4 DF STAND; 3- 4 =( -2178 642 8- 9 =( -198) 746 4- 8 =( -748) 291 2x4 DF #18BTR A LOADING 4- 5 =( -1419) 495 9.10 =( -229) 171 8- 5 =( -187) 1153 LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 8 =( -853) 340 5- 9 =( -715) 222 TC LATERAL SUPPORT c= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 9. 8 =( -139) 1042 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 0'- 0.0' -203/ 1445V -234/ 286H 5.50' 2.31 DF ( 825) Connector plate prefix designators: 28'- 9.0' -183/ 1409V -234/ 288H 5.50' 2.28 DF ( 825) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M18 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL =L/240, TL =L /180 MAX LL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.138' MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.094' @ 8'- 8.7' Allowed = 1.392' MAX TL CREEP DEFL = - 0.178' @ 8'. 8.7' Allowed = 1.858' MAX HORIZ. LL DEFL = 0.029' @ 28'- 7.3' MAX HORIZ. TL DEFL = 0.044' @ 28'- 7.3' 21 -00 7 -09 Design conforms to main windforce- resisting system and components and cladding criteria. f 7 -04 -05 6-09-13 6-09 -13 7 -09 f f 1' f Wind: 110 mph, h =25ft, TCDL =4.2,BCDL =8.0, ASCE 7-05, Enclosed, 2 12 12 interior zone, � p addur duration 6.00G7. M - 4x6 Q 6.00 4.0° 5 44 ()! s M- 5x8(5) 0' M -4x4 � � � O P t S� o M 1 .5x4 % . 0 -- = . • OR's • a _1111\ ab o . Al ' e 9 _ ' .10 - G4 �' o M -3x6 M -2.5x4 0.25° =M -4x4 M -1.5x4 - JO 5/23//2: M- 5x8(S) l y y y y EXPIRES 6/30113 8 8 8 - 02 - 03 3 - 07 - 14 J' ) 1 . . 1 -04 -08 28 -09 N. JoN , 4 W J r JOB NAME: BROWNSTONE AT THE CROSSING - F4 Scale: 0.1958 ; / 1 ,�� � 1:1. .P O WARNINGS: GENERAL NOTEm, unless oOso noted: t .:. i t • M V rv4 ;. 1. Builder and erection contractor should be advised of an General Notes 1. This truss design Is adequate for Me design parameters shown. Review - •• i Truss F4 and Warnings before construction commences. end approval is the renponslhily of the budding designer. not the , r�' •,;; x 2. b4 comprestdon web bredng rant be Installed where sham .. trues designer or trues engineer. i, /.S :.! 3. Al "'tend forte resisting elemems such m temporary and P ermanent 2' Design assumes fop and bottom chords to be Iabug Wooed at r a c. and at 1a o.c. o.c. respectively unties ess braced throughout that length length by : fl 1 ! 3'�'i t DES. BY: LA stablay madre mot be designed by designer of complete structure. contin sheaving such es plywood eheevire(TC) and/or dnywaa(BC). '- Al 24243 DATE: 5/23/2012 CompuTrus assumes no responnitllry for such bracing. 3. 2x Impact bridging or lateral bradng required where shown .. • O R �'+ SEQ.: 5192582 4 . No load should be applied to any component until after all bracing end 4. Installation of truss is the responsibly of the respective contractor. V - 4Meners are complete end at no time should any mp beds greeter Man 5. Desnd ign ess, a trrr e.. ere t be used Ina noncorrosive environment. � . r design loads be applied to any component. e are for try condition' of use. ISIER f ONAL TRANS ID: 339845 s. Cornwrno has no control over end assumes no responsldly for to B. Design essumes loll bearing at an supporo shown. Shim or wedge If r Y faeri®tlon, handing. shipment and Insteaaton of components. 7. p adequate drainage is '7 1 14 ;" •' y, " • S. This design Is furnished subject to the limitations net forth by a. Plates shall be located yE o s n t buss. their both faces of trn, end placed so their center ��� In inches. g. Digits IIII IIIII HI 1111 IIIII IIIII IIIII IIII I l i Tr Inc. Software 7.6.2( furnished a request. 0. ob coincide Ones. ;e r gldse� n values see ESR -2529 (CompuTrus) ... IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 28'- 9.0' VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L/180 • TC: 2x4 DF 1118BTR LOAD DURATION INCREASE = 1.15 MAX LL DEFL = •0.008' @ •1'• 4.5' Allowed = 0.138' BC: 2x4 OF 918BTR SPACED 24.0' O.C. MAX TL DEFL = - 0.009' @ -1'- 4.5' Allowed = 0.183' . WEBS: 2x4 DF STAND; LOADING MAX HORIZ. LL DEFL = 0.018' @ 0'. 3.3' 2x4 OF 8188TR A LL( 25.0) +DL( 7.0) ON TOP CHORD = 32.0 PSF MAX HORIZ. TL DEFL = - 0.018' @ 0'- 3.3' DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF This truss does not include any time dependent BC LATERAL SUPPORT <= 12'OC. UON. deformation for long term loading (creep) in the LL = 25 PSF Ground Snow (Pp) total load deflection. The building designer M -1.5x4 or equal at non - structural shall verify that this parameter fits with the vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL intended use of this component. REOUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Connector plate prefix designators: ICOND. 2: 5450.00 LBS DRAG LOAD. I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Design conforms to main windforce.resisting Y,M20HS,M18HS,M18 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. system and components and cladding criteria. Wind: 110 mph, h =25ft, TCDL= 4.2,BCDL =8.0, ASCE 7-05, Enclosed, Cat.2 Exp.B, MWFRS, interior zone, load duration factor =1.6 21-00 7 -09 ous Note:Truss bearinge 9g wall for span U 12 -00 -11 8 -11 -05 7 -09 f f 7 -05 -08 6 - 09 -04 6 -09 -04 ' 7 -09 12 12 IIM -4x4 6.00 4 8.00 4.0' 5 •17l I M- 3x6(S) 111401... -, + ED PROF M -ax6 ��� - - FSS� 6 . _ //k i ..: , _ co . iaii c M -ix4 ,F M -ix8 M -gx8 10 9 G ��A. JON� ? ::IM-4x4 M- 3x6(S) M -2.5x4 5 / ? /;L y 7 -03 -12 y s- 07 -08), y 7 -00 -12 y 7 -09 /.. EXPIRES 6/30113 12-00 16-09 y • ,, ), y . 1 -04 -08 28 -09 p,.3OH1y1�` . JOB NAME: BROWNSTONE AT THE CROSSING - F DRAG Scale: 0.1838 � �� , � � � WARNINGS: GENERAL NOTES. unless otherwise noted: r� / y O f; 1. Builder and emotion ion contractor should be advised of all General Notes 1. This design is adequate for the design parameters shown. Review + t� f and Warrdngs before cormb m uctIon conrences. and approval is the reeponsidity of are bulkOng designer, not the ' A, z• Truss : F DRAG 2.2%4 compression web bracing rand be ImtaBed where shown •. live designer or truss engineer. .+� . 3. AS teterel levee resisting elements seen es brrrpwen and Permanent 2. Design assumes the top and Dodoes chords m be ht ugho braced at Q (l/ P,'Ili DES. BY: LA etedtly bracing mxnt bs designed by des finer of complete structure. roe. am at 1a o.c. rsspend plywood s levered rC) en od tl Nr b ). ccontinuous continuous sheathing aurh es p ply lywood heeddrg(TC) and/or drywee(BC). 24243 "' DATE : 5/23/2012 CompuTnnn assumes no responsibility for such bracing. 3. 2x impact bridging or lateral bracing required where shown .. ' ';� R 4. No load should be applied to any component until after an bradng and 4. h ti,.. of buss is the responsibility of the respective contractor. p `, j y -T{L S ED . : 5192583 fasteners ere complete and at no lime should any bads greater than 5. Design assumes trusses are to be used in a non-corrosive environment, end ere for "dry cordmon• of use. dns design loads be applied to airy component S. Design assumes NO bearing at at supports shown. 6Nm or wedge If r viONAL ; TRANS ID: 339845 5. CompuTrus has re control over end assumes no resposslHSry for the ry r , 2 / f ? , t , . < fabrication, is design is f urnis hdling, s su Je ao the I i n cif at fponbrte. 7. Design ass be aae on both f a c e is provided. 5 r• 7l n �� (I O. TMs design b fumbhad esDJed to end Bndtetlors set forth by a. Plates shall be locate�dapotaenpabMO�U faces of truss, and placed so their center IIIIII IIIII IIIII IIIII IIIII IIIII !Mil IIII TP p CA b SCSI, copies of re 7. be furnished upon request 9. Ines coindde with joint center Ones. ESR�n pfst 1Bas fin Wok). ... _ In Inches. Coco uTrus, Inc. Software +7.8.3 -SP8 1 L }E 10. For bask E connector -1311. values ties ESR 2529 (CompuTrus) • IIIIIIIIIIIIII - " This design prepared from computer input' by • •■ " PACIFIC LUMBER -BC " 4 LUMBER SPECIFICATIONS TRUSS SPAN 25'- 0.0' . IRC2009 MAX MEMBER FORCES .4WR /GDF /Cy =1.00 TC: 2x4 DF #IQBTR LOAD DURATION INCREASE = 1.15 1- 2 =( -50) 39 2- 7 =( =253) 1819 3- 7 =( -374) 194 BC: 2x4 DF.d16BTR SPACED 24.0'.0.C. 2- 3=( -1925) 702 7. 8 =( -233) 1057 7 -'4n(. 88) 710. WEBS: 2x4 OF STAND; . 3- 4 =( -1758 579 8- 9 =( -208) 354 4- 8n(' -750) 293 2x4 DF m18BTR A LOADING . 4- 5= - 992; 427 8- 5- - 181)1183 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 8=( - 229). 5. 9 =( -1078) 175 • TC LATERAL .SUPPORT <= 12 VON. DL ON BOTTOM CHORD = 10.0 PSF 9- 8 =( -154) 203 BC LATERAL SUPPORT <= 12'0C. VON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 16.5' 0.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 60.IN. (SPECIES) LIVE LOAD AT LOCATION SPECIFIED BY IRC.2009 AND IBC 2009. 0'- 0.0' -180/• 1247V -234/ 324H 5.50' 2.00 DF 825) M -1.5x4 or equal at non - structural 25'- 0.0' -142/ 1283V -234/ 324H 5.50' 2.05 DF ( 825) vertical members (uon). BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS'ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL =L/240, TL= LI.180 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc MAX LL DEFL = 0.007' @ -1'. 4.5' Allowed = 0.138' M,M2OHS,MI8HS,M18 = MiTek MT series MAX TL DEFL = 0.007' @ -1'- 4.5' Allowed = 0.183' MAX LL DEFL = - 0.073' @ 8'- 8.7' Allowed = 1.204' 21 -00 4-00 MAX TL CREEP DEFL.= - 0.139 0 8'- 8.7' Allowed = 1.808'' f - 7 -04 -05 6-09-13 6 -09 -13 4 -00 MAX HORIZ. LL DEFL = 0,021' @ 24'- 8.5' MAX HORIZ. TL DEFL = •0.031' @ 24'- 8.5' 12 12 Design conforms to main windforce- resisting 6.0017 M -4x6 ';16.00 system end components and .cladding criteria. • 4 .0' Wind: 110 mph, h =25ft,- TCDL =4.2,BCDL =8.0, ASCE 7.05, 5 f'f • Enclosed, - Cat.2 Exp.B, 'MFRS, , ii ` interior. zone, load duration factor =l.8 • `�A1 1 M -1.5X4 M-2.5x4 or equal at non - structural diagonal inlets. M- 5x8(5) I o � 1 . • ° P ROF M 1 .5x4 A � - - �` ss / m � � ��GINEF. • �? • i • OR' a �N� • • ell = ' - lr . 0 7 O N 0.25' M -2.5x4 - -- / 5/23 /IZ - -0 - . M 4x4 - M_2.5x4 - --- - - - - -- - -- -- -- M-7x8(S) -- - - - -... - - - -- A. -JON. y J 1 y EXPIRES .6130113 8 -08 -11 8-02-03 8 -01 -02 l , 1-04-08 25 .p• J01/4, • .. JOB NAME: BROWNSTONE AT THE CROSSING - F GE1 Scale: h ^ 0.2281 0 x 2 t' • WARNINGS: GENERAL NOTES, unless oaerw se noted ' : ' ? . , 1. Builder � end erection should be advised of all General Notes 1. This buss design is adequate for the design parameters shown. Review - . F i t • '. Truss F GE 1 w Warnings before construction commences. and approval is the responsibility of ma aamng designer. not the . . ., c , . . 2.1s4 comp 4 web bracing must be Installed m v ere sham � - 3. Ao lateral torn resisting ebmenis eudh r teary end perrrerhem 2 n stns too end b ott om chords m be laterally braced at c ,; t - ! r "?x; . DES. BY: LA emery bracing met 5d be designed by designer of complete structure. z n n o at 1 a him such s p y unless bread (TC) e nord dry �IsrqptNh by continuous sheetldrhg such m plywood sheathing(TC) Mlor rywam(BC t 24243 DATE: 5/23/2012 CompuTrus assumes no responsibility for such breshoal d. 3. 2td- rt�e bridging or lateral bradng required where shown.. . q SEQ.: 5192584 4. No load sho be applied to any nmponem until alter all brednhg and 4. Ir s teUatl on of truss is the tenporeltllty of the respective contractor. ' ' ., - O i s ,24 43 , fasteners are complete and at no time should any b M ads greater than 5. Design assumes basses are to wed ed Ina noncomadae environment I design bads be applied to any component • end ere for - dry condition' of hoe: VS - n'. . TRANS ID: 339845 5. GompuTres has no control aver and assumes no responeibiliy for the a- 7 fug bearing et e l l shown: Shim ar wedge If / 1 QNAL fa fabrication. handling shipment and instation of components. 7. Design eesumes adequate drainage is provided. C /;/a ' . � ' -Y 8. This design Is furnished subled to the Imitations set forth by 8. Plates shell be located on both faces of buss. their center TPUyvroA in BCSI, copes of vetch will be fun ed upon request Ines will ride wt h)dm center Ines. end placed so their EXPIRES 2 ./.. / 3 l Digits Indicate size Fite in Indies. 1111111111 IN ION E' IIIII III IIII CompuTrus, Inc. Software 7.6.2(1 L }E ,o, basic des see ESR-2529 (CompuTrus) ._-- . _ IIIIIIIIIIIIIII " This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS LOADS AS GIVEN 25.00.00 GIRDER OAD DURATION INCREASE 001.15 FROM (Non -RRep) TO 10 -00 -00 1- 2 =( -6273 IRC 20-9 7=(-738) MAX 5532 FORCES u a -97) 1382 1 10- 5= 13 611 - TC: 2x6 DF ) ( - ) ( ) BC: 2x8 DF 818BTR; 2- 3 =( -4491) 591 7- 8= (•735) 5513 2- 8 =( -1841) 248 10- 6 =( -263) 2017 2x8 DF 02 B2 LOADING 3- 4 =( -2449) 317 8- 9 =( -585) 3853 8- 3 =( -318) 2918 8 -11 =( -2394) 316 WEBS: 2x4 OF STAND; TC UNIF LL( 50.0) +DL( 14,0)= 84.0 PLF 0'- 0.0' TO 25'- 0.0' V 4- 5 =( -1024) 212 9.10 =( -373) 2079 3- 9 =( -2872) 379 2x4 OF 0188TR A BC UNIF LL( 111.5) +DL( 95.8)= 207.2 PLF 0'- 0.0' TO 10'• 0.0' V 5- 8 =( -1002) 200 10 -11 =( -211) 197 9- 4 =( -247) 2540 BC UNIF LL( 0.0) +OL( 20.0)= 20.0 PLF 10'- 0.0' TO 25'- 0.0' V 4.10= ( -2542) 326 TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. ADDL: BC CONC LL( 978.0) +DL( 685.0)= 1843.0 LBS @ 12'- 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -478/ 3739V -215/ 317H 5.50' 5.98 DF ( 625) Hangers attached to the bottom chord LIVE LOAD AT LOCATION SPECIFIED BY IRC 2009 AND IBC 2009. 25'- 0.0' -297/ 2459V -215/ 317H 3.50' 3.94 DF ( 825) will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0, TL =L /18 L124 LL ION LIMITS: LL= L/240, DEFLECT Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL LEDLL -I1N9' @ LIMITS: =L/24 Allowed 0 1.212• M,M2DHS ,M18HS ,M16 = MiTek C, (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = - 0.323' @ 11'- 10.3' Allowed = 1.617' M20HS18HS16 MT MT series 21 -00 4 -00 MAX HORIZ. LL DEFL = 0.033' @ 24'- 10.3' 1' '( - MAX HORIZ. TL DEFL = 0.059' @ 24'• 10.3' 6-10-06 5 03 O6 4 -06 4 -04 -04 4 -00 T T T T T T +2x4 web brace required. Laterally brace to roof diaphragm. 12 12 Design conforms to main QR nd force- resisting • ' 6.0017 M -5x6 Q 6.00 system and components and cladding criteria. 5.0° Wind: 110 mph, h =25ft, TCOL =4.2,BCDL =6.0, ASCE 7-05, 5 4f- Enclosed, Cat.2, Exp.B, MWFRS, �F� interior zone, load duration factor =1.6 -7x8 M -5x6 A � M- 8x10(5) O. t' M-3x8 A o � PRO cr � (.1 1 I ,_ '.'. M -7x16 00 r1 comes Gii ✓ 4 b _ off` d� 7 8 9 10 11 l / 1 c M -3x6 M -4x12 M -7x14 0.25' M -7x8 M -2.5x4 40 .A, JOH M-10x12(S) 51?i/!:;: 11643# y y y } ). 1 ' EXPIRES 6/30/13 6 -08 -10 5-01-10 4 -06 4 -07 -12 4 -00 y y 25-00 N. 10114;. ` . J� e w �14, .Y . JOB NAME: BROWNSTONE AT THE CROSSING - F GIRD Scale: 0.2287 . • to ; : WARNINGS: GENERAL NOTES, unless otlhemlee noted: ' V / ,,,2 Z 1. Builder and erection contractor should be advised of as General Notes 1. This truss s design is adequate for the design parameters shown. Review - � i 4 , Truss: F GIRD and Wamdngs before combuctlon commences. and approval is the respomitlity of the balding designer, not the f '.' N i 2. 214 compression web bracing t be installed where shown .. . Design "B lop e me n d bo nea bottom chords to be braced at � ,-(= ' 3. AO lateral force resisting elements such as temporary and permanent c.c. respectively unless bared throughout , i 11.,, 1,r " 2 their length by DES. BY: LA etetlity bracing must be designed by designer of complete structure. 7 o.c. and at 10' re. continuous sheathing such as plywood shead - dng(TC) and/or drywai(BC). 24243 DATE: 5/23/2012 CompuTna assumes no mporeltlity for such bracing. 3. 2r Impact bridging or lateral bracing required where shown.. 4. No bad should be applied to any component until after as bracing and 4. Installation of toms is the responsibility of the respective contractor. '' O ' fgl j .-I SEQ.: 51 92585 fasteners are complete and at no time should any beds greater than 5. Design assumes busses are to be used In a non-corroslve environment, design beds be applied to any component 8 • Desi mama besrirq ° "banns shown. Shim w wedge N ` TRANS ID: 339845 5. Cornea= has a no over end assumes responsibility for . lr the ., mummery. - . fabrication, handing, shipment and installation of components. 7. Design assumes adequate drainage N 5 /3(a V provided. . �; ' • i `' 6. This design Is furnished subject to the imitations set forth by 6. Plates shall be loaded on both faces of nwtrh , and placed no their center 13:=II AIRMIllli II1I111111111111111111111111111111 1111 TPl^NrCAin BCSI. copies efwhich win be famished upon center lines. 9. Digits Indicate size In Inches. CompuTrus, Inc. Software 7.8.2(1 L }E 10. For basic connector design values see ESR -2529 (Compurnm) and/or ESR- 1311,E R -1988 (rrITelQ. I1lll11111 . , LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' TC: 2x4 DF 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 DF 01QBTR SPACED 24.0' O.C. . TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Gable end truss on continuous bearing wall UON. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M -1x2 or equal typical at stud verticals. M,M20HS,M1BHS,1118 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Refer to CompuTrus gable end detail for REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. complete specifications. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 5 -05 -08 5 -05 -08 T 1' 1' 12 12 6.0°7' M -4x4 a 6.00 m m L.11110% . o 0 ...I ts- o c I////////// / / / / / / / / // / / / // / / / / / / / / / / // //I o M -2.5x4 M -2.5x4 J y 1' y 1 -04 -08 10 -11 1 -04 -08 �� PROFFS o G • , _. to y • ` ; A. . 10.04,-... � '�/1V ., - . - 1 P' '' OR'e co I JOB NAME: BROWNSTONE AT THE CROSSING - G GE Sale: 0.8182 • 4� b W " fl ,„. ✓? ' �y26,� 9' a WARNINGS: GEN NOTES, unless otherwise noted: �, ) O t 7 �4 -.. - C, 1. Builder and erection contractor should be advised of al General Notes 1. This truss design is adequate for the design parameters shovel. Review + / . and Warnings before nstrumon commences. and approval Is the responsibility of the bulmng designer, not the t .- x A J 0�'► Truss: G G E cs . 5/1//0 2.294 compression web bracing must be lnsteled where shown ., buss assigner or truss engineer. �'�' 2. Design assumes bottom c the top end botthords to be laterally braced at r V . 9. AB lateral force resisting elements such as temporary and p ermanent z o. and at 1 n oa b 3' ' . reepeah ay amass brewed mrargnout Oatr i DES. BY : L A stability orating mat ho designed by designer of complete struchue. cerr8nuotrs sheaWng s uch r plywood sheeedng(TC) Sootier Z,./ . y EXP I RF_S 6/30113 DATE: 5/23/2012 Dornpurns assumes no responsibility for such bredng. 3. 2s Impact bridging or lateral bracing required where shown +. ( tl -` 4. No bad should be applied to any component until alter all bredng and 4. In of b the responsibility of the respective contractor. . 24243 SEQ.: 5192586 botera no are complete and at time should any loads greater than 5. Des mom= re rm s a to be used Ins non - wath a environment, O %f511cRE�C' design beds be applied to any component. and are for ss condition' of roe. TRANS I D : 339845 s. CompuTruhas ho g s Inaw ap over and assn es no reonsldlty for me e. Design aurren full bearing at all supports shown. SNm or wedge If fabrication, handling, sm nt pme and Installation of components. 7. Design adequate drainage b ovld necessary. ' Sed. _ � ` 8. This design Is furnished subeed to the Imitations eat forth by 8. Plates shall be locateeddq�e oaenbo�th ff aces of tom, end placed so (heir center ( n' / IG .: ,: Il VIII I VIII VIII Il n I � l VIII /III /I ,V puTr BC81, copies of re wig furnished ed upon request F or b s is con connector plate a gn valu 7 G 7/ � � 'I I� M. Digits Indicate size of In Inches. C ompuTrus, Inc. Sof ware 7.6.2(1 L }E 10. e n e bade ire wit values see ESR 2529 (CompuTrus) Joint center Ines. 111111111111111 - This design prepared. from computer input by "' • re' PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 11.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /C =1.00 TC: 2x4 OF C168TR LOAD DURATION INCREASE = 1.15 • - - 1 -2 =( -599) 922 1.4 =( -215) 398 4 -2 =(0) 246 BC: 2x4 OF R1QBTR SPACED 24:0' 0.C. 2.3= (•533).322. 4.3 =( =215 398 t WEBS: 2x4 OF STAND V LOADING TC LATERAL SUPPORT <= 12 UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12 UON. DL ON BOTTOM CHORD = 10.0 PSF 42.0 PSF LOCATIONS O -83/ EACT 458V •85 REACTIONS 85H 5I50'• 0 73 DF Connector plate prefix. designators: 10'- 11.0' -63/ 459V -85/ 85H 5.50' 0:73 OF ( 825) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18H9,M16 = MiTek YT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L /240, TL =L /180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL LL-DEFL =. 0.014' @ 2'- 11.5' Allowed = 0.355' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TC PANEL TL DEFL = 0.020' @ 2'- 11.5' Allowed = 0:533' MAX HORIZ. LL DEFL = - 0.004' @ 10'- 5.5' - MAX HORIZ. TL DEFL = 0.005' @ 10'- 5.5' This truss does not include any time 'dependent - 5 -05 -08 5 -05 -08 deformation for long term loading (creep) in the total load deflection. The building designer ( shall verify that this parameter fits with the ' 12 12 intended use of this component. 6.00 17 Q 6.00 tIM -4X4 Design conforms.to - main windforce- resisting system and components and cladding criteria. 4.0' 2 ( Wind: 110 -mph, h =25ft, TCOL =4.2,BCOL =6.0, ASCE 7.05, Rp Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor =l .8 • • co o I 1 �9Ep PR • o I 1 � 4 3 0 � G1NF / O I L M-2.5x4 M -1.5x4 M -2.5x4 � � � ; A, �‘ v O J, 5 -05 -08 y 5 -05 -08 y 9Lz O A..10NN e ° __ J, y - - -- - - __--- --- 5 /23 /n 10-11 - - - - - - -- - - - - --- -- - - - - -- EXPIRES 6130113 :� p..3O�j�, , y • JOB NAME: BROWNSTONE AT THE CROSSING - G1 J � b w� O `t • • Scale: 0.5237 . ∎A A GENERAL NOTES. unless othembe noted: .. (:] ), 1. Bid • �. - erection i ill• I. Builder erd erection contractor Mold be edvbdesign b ed of as General Notes 1. This buss design adequate for the design parameters shown. Review ' Truss.: G1 • and Warnings before corutrudlonn commences. and approval Is the resporoibiity of the building designer. not the - trassdetlpmror bum . naaaar. b ' -� 5 • ' 2 ace comprassforu web bracing met be InstaOed where mown +. Z Denton assumes the top and bottom chords to be laterally braced at I 3. A5 lateral trace roskang elomend arM as temporary and pemranent Z o.e. and at l o.e. respedhep unless braced throughout their braptVh1 by "" dl -�� _• T , DES. BY: LA stability baring mot be designed by designer of ate etrucbnre. cowman Meawro such as pywood Meseshoo C) ard/ar dryerao(BC). - f 2 4 2 4 3 "' DATE: 5/23/2012 CompuTns assumes no responsiblity for such bracing. 3. 2e Impact bringing or lateral baring required where shown • + . .1' 041,.._ ' R Sit 4. No load should be applied to any component until after as biasing and 4. Ins ta�ao n of truss Is the responsibility of the respective contractor. s • } o- . SEQ.: 51 92587 fasteners are complete and at no time should any leads greater than 5. Design assumes trusses are to be used in a non - corrosive environment. '% �L t1�I 1 L . design bade be applied to any component and are for 'dry condition' of we. ' • VS ' TRANS ID: 339845 5. Cor�nu and uT has no control over a assumes n o response:My for the 9. Dedgn aswmoe tut bearin at as suppab shown. Brim a wedge t 2/./i • , T ONAL _ fabrication. handling, shipment and Installation of . y. n assumes ate drainage is provided. 5 � :, .jj� , _ 8. This design Is fumtvt ambled to which v Imitations sat forth M by e. Plates shall be located on both faces m ees of b. and placed their center � • Ines coindde with Joint center lines. 9. Diges Indicate size II ��IIIIIIIIII(IIIIIIIII ��IIII Co TPI/WTFA In s� Inc. Software 7.6.2(114- � For bas nect -7688 see ESR- 2529(CompuTnn) IIIIIIIIIIIIII ` This design prepared from computer input by + PACIFIC LUMBER -BC ' • LUMBER SPECIFICATIONS 10 -11.00 GIRDER SUPPORTING 12.04 -00 IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 OF R18BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2 =( -1918) 284 1 -4 =( -208) 1822 4 -2 =( -108) 1421 BC: 2x6 OF SS 2.3=( -1916) 284 4.3= ( -20B) 1822 WEBS: 2x4 DF STAND LOADING TC UNIF LL( 50.0)+0L( 14.o). 64.0 PLF 0'- 0.0' TO 10'- 11.0' V TC LATERAL SUPPORT <= 12 UON. BC UNIF LL( 129.2)+DL 107.8;= 237.0 PLF 0' - 0.0' TO 10'- 11.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -227/ 1643V -83/ 69H 5.50' 2.63 DF ( 825) Single member as shown. REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING NET. 10'- 11.0' -227/ 1843V -83/ 63H 5.50' 2.83 DF ( 825) Hangers attached to the bottom chord will have 1.5' max. nail penetration. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL =L1240, TL =LI180 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX LL DEFL = - 0.027' @ 5'- 5.5' Allowed = 0.500' C.CN,C18,CN1B (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = - 0.085' @ 5'- 5.5' Allowed = 0.887' M,M2OHS,M18HS,M18 = MiTek YT series MAX HORIZ. LL DEFL = 0.007' @ 10'- 5.5' 5 -05 -08 5 -05 -08 MAX HORIZ. TL DEFL = 0.012' @ 10'- 5.5' T f ' Design conforms to main windforce- resisting 12 12 system and components and cladding criteria. 6.00 Q 6.00 Wi 110 mph, h =25ft, TCDL =4.2,BCDL =8.0, ASCE 7 -05, M - 4x8 Enclosed, Cat.2 Exp.B, MWFRS, 4.0 interior zone, load load factor =l.8 2 t m 05 8 . 0 1 / 4 -!9 0 5��900 P ROFFs, M -5x10 M -3x8 M -5x10 � ��G(NFF. - b( : ' - • 11. OR1 @ N 43 y l )' O G‘''26. \�° U2 5 - -08 5 -05 -08 9/i 1 1, y /� A. JOtk 5/23//z 10 -11 - EXPIRES 6/30/13 • • p• jolt►; . JOB NAME: BROWNSTONE AT THE CROSSING - G GIRD Bale: 0.5812 e ' (-) . I . � WARNINGS: GENERAL NOTES, unless otherwise noted: r 3 x . 1. Builder and erection contractor should be advised of al General Notes 1. This truss design Is adequate for the design parameters shown. Review ' Truss: G GIRD and Warnings before combustion commences. and approval b the respssmYy of the building designer, not the /_,, , 2. must 2s4 compression web bracing at be Insetted whore shown .. mm desl�ror or buss engineer. .? ,� 2 3. At lateral force raatetlrrp elements such m temporary end permanent 2. Design assumes the top and bottom chords to be tateralJy braced at t J� 1 ., DES. BY : LA in Madre mud be designed by designer of complete structure. continuous ova end et 1a ova uch a pl y unite e e to Nnuenout mar math lqM br sta H! dhsatitlng such m plywood eheatidng(rc) erd/or drys aO(BC). q 24243 DATE: 5/23/2012 CompuTna assunws no responsibly for such bradng• 3. 2x Impact bridging or lateral bredg required where shown ... n � . 4. No load should be applied to any component until after alt bmdre and 4. Installation of bras Is the responsibility of the reepecuve contractor. , .O R �cr1$h'RS ° SEQ. : 5192588 fasteners are correlate and at no time should any bads greater than 5. Design assumes busses are to be used to a non - conceive environment. design loam be applied to any component and ere fon'dry condition' of rue. TRANS ID: 339845 5. Corn assumes puTrus has no control over and no responsibility for full for the B. Design assumes e If bearing at at supports shown. Shim or wedge C �/ 1 ., S fONAL laerla m en. hamrg. cement end amaeauon of components. 7. necessar assumes y co adequate drainage Is provided. 5 13 / a Is furnished subject to the Irritations set forth by B. Plates shag be located on With faces of buss. and pieced so their center EXPIRES I T PUWFCA In BCSI, copies of width win be furnished upon request coincide with Joint center Ones. p ,- B. This design War 111111 1111111111 III VIII VIII III III IIII 9 For b E6R�- 711, r aisl gn values ..- _ El CompuTru Inc. Software 7.8.2(1 L }E tines 10. an baste connector d n veiuee see ESR -2529 (ConphrTna) 41,6PazaiR er637 RECENED MAY 3 CITY OFTIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS for Brownstone at the Crossing Building 6 at 9256-9296 SW Longstaff Street Tigard, Oregon February 29, 2012 • l oma t : 4w � eik tp PR °F • v p %NE y' 9. 4BER: 4z. °scoff Z /Z' / 2. RENEWS ON: 12/30/201.7 Seattle Structural 1420 Fifth Avenue, Suite 425, Seattle, WA 98101 -4019 206 - 343 -3000 phone 206- 343 -3013 fax �. r, I. Building Code: 2010 Oregon Structural Specialty Code II. Design Loads: A. Roof Roof (snow) = 25 psf B. Floor Floor live load = 40 psf (typical) Floor live load = 100 psf (corridor) C. Wind Wind speed = 95 mph, Exposure = B D. Seismic Site Class = D Seismic Design Cat. = D _ E. Lateral Earth Pressure (soil fluid density) Restrained at top = 55 Unrestrained at top = 35 Ill. Materials (design stresses): A. Soil Allowable bearing pressure = 2000 psf Friction (sliding coefficient) = 0.35 Passive bearing pressure = 250 pcf Perimeter frost depth = 1.5 feet Interior footing depth = 1 feet B. Concrete Foundations F'c = 2500 psi Walls, columns F'c = 2500 psi Structural slabs F'c = 2500 psi D. Reinforcing Fy = 60 ksi ASTM A615, Grade 60 E. Steel Rolled WF shapes Fy = 50 ksi ASTM A572, Tech. Bulletin #3 Plates, bar & other rolled shapes Fy = 36 ksi ASTM A36 Pipe Fy = 40 ksi ASTM A53, Type E or S, Gr B Tubing Fy = 46 ksi ASTM A500, Gr B F. Glu -Lam Simple span: Fb = 2,400 psi Combination 24F -V4 Cantilevered span: Fb = 2,400 psi Combination 24F -V8 G. Sheathing APA Performance Rated Panels, per NER 108, Exposure 1 Roof: 19/32 (or 5/8) thick, 40/20 Floors: 23/32 (or 3/4) thick, T &G, 48/24 Walls: 15/32 (or 1/2) thick, 24/0 H. Sawn Lumber - Basic Design Values - 2005 N.D.S. Species Grade "Fb, psi" "Fv, psi" "E, ksi" Use Doug. -Fir #2 875 95 1,600 2" to 4" thick floor & roof framing Doug. -Fir Stud 675 95 1,400 ' to 4" thick wall frmg. x 4" to 6" wld Doug. -Fir #2 875 95 1,600 Wall plates Subject: RFA #: 080394 -01 Project: Longstaff Condos Date: 2/28/2012 Client: Sheet No: - . ' - • a 41 O - SEE DETAIL I BELOW FOR THESE TRUSS DIAGRAMS OVER BEDROOM. r 4 , Ark 1 SABLE • . TRUSS I %::, • g PLATE 2444 THIS MAIL 0 . ■ -• -, RM SEE ovAn. I BELOW FOR . . , I 114ESE TRUSS DIAGRAMS ... 511 STRAP WINDOW 400 I. cp ' i 1 OVER LIMNG ROOIA. .---- 14 RO .......■.. ,• . ..- ...... I • I., 1 • il. I ' • • 1 ., ' 3 14 1 1 1 .. i .. '... .:10........-- . . 43110 I. DRa , . FIRST • • . ..........j..;oIN9DE . .. .• .- • TRUSS ; 1 . . )..„,.....,„.. 0 1 ..4 i. • • /......• FURR IMILIN TO 114 TCH • ' i. ••••• • ••• "'" - -.."V• ..... ••••• • LONER OEILffiG NEIGNT • ••■■•••••••••••••••: . .,',•••••••'••• 1 • • ; 1 I.!•!4. (•••■•••••••••• : • & • 1 GT ii .1 I R - -;1 iEk gay B2 • . i • I . . ,:: ••••::, , -- 7- - ___ - /_-.- I i % •-• - - .:::.7...i . r v .... H 1 i ; . . • I ....... = = , . . . : . ... • in -- • ir-C FACE Si' IITU - ag i IKI7 1.1 •.• . • , 6. . ... . i E !':...7:g 1 %_it : 1 1 • _ . 0 .1. • : • ÷ ••■• - .1 •. ! 1.- •i i. ,..,—,..... g • •---..• • • -- ED ; AA , 1:17 • n.) _ . , • 1 •-• • • .... ; : • .."-", I . . : • . ...• • . . , ------------ I • 101 !r • . 0 , 1 . 1 0 I • ...- .. .. .- I im s • 5 1 1 N Afit I 4 .. . . . . ... • . . • ; 04 '• L.Z.1- .."_-_:: 1 8__ 1:17 • ' ' : 1 I • • i '...-.—.___... - ' ri..-1 • . • •_ii 1 • . 1 . • • . 1 i • i I I 0 i ... •• I , ... r _____ .. ,_ ,. I I ,... -v,-, • .• . • . , • .. . . .. .. ..__,. • . • • ••• . : : • ...... ,: e . . — • • , • 1 7. -- - - I • i • • • • ke---.14 . • . i Li . -• I . . . i • . :.'; , i i • • . . • A i • .• . . 1 AM.! •.: . • - .• • 1 . . i ilu,, • . , • , .1 . is !, \ I I i 1 . 1 i . ............. r! 1 . 1 7 . • ., • 1 . ' • i / I 4 • I ! . . 1 „... . -.-j I-.........--.- 4/41314DRSL_ — - ..... _i 1 : ; /Ea I 11; CABLE CND' TRUSS • I I VI" , I i ,1 ,____. ....10 _ DAD__. r ,, +— .— . irh NDOW 7 1 I O 1 •:, i ILI - 411‘, .9 , . . I N z . . r , • .. o 1 L. T GABLE END TRUSS J. _i_ 685 POST 6-PLEX BUILDING 2nd FLOOR SHEAR AND ROOF FRAMING PLAN I/4-.1.-w tAkmiu_neuts.,30vr MIDPOINT • • 0 1 l • DUCTWORK IN A:k FLO OR FRAMING %MP 'T 'I` I' i• ACI■ Ark ai-swane • - ( ) '-"' ...( ! _-.-4... -- NIP NV , _ . - I Q Q moil' ci STRAP WINDOW . . .. 2K 14-1) ..... ( ) • ; HD @ . , 16 6.1) NOR P 6 • . . . .... . • • o • HOU, . • . 0 • . ;AA . I • .., . 'CP : : N • ci I ..?&_.• -. . _ ,_ -61.... ''' r . ' P . ' - . _ ...U., 1e I : . I 0 : ' . ST 1I F . r CO A ll . I : I I . I I • I I 1 i .. I 0 I 1 ...2 A , :_l 554 '''"O E .0. • drA UP '...., ; .... dal . 18 1 a Nout : CT --- . i . 1 gil,' .(1: ._ .—..- J 6:1.6 POS OP,' I ' I .15 '. I 1 ' . • .Ii 1 1 1 .....; _,;. .1. ' ! 7..t..._ ....11_'....L....—....--:-.3 1 • • . • . : • Tu x . e ILE i I .,- - "- - • . - - ,/,-.•. : 1 .1 H. 1 i .. _ , .- ,, :, ---I 1 "•• ig 3 I i o . ."47,4 €14, 177 .11 s I 1 I I . ;.: • ,-... . • .- , ; • • 8 -; • R :: i• 'T -! 1 ' ;II - I 1 e : ! .. - • . -. . . 4 - : .Z7 • I 1 1 I , i . r . STAIR FRAMING ' 1 : •■, • • .. '1 ! ..‘• :''..,.; 1 0 I I • 4612 STRINGERS . )1--: i F ! . 1 ,.... • ., ... ,. . ..c . . ,..._.. 1 ,. ' AT WALLS -- I ' -; . • ____.: . CO .....11 1 ,1 - 7__ ___ ___ . . . • :,..,-,- • 41' .--i--- L--: - -- .- ';.. .. '''' . .9 Li,..._10,..ip‘ I R — -- . .■ammil■ :1,:•-•--------- , I . - (?) 2.8 0 .-..- -,--.7: - - - -' - - - - 7 — — ... .... i IF -. 10, : . .. s _ ' ',.' ' '' ' ° ( 9) 1 I a p CO [ 1 Fl . EX IFIP 1 • '... ? .../ . ii • ; I ig . 0 2 - .- ..__ . i . . .!Loor_BIL •, 1 .4 1 • i la •i r _ C) mu? i Ita„, A i R STLY A rGai i w . :1 1.- • I 0 0 i 4.. AT WALLS 1.4 . • • • ! 1 1;'.. I g . i : i;.,: .: : 7 1;fair • — _ - _ I:4H. .....42 : IE. ........ • , . I 1135 2 h . .. 1 1..____„- ; . 210 or o.c. .! • :: te s:.— : 2.0 • 16 0.C. . 4 1 ,....., . ! ,,, )-.; :: (...) U.N.O. I : : 1 ! IFS : • . . . .... ...1,2_ 2221 . m. . .. . . 4 _ _ _ _ p . : :! :..... ! ! -1 • E o 1. CO 6 1,, I - - --- r u..,. , .• le ! 1 • . 1 , 4 , . I NDU2 ! 278 1 .' 'A . ' 4 R CY . : &X Eh .1 crmar BUILDING IS SYMMETRICAL • . i • 1_2_140yel ; : . 4:2 1)6031 . . ;1 . _ 4322 . 4.'ss 1. 11; 11 .,.::- i OSET p' --Pr- .._ EXCEPT FOR UTIUTY CLS ER OKN - SHALL DETERMINE WHICH i-h. I (7) gOE OF EACH BLDG. .• I i —. - .. •- t • MULL NNE CLOSETS. :. 4_11•12.41 I 6;10 FEU) —.. E. 3 1 , .4 M s ri.. 1 1 i , 1 eu Vol i g; . EMEI POST — (TYP. OF 16) 1 ;4. 1 ... 4.10.p. 6-PLEX BUILDING 1st FLOOR SHEAR AND 2nd FLOOR FRAMING 1 /4--1.-cr BUILDING IS SYMMETRICAL ABOUT MIDPOINT Fossatti Pawlak Structural Enttlneers This spreadsheet s Project: Longstaff Condos Subject: Framing • Wdead roof 15 psf Wlive roof 25 psf Wdead upper 11 25 psf Wilve upper floor 40 psf Wall Weight 1 _ 10 psf Upper Tri Lie 1-/Au. Length I Roof Trib. Floor Trib. I >240 (in) >360 # (#) (8) (R) 802 0.092 1042 Roof 1 8 12 0 . 2073 0.037 2695 2 8.3 2 0 _ #DIV/01 0.000 #DIV/01 3 (see Enercalc) 8 0 0 #DIV /0! 0.000 #DIV/0! 4 (see Enercalc) 8 0 0 11438 0.002 14869 5 2.9 8.5 0 777 0.071 1019 1st & 2nd 1 6 0 7.5 1675 0.024 2541 Floor 2 5.1 0 4.9 761 0.154 999 • 3 12.8 0 4 674 0.095 885 4 7 0 6.35 953 0.105 1240 5 10.8 4.1 0 1521 0.037 1978 6 6.15 6.7 0 988 0.050 1476 7 6.1 2 4.5 929 0.053 1219 8 5.4 0 8.6 2666 0.011 3500 8 3.2 0 14.4 #DIV/01 0.000 #DIV/0! Point Ld 9 (see Enercalc) 4.1 0 0 10444 0.000 #DIV/01 10 8.2 0 0 ' 1061 0.076 1788 11 11.3 2 2 #DIV/01 0.000 #DIV/0! Point Ld 12 (see Enercalc) 11.5 0 0 7502 0.004 9846 • 13 3.6 0 8.71 • 14 5.1 0 6.7 1652 0.028 2168 15/16(see Enercalc) 10.8 0 0 #DIV/01 0.000 #DIV/01 17 (see Enercalc) 9.22 0 10.1 983 _ 0.088 1264 18 (see Enercalc) 3.1 0 0 • #DIV /01 0.000 #DIV/01 19 (see Enercalc) 5.8 0 p #DIV /01 0.000 #DIV/01 21 4.1 0 4.7 4531 0.008 5947 22 (see Enercalc) 11 0 2.3 996 0.101 1307 23 (see Enerpic) 5.12 0 0 11718 0.000 #DIV101 24 (see Enercalc) 12.81 0 0 #DIV /01 0.000 #DIV/01 25 (see Enercalc) 5.65 0 0 #DN/01 0.000 #DIV /01 Joists Typ.2x10 joists 12.2 0 4,33 686 0.168 874 Typ.(2)2x10 joists 14.4 _ 0 1.33 810 _ 0.163 1063 Species DF2 HF2 PSL . I Title : Job # Dsgnr: Date: 10:50AM, 31 MAY 12 Description : Scope : Rev. 660004 - .....__ ..... ....... User: KW-0600732, ver 5.8.0, 1-Dee-2003 General Timber Beam Page 1 (=)1963.2003 ENERCALC Engineering Software heming.ecwCalaWtlons Description Roof Beam 3 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aflowables are user defined I Section Name 6x10 Center Span 125 ft Lu 0.00 ft • Beam Width 5.500 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Fix -Free Fc Allow 405.0 psi Wood Density 40.000 pcf E 1,300.0 ksi Full Length Uniform Loads 1 Center DL 200.00 #/ft LL 333.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL Nit t Summary 1 Beam Design OK Span= 3.25ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Fix -Free Max Stress Ratio 0.429 : 1 Maximum Moment -2.9 k-ft Maximum Shear • 1.5 2.0 k Allowable 6.7 k-ft Allowable 9.0 k Max. Positive Moment 0.00k -ft at 0.000 ft Shear: @ Left 1.78k Max. Negative Moment -2.89 k -ft at 0.000 ft @ Right 0.00 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support. 0.00 k -ft @ Center 0.015in Max. M allow 6.74 Reactions... © Right 0.000 in ft) 419.42 psi fv 38.82 psi Left DL 0.70 k Max 0.00k Fb 977.50 psi Fv 172.50 psi Right DL 0.00 k Max 0.00 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... pead Load Total Load Deflection -0.010 In -0.026 In Deflection 0.000 In 0.000 in ...Location 3.250 ft 3.250 ft ... Length/Defl 0.0 0.0 ...Length/Defl 7,708.1 3,020.01 Right Cantilever... Camber ( using 1.5 • D.L. Dell ) ... Deflection 0.000 in 0.000 in @ Center 0.015 in ... Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in [Stress Caics - 1 Bending Analysis Ck 29.576 Is 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.89 k -ft 35.50 in3 977.50 psi @ Left Support 0.00 k -ft 0.00 in3 977.50 psi @ Right Support 0.00 k -ft 0.00 in3 977.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 0.64 k Area Required 11.760 in2 3.714 In2 Fv: Allowable 172.50 psi 172.50 psi Bearing :? Supports Max. Left Reaction 0.00 k Bearing Length Req'd 0.000 In Max. Right Reaction 0.00 k Bearing Length Req'd 0.000 in 5 Title : Job ft Dsgnr: Date: 10:50AM, 31 MAY 12 Description : Scope : Rev: 580004 _.. user. KW-0600732 Ver 5.00, 1-Dec-2003 General Timber Beam Page 2 (e)19832003 ENERCALC Engineering Software freraing.ear..Catatetions Description Roof Beam 3 • Query Values -- . _.__ . M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft -2.89 k -ft 1.78 k 0.0000 in Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in © Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In 6 . I Title : Job # Dsgnr: Date: 10:59AM, 31 MAY 12 Description : Scope : • 1 Rev. 580004 User: t044060ora2.ver5.8.0.1- De�20oa General Timber Beam Page 1 II r ut a -mo3 ENERCALC Engineering Software frem cw ing.eCatwlationa Description Roof Beam-4 o General Information Code Ref. 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined I Section Name 6x10 Center Span 4.00 ft Lu 0.00 ft Beam Width 5.500 In Left Cantilever 1.30ft Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Bm Wt. Added to Loads Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi Wood Density 40.000pcf E 1,300.0 ksi F ull Length Uniform Loads Center DL 200.00 ft/ft u. 333.00 #!ft Left Cantilever DL 200.00 #/ft LL 333.00 It/ft Right Cantilever DL ft/ft LL #!ft Summary , Beam Design OK Span= 4.00ft, Left Cant= 1.30ft, Beam Width = 5.500in x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.149 : 1 Maximum Moment 1.0 k -ft Maximum Shear • 1.5 1.2 k Allowable 6.7 k-ft Allowable 9.0 k Max. Positive Moment 1.01 k -ft at 2.074 ft Shear. © Left 121 k Max. Negative Moment -0.18 k -ft at 0.000 ft @ Right 1.05 k Max @ Left Support -0.46 k -ft Camber. @ Left 0.002 In Max @ Right Support 0.00 k -ft @ Center 0.003in Max. M allow 6.74 Reactions @ Right 0.000 In fb 145.96 psi fr 22.45 psi Left DL 0.75 k Max 1.92 k Fb 977.50 psi Fv 172.50 psi Right DL 0.38 k Max 1.05 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.006 in Deflection 0.001 in 0.005 in ...Location 2.095 ft 2.032 ft ...Length/Deg 26,455.9 6,217.5 ...Length /Dell 26,519.7 8,630.80 Right Cantilever... Camber ( using 1.6 • D.L. Deft ) ... Deflection 0.000 in 0.000 In @ Center 0.003 in ...Length/Defl 0.0 0.0 @ Left 0.002 in @ Right 0.000 in ` Stress Caics Bending Analysis Ck 29.576 Le 0.000 ft Svc 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 1.01 k -ft 12.35 in3 977.50 psi @ Left Support 0.46 k -ft 5.68 in3 977.50 psi @ Right Support 0.00 k -ft 0.00 in3 977.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.17 k 0.93 k Area Required 6.800 in2 5.400 in2 Fv: Allowable 172.50 psi 172.50 psi Bearing @ Supports • Max. Left Reaction 1.92 k Bearing Length Req'd 0.863 in Max. Right Reaction 1.05 k Bearing Length Req'd 0.471 in 7 • 1 Title : Job Dsgnr: Date: 10:59AM, 31 MAY 12 Description : Scope : Rev: 680004 1 User. ION-0800732. Vet 5.ao, 1'Der.-2003 - General Timber Beam Page 2 • )1963.2003 ENERCALC Engineering Software heming.ecwCakvlations Description Roof Beam 4 Query Values • M, V, & D 4) Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.46 k-ft 1.21 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant Location = 0.00 ft -0.46 k-ft 1.21 k 0.0000 In 8 Title : Job 8 Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave, Suite 1510 Description : Seattle, WA 98101 • 206 - 456 -3071 Scope : Use se000a G eneral Timber Beam User. xw 0 3 ENE R CA L C n, N eery 00 ( ig.e�. allony _ ( cp983 ,20�ENECAC6grieerirgSoRware Description 2nd Floor frmg - Bm 9 [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2033 NFPA 5000. Base allowables are user defined II Section Name 4x8 Center Span 4.10ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever ft Lu 0.00 ft . Beam Depth 7.250 in Right Cantilever n Lu 0.00 ft Member Type Sawn Douglas Fir - Lerch, No.2 Fb Base Allow 900Apsl Load Dur. Factor 1.150 Fv Allow 180Dpsi Beam End Fixity Pin -Pin Fc Allow 625Dpsi E 1,600.0ksi LFuII Length Uniform Loads Center DL 250.00 Mt LL 141.10 Mt Left Cantilever DL Mt LL Mt Right Cantilever DL Wilt LL Mt [Point Loads k Dead Load 424.0 lbs lbs lbs lbs lbs lbs lbs Live Load 691.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.640 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary ' Beam Design OK Span= 4.10ft, Beam Width = 3.5001n x Depth = 7.25in, Ends are Pln -Pin Max Stress Ratio 0.549 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 . 1.9 it Allowable 3.4 k -ft Allowable 5.3 k Max Positive Moment 1.89k-ft at 1.640 ft Sheer. Left 1.47 k . Max Negative Moment 0.00 k -ft at 4.100 ft © Right 1.25 it Max @ Left Support 0.00 k -ft Camber. 0 Left 0.000in • Max c•! Right Support 0.00 k -ft • @ Center 0.022 in Max. M allow 3.44 . Reactions... ..■ Right 0.000In fb 738.16 psi fv 73.29 psi Left DL 0.7T it Max 1.47 k Fb 1,34550 psi Fv 207.00 psi Right DL 0.66 k Max 1.25 k [Deflections • Center Span... Dead Los, Total Load Left Cantilever... Dead Load Total Load Deflection -0.015 in -0.029 in Deflection 0.000 in 0.000 in ...Location 2.001 ft 1.984 ft ...Length/Oefl 0.0 0.0 ...Length/Defl 3,385.6 1,714.15 Right Cantilever... Camber ( using 1.6 • D.L. Dell ) ... Deflection 0.000 in 0.000 in Center 0.022 hi ...Length!Uefl 0.0 0.0 Left 0.000 In @ Right 0.000 in 9 • Title : Job q Dsgnr: Date: 2:33PM, 9 OCT 08 Description : Scope: r Rev. 580004 User KW -0600732, Vet s.e.o. 1-0ea2003 General Timber Beam Omninp.elWceladatlaa M1983 -2003 ENERCALC Engineering Software Description 2nd Floor frrng - Bm 9 [Stress Caics • • Bending Analysis Ck 31.887 Le 0.000 ft Su 30.661 in3 Area 25.375 In2 Cf 1.300 Rb 0.000 CI 1470.755 Max Moment Sxx Read Allowable fb ag Center 1.89 k-ft 16.82 in3 1,345.50 psi Left Support 0.00 k -ft 0.00 in3 1,345.50 psi Right Support 0.00 k -ft 0.00 in3 1,345.50 psi . Shear Analysis a Left Support al Right Support Design Shear 1.88 k 1.53 k Area Required 8.984 in2 7.368 ln2 Fv: Allowable 207.00 psi 207.00 psi • Bearing ® Supports Max. Left Reaction 1.47 k Bearing Length Req'd 0.672 in Max. Right Reaction 1.25 k Bearing Length Req'd 0.570 in i, [Query Values f M, V, 8 D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00k -ft 1.47 k 0.0000 in Right Cant. Location = • 0.00 ft 0.00 k -ft 0.00 k 0.0000 In © Left Cant. Location = 0.00 ft • 0.00 k -ft 0.00 k 0.0000 In • • • 1 0 Title : Job ft Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave, Suite 1510 Description : Seattle, WA 98101 206 - 456 -3071 Scope : 580004 user.KIN0600732 Ver6.8.0,1-0ea2003 General Timber Beam Irani e�r� ,;� [likes: (c)1583 -2000 ENERCALC Engineering Software Description 2nd Floor frmg - Bm 12 [General Information Code Ref: 1997/2001 NDS, 200012003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 4x10 Center Span 11.60ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever It Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 • Fb Base Allow 900.0 psi Load Dur. Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0psi • E 1,600.0ksi [Full Length Uniform Loads 1 Center DL 50.00 Mt LL 80.00 Nit Left Cantilever DL l/ft LL Ant . Right Cantilever DL gift U. Nit `` `Point Loads 1 Dead Load 368.0 lbs lbs lbs lbs lbs lbs lbs Live Load 633.0 ibs lbs lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0000 ft 0.000 ft Summary I Beam Design OK Span= 11.50ft, Beam Width = 3.5001n x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.779 : 1 Maximum Moment 4.4 k -ft • Maximum Shear • 1.5 2.0 k • Allowable 5.6 k -ft Allowable 7.3 k Max. Positive Moment 4.37 k -ft at 3.634 It Shear. © Left 1.45 k Max. Negative Moment 0.00 k -ft at 11.500 ft @ Right 1.07 k Max @ Left Support 0.00 k -ft Camber. a Left 0.000in Max @ Right Support 0.00 k -ft © Center 0.1511n Max. M allow 5.62 Reactions... @ Right 0.000 in fb 1,051.17 psi fv 62.70 psi Left DL 0.55 k Max 1.45k Fb 1,350.00 psi Fv 225.00 psi Right DL 0.41 k Max 1.07 k • [Deflections ill Center Span... peed Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.100 in -0.283 in Deflection 0.000 In 0.000 In ...Location . 5.474 ft 5.474 ft ...Length/Llefl 0.0 0.0 ...Length/Defl 1,373.4 525.24 Right Cantilever... . Camber ( using 1.6 • D.L. Deft ) ... Deflection 0.000 in 0.000 in Center 0.151 in ...LengthlDefl 0.0 0.0 • dt Left 0.000 in It Right 0.000 in • • 11 Title : Job A Dsgnr: Date: 2:33PM, 9 OCT 08 Description : i 1 " ' Scope : • Rev: se KW-C6 G eneral Timber Beam Use 3-2 0 3 ENE Ver C En r-0 rig So aamhg.ec r.CalaAadons 1 - (01983-2003 ENERCALC Engineering Software Description 2nd Floor frmg - Bm 12 • [Stress Cates 1 Bending Analysis Ck 30.585 Le 0.000 ft Sxx 49.911 in3 Area 32.375 in2 Cf 1.200 Rb 0.000 CI 1448.882 Max Moment Sxx Reo'd Movable @ Center 4.37 k-ft 38.86 in3 • • 1,350.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.03 k 1.46 k Area Required 9.021 in2 6.476 in2 • Fv: Allowable 225.00 psi 225.00 psi Bearing @ Supports • Max. Left Reaction 1.45 k Bearing Length Req'd 0.662 in Max. Right Reaction 1.07 k Bearing Length Req'd 0.488 in [Query Values Y M, V, & D @ Specified Locations Moment Shear. Deflection @ Center Span Location = 0.00 ft 0.00k -ft 1.45 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00k -ft 0.00 k 0.0000 in • @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in 12 1 1 Title : Job IS Dsgnr. Dab: 11:53AM, 31 MAY 12 Description : Scope : • Rev. 580000 • - -- user: KW41600732. Ver 5.8.0.1- Dee -2003 General Timber Beam Page i1 (8)18 2003 ENEROUX Enpineering Software ireminp eewCelculaltons Description Beams 15/16 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowabtes are user defined II Section Name 6.126x9.0 Center Span 11.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Focity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi • Full Length Uniform Loads I Center DL 200.00 #/ft LL 320.00 g/ft Left Cantilever DL 0/ft LL lil/ft Right Cantilever DL ft/ft LL Nit I Summary I Beam Design OK Span= 11.00ft, Beam Width = 5.125In x Depth = 9.In, Ends are Pin -Pin Max Stress Ratio 0.568 : • Maximum Moment 7.9 k -ft Maximum Shear • 1.5 3.7 k Allowable 13.8 k -ft Allowable 11.1 k Max. Positive Moment 7.86k -ft at 5.500 ft Shear: @ Left 2.86k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.86 k Max © Left Support 0.00 k-ft Camber: @ Left 0.000In Max © Right Support 0.00 k -ft @ Center 0.1761n Max. M allow 13.84 Reactions... @ RIght 0.000 In fb 1,364.12 psi tv 80.36 psi Left DL 1.10 k Max 2.86 k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.10 k Max 2.86 k Deflections 1 r Center Span.. peed Load Total Load Left Cantilever._ peed Load Total Load Deflection -0.118 In -0.306 in Deflection 0.000 in 0.000 In ...Location 5.500 ft 5.500 ft ... LengthlDefl 0.0 0.0 • ...Length/Defl 1,122.8 431.86 Right Cantilever... . Camber ( using 1.6 • D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.176 in ... Length/Defl 0.0 0.0 Left 0.000 in . Right 0.000 in Stress Caics NNW Bending Analysis Ck 22.210 Le 0.000 ft S,or 69.188 in3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment liata Allowable fb @ Center 7.88 k -ft 39.32 in3 2,400.00 psi Left Support 0.00 k-ft 0.00 in3 2,400.00 psi Right Support 0.00 k -ft 0.001n3 2,400.00 psi Shear Analysis © Left Support Q Right Support Design Shear 3.71 k 3.71 k ? Area Required 15.444 1n2 15.4.44 In2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 2.86 k Bearing Length Req'd 0.859 In Max. Right Reaction 2.86 k Bearing Length Req'd 0.859 In 13 S 1 Title : Job # Dsgnr: Date: 11:53AM, 31 MAY 12 Description : Scope : a Us er:ION.a600732. VerS.RO,1 -D e o- 2003 General Timber Beam Page 2 1 (c)1983 -2003 ENERCALC Engineering Software freming.eee Celadetions Description Beams 15/16 - Query Values 1 M, V, & D @ Specified Locations Moment Shear Deflection n Center Span Location = 0.00 ft 0.00 k-ft 2.86 k 0.0000 in © Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 14 Title : Job # Dsgnr: Date: 11:55AM, 31 MAY 12 Description : Scope : ' Rev: 680004 ....____ -- .. uaet xw-0600732. ver6.8.0. I- flec-2003 General Timber Beam Page 1 i01 C Engheering Software , framing.ecw.Carddatbns Description Beams 17 [General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allawabtes are user defined Section Name 6.126x9.0 Center Span • 9.40 ft Lu 0.00 ft 1 Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Mow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads . Center DL 263.00 #1ft LL 420.00 Nit Left Cantilever DL #/ft LL Nit Right Cantilever DL Wit LL #/ft ' Summary I Beam Design OK Span= 9.40ft, Beam Width = 5.1251n x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0 .5 4 5 : 1 Maximum Moment 7.5 k -ft Maximum Shear • 1.5 4.1 k Allowable 13.8 k -ft Allowable 11.1 k Max. Positive Moment 7.54 k -ft at 4.700 ft Shear: % Left 3.21 k Max. Negative Moment 0.00 k -ft at 9.400 ft © Right 3.21 k Max f) Left Support 0.00 k -ft Camber. @ Left 0.000In Max @ Right Support 0.00 k -ft @ Center 0.124 in Max. M allow 13.84 Reactions @ Right 0.000 in fb 1,308.40 psi fv 88.53 psi Left DL 1.24 k Max 3.21k Fb 2,400.00 psi Fv 240.00 psi Right DL 124 k Max 3.21 k '•_ Deflections Center Span... peed Load Total Load Left Cantilever... peed Load Total Load Deflection -0.082 in -0.214 In Deflection 0.000 In 0.000 In ...Location 4.700 ft 4.700 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,368.3 526.89 Right Cantilever... Camber ( using 1.6 • D.L. Deft ) ... Deflection 0.000 In 0.000 in @ Center 0.124 In ...Length/Defl 0.0 0.0 Left 0.000 in at Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 69.1881n3 Area 46.125 in2 Cv 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb Center 7.54 k-ft 37.72 in3 2,400.00 psi Left Support 0.00 k-ft 0.00 in3 2,400.00 psi Right Support 0.00 k-ft 0.00 in3 2,400.00 psi Shear Analysts @ Left Support @ Right Support Design Shear 4.08 k 4.08 k Area Required 17.014 in2 17.014 in2 Fr: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max Left Reaction 3.21 k Bearing Length Req'd 0.964 in Max Right Reaction 3.21 k Bearing Length Req'd 0.964 in 15 l , Title : Job # Dsgnr: Date: 11:55AM, 31 MAY 12 Description : Scope : User. Vet 5.8.0, 1- Dec-2003 General Timber Beam Page 2 � (c)1e632003 ENERCALC Engineering Software freming.ecw.Calculations Description Beams 17 Query Values M, V, & D Specified Locations Moment Shear Deflection ® Center Span Location = 0.00 ft 0.00 k-ft 3.21 k 0.0000 in Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 In Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 16 Tide : Job # Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 • 1411 Fourth Ave, Suite 1510 Description : . • Seattle, WA 98101 206 - 456 -3071 . r fe) . S 680004 er.mm1600732verb.e.e.! -0ec-2003 General Timber Beam �,,;,�.�,,� ,�,;,,,,r 1983 -2003 ENERCALC Engineering Software Description 2nd Floor frmg - Bm 18 [General Information Code Ref: 1997/2001 NOS, 20002003 IBC, 2003 NFPA 5000. Base aflowables are user defined 1 Section Name 4x8 Center Span 3.506 Lu • 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 • Fb Base Allow 900Dpsi Load Our. Factor 1.150 Fv Allow 180.0psi Beam End Fixity Pin-Pin Fc Allow 6250ps1 E • 1,600.ksi `` [Full Length Uniform Loads f Center DL 144.00 Nit LL A►ft • Left Cantilever DL 230.00 #/ft u. art Right Cantilever DL Slit LL Nit 'Point Loads Dead Load 662.0 lbs lbs lbs lbs lbs lbs lbs Live Load 1,080.0 lbs lbs lbs lbs lbs lbs lbs ...distance 1.750 ft 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 ft I Summary I Beam Design OK • Span= 3.508. Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.508 :1 • Maximum Moment 1.7 k -ft Maximum Shear • 1.5 1.6 k Allowable 3.4 k -ft Allowable 5.3 k Max. Positive Moment 1.74 k -ft at 1.750 ft Shear. @ Left 1.12 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.12 k Max @ Left Support 0.00 k -ft Camber. @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.013 In • . ; Max Mallow 3.44 Reactions... e Right 0.00011% fb 682.84 psi Iv 61.26 psi Left DL 0.58 k Max 1.12k • Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 1.12k LL 'Deflections 1 • • Center Span... NAME! Total Load Left Cantilever._ Dead Load Tota Deflection -0.008 in -0.018 In Deflection 0.000 In 0.000 In ...Location 1.750 ft 1.750 ft ...LengthlDefl 0.0 0.0 ...LengthlDefl 4,953.1 2,352.64 Right Cantilever... Camber ( using 1.6 • D.L. Defl ) ... Deflection 0.000 in 0.000 in ?! Center 0.013 In ...Length/Deft 0.0 0.0 @ Left 0.000 in . @ Right 0.000 in • • 17 Title : Job # Dsgnr: Date: 2:33PM, 9 OCT 08 Description : • • Scope : Rev: 580004 User: KW- 0600732 Ver6.8.0,1-0ec-2003 General Timber Beam (0)1983 -2003 ENERCALC Engineering Software framing.ecwCekvkamu Description 2nd Floor frmg - Bm 18 [Stress Calcs Bending Analysis Ck 31.887 Le 0.000 ft Sxx 30.681 Ina Area 25.375 In2 Cf 1.300 Rb 0.000 CI 1123.000 Max Moment Sxx Read Allowable lb ® Center 1.74 k-ft 15.56 Ina 1,345.50 psi Left Support 0.00 k-ft 0.00 in3 1,345.50 psi • Right Support 0.00 k -ft 0.00 1n3 1,345.50 psi Shear Analysis @ Left Support Right Support • Design Shear 1.55 k 1.55 k Area Required 7.510 In2 7.510 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.12 k Bearing Length Req'd 0.513 in Max. Right Reaction 1.12 k Bearing Length Req'd 0.513 In [Query Values • • M, V, & D @ Specified Locations Moment Shear Deflection Center Span Location = 0.00 ft 0.00 k-ft 1.12 k 0.0000 In © Right Cant. Location o 0.00 ft 0.00k -ft 0.00 k 0.0000 In Left Cant. Location n 0.00 ft 0.00 k -ft 0.00 k 0.0000 In • • • 18 • Title : Job S Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave, Suite 1510 Description : . Seattle, WA 98101 206 - 456 -3071 Scope : Rev. 580004 Use 10wa800 V 5.8.0, 1 General Timber Beam (c)1883-2003 ENERCALC Engineering Seawwe 6erNng•ectvCslquatlms Description 2nd Floor frmg - Bm 19 . [General Information Code Ref: 1997/2001 NDS, 20002003 IBC, 2003 NFPA 6000. Base allowables are user defined r Section Name 4x8 Center Span 5.80 ft Lu 0.00 ft Beam Width 3.600 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Mow 900.0 psi Load Dur. Factor 1.150 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi [Full Length Uniform Loads 1 Center DL 100.50 0/ft LL 201.00 Sift Left Cantilever DL 0/ft LL S/ft Right Cantilever DL Sift LL Sift ' Summary t Beam Design OK • Span= 5.80ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Max Stress Ratio 0. : 1 Maximum Moment 1.3 k -ft Maximum Shear' 1.5 1.0 k • Allowable 3.4 k -ft Allowable 6.3 k Max. Positive Moment 1.27 k -ft at 2.800 ft Shear. 0 Left 0.87 k Max. Negative Moment 0.00 k -ft at 5.800 ft 0 Right 0.87 k • Max 0 Left Support 0.00 k-ft Camber. 0 Left 0.000 in Max 0 Right Support 0.00 k -ft 0 Center 0.022In Max M allow 3.44 Reactions... ® Right 0.000 in Ib 498.18 psi fit 40.94 psi Left DL 0.29 k Max 0.87 k Fb 1,345.50 psi Fv 207.00 psi Right DL 0.29 k Max 0.87 k [Deflections II Center Span... Dead Load Total Load Left Cantilever... aMtkast Deflection -0.014 In -0.043 In • Deflection 0.000 in 0.000 in ...Location • 2.900 ft 2.900 ft ...Length/Oefl 0.0 0.0 ...Length/Deft 4,837.1 1,612.35 Right Cantilever.. Camber ( using 1.6 • D.L. Deft ) ... Deflection 0.000 in 0.000 In 0 Center 0.022 in ...Length/Defl 0.0 0.0 0 Left 0.000 In 0 Right 0.000 in [Stress Catcs II Bending Analysis Ck . 31.887 Le 0.000 ft Sxx 30.681 In Area . 25.375 in2 Cf 1.300 Rb 0.000 CI . 874.350 • Max Moment Sxx Read Allowable fb 0 Center 1.27 k -ft 11.31 in3 1,345.50 psi e Left Support 0.00 k -ft 0.00 in3 1,345.50 psi 0 Right Support 0.00 k ft 0.00 in3 1,345.50 psi Shear Analysis Q Left Support ® Right Support Design Shear 1.04 k 1.04 k Area Required 5.018 in2 5.018 M2 Fv: Allowable 207.00 psi 207.00 psi Bearing 0 Supports Max. Left Reaction 0.87 k Bearing Length Req'd 0.400 in Max. Right Reaction 0.87 k Bearing Length Req'd 0.400 in • 19 I Title : Job 6 Fossatti Pawlak Structural Engineers Dsgnr. Date: 2:33PM, 9 OCT 08 1411 Fourth Ave. Suite 1510 Description : Seattle, WA 98101 206 -456 -3071 Scope: • L Rev. 580004 User. 3Z vers.ao, l 2003 General Timber Beam (e)1983,2003 MESCALS Engineering Software trandnge�r.Caladetlons • Description 2nd Floor frmg - Bm 22 LGeneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 6000. Base allowables are user defined Section Name 4x10 Center Span 11.00 ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever It Lu 0.00 ft Beam Depth 9.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 9000 psi Load Our. Factor 1.150 Fv Allow 1800 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 kel [Full Length Uniform Loads I Center DL 70.00 #!It LL 139.00 A/ft Left Cantilever DL 6/ft LL fl/ft Right Cantilever DL ft/ft U. Rift Summary I Beam Design OK Span= 11.00tt, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.612 : 1 Maximum Moment 3.2 k -ft Maximum Shear' 1.5 1.5 k Allowable 52 k-ft Allowable 6.7 k Max. Positive Moment 3.16 k -ft at 5.500 ft Shear: @ Left 1.15 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.16 k Max @ Left Support 0.00 k-ft Camber: :.2 Left 0.000 in Max ; ?. Right Support 0.00 k -ft @ Center 0.094 in . Max. M allow 5.17 Reactions... @ Right 0.000 in tb 760.02 psi fv 46.02 psi Left DL 0.38 k Max 1.16 k Fb 1,242.00 psi Fv 207.00 psi Right DL 0.98 k Max 1.15 k [Deflections Center Span... ' Dead Load Total Load Left Cantilever._ . Dead Load Total Load Deflection -0.062 In -0.1861n Deflection 0.000 In 0.000 in ...Location 5.500 ft 5.500 ft ...Length/Defl 0.0 0.0 ...LengthlDefl . 2,114.3 708.14 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 In 0.000 in @ Center 0.094 In ...Length/Defl 0.0 0.0 Left 0.000 In @ Right 0.000 in [Stress Calcs k • Bending Analysis • Ck 31.887 le 0.000 ft Sox 49.911 In3 Area 32.375 In2 . Cl 1.200 Rb 0.000 CI 1149.500 Max Moment Eg Reg'd Allowable lb @ Center 3.16 k-ft 30.54 In3 1,242.00 psi • @ Left Support 0.00 k-ft 0.00 in3 1,242.00 psi @ Right Support 0.00 k -ft 0.00 In3 1,242.00 psi Shear Analysis @ Left Support at Right Support Design Shear 1.49 k 1.49 k Area Required 7.197 in2 7.197 in2 Fv: Allowable 207.00 psi 207.00 psi Bearing @ Supports Max. Left Reaction 1.15 k Bearing Length Req'd 0.525 in Max. Right Reaction 1.15 k Bearing Length Req'd 0.525 in 20 Title : Job d Fossatti Pawlak Structural Engineers Dsgnr: Date: 2:33PM, 9 OCT 08 1411 Fourth Ave, Suite 1510 Description : Seattle, WA 98101 • 206 -456 -3071 Scope : L ION- ver6.6.a 1 -000-2003 General Timber Beam EdG . (c)N9832003ENLLC Engineering software eaaung.sar.CaJadatlera • Description 2nd Floor frmg - Bm 23 [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Section Name 4x8 Center Span 3.85 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 123ft Lu 0.00 ft . Member Type Sawn Douglas Fir - Larch, Not Fb Base Allow 900.0 psi Load Our. Factor 1.160 Fv Allow 180.0 psi Beam End Fbcity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi [Full Length Uniform Loads II Center DL 60.00 SIR U. 120.00 fl/ft Left Cantilever DL Sift U. U/(t Right Cantilever DL 60.00 ft/ft LL 120.00 R/t • [Point Loads II Dead Load 288.0 lbs lbs lbs lbs lbs lbs Ibs Live Load 863.0 lbs lbs lbs lbs lbs lbs lbs ...distance 5.080 ft 0.000 ft 0.000ft 0.000 ft 0.000 ft 0.000 ft 0.000ft I Summary ' Beam Design OK Span= 3.85ft, Right Cant=1.23ft. Beam Width = 3.500in x Depth = 7.25ln, Ends on Pin-Pin Max Stress Ratio 0.451 : I Maximum Moment -1.6 k-ft Maximum Shear • 1.5 1.9 k Allowable 3.4 k-ft • Allowable 5.3 k Max. Positive Moment 0.16 k-ft at 1.358 ft Shear. @ Left 0.29 k Max Negative Moment -0.40 k-ft at 3.850 ft , Right 1.37 k Max c:, Left Support 0.00 k-ft Camber @ Left 0.000In Max @ Right Support -1.55 k-ft @ Center 0.0031n Max. M allow 3.44 Reactions... © Right 0.009 In • fb 607.36 psi fv 74.80 psi Left DL 0.01 k Max 0.24 k . Fb 1,345.50 psi Fv 207.00 psi Right DL 0.58 k Max 2.12 k [Deflections Il Center Span... Peed Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.002 in -0.002 in Deflection 0.000 in 0.000' In ...Location 2.452 ft 1.499 ft ...LengthlDefl 0.0 0.0 ...Length/Dail 21,877.8 29,943.74 Right Cantilever._ Camber ( using 1.6 • D.L. Deft) ... Deflection -0.006 in -0.029 in Center 0.003 in ...LengthlDef 4,743.1 1,020.4 @ Left • 0.000 in Right 0.009 In 21 Title : Job # Dsgnr: Date: 2:33PM, 9 OCT 08 Description : Scope : • - • I_ Rev: 560004 User. KW-0600732, Ver 5.0,0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software traming.ecw.CaleutatIons Description 2nd Floor frmg - Bm 23 'Stress Caics I . Bending Analysts Ck 31.887 Le 0.000 ft Sror 30.661 1n3 Area 25.375 in2 Cf 1.300 Rb 0.000 CI 242.701 Max Moment alsigisigi Allowable lb 0 Center 0.40 k-ft 3.56 In3 1,345.50 psi 0 Left Support 0.00 k-ft 0.00 1n3 1,345.50 psi 0 Right Support 1.55 k-ft 13.84 in3 1,345.50 psi Shear Analysis 0 Left Support 0 Right Support Design Shear 0.48 k 1.90 k Area Required 2.339 1n2 9.169 1n2 Fir. Allowable 207.00 psi 207.00 psi . Bearing 0 Supports • Max. Left Reaction 0.24 k Bearing Length Req'd 0.111 in Max. Right Reaction 2.12 k Bearing Length Req'd 0.970 in . • !Query Values II . M V. & D 0 Specified Locations Moment Shear Deflection 0 Center Span Location = 0.00 ft 0.00 k-ft -0.06 k 0.0000 In 0 Right Cant Location = 0.00 ft 0.00 k-ft -0.06k 0.0000 in 0 Left Cant. Location = 0.00 It 0.00k-ft 0.00 k 0.0000 in • ' — , . , . . 22 Title : Job # Dsgnr. Date: 4:45PM, 24 MAY 12 Description : Scope: User: Rev: 580004 732•ver6.8.0,1.o General Timber Beam Page 1 II _ (0989.2003ENERCALC Engineering Software hamtr+g.eav:feIWatians Description Beam 24 `General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base atlowables are user defined Section Name 6.75x9 Center Span 12.88 ft Lu 0.00 ft • 1 Beam Width 6.750 In Left Cantilever ft Lu 0.00 ft Beam Depth 9.000 in Right Cantilever ft Lu 0.00 ft Member Type (3lulam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads II Center DL 60.001f/ft LL 80.00 PM Left Cantilever DL 1t/ft U. U/ft Right Cantilever DL lift LL f1/ft [Point Loads Dead Load 1,054.0 lbs 850.0ibs lbs lbs lbs lbs lbs Live Load 1,648.6Ibe 1,330.0 lbs lbs lbs Ibs lbs lbs ...distance 6.840 ft 11.300 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000ft r Summery t Beam Design OK Span= 12.88ft, Beam Width = 6.7501n x Depth = 9.In, Ends are Pin -Pin Max Stress Ratio 0.897: 1 • Maximum Moment 12.7 k -ft Maximum Shear * 1.5 6.8 k Allowable 18.2 k -ft Allowable 14.8 k Max. Positive Moment 12.70 k -ft at 5.665 ft Shear: 0 Left 2.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0 Right 3.93 k Max 0 Left Support 0.00 k -ft Camber: 0 Left 0.000In Max 0 Right Support 0.00 k -ft 0 Center 0.271 In Max. M allow 18.22 Readiorre... 0 Right 0.000In fb 1,672.83 psi fv 94.82 psi Left DL 1.02 k Max 2.62k Fb 2,400.00 psi Fv 240.00 psi Right DL 1.53 k Max 3.93 k [Deflections II Center Span... pead Load Total Load Left Cantilever... Deacl-Icad Total Load Deflection -0.181 In -0.488 In Deflection 0.000 in 0.000 In ...Location 6.437 ft 6.437 ft ...Length/Oefl 0.0 0.0 ...Length/Defi 853.6 331.83 Right Cantilever... Camber ( using 1.6 • D.L. Deli) ... Deflection 0.000 In 0.000 In • 0 Center 0.271 In ...Length/Dell 0.0 0.0 ® Left 0.000 in ® Right 0.000 In 23 . . Title : Job # Dagnr: Date: 4:45PM, 24 MAY 12 Description : Scope : Rev: 680004 - user. KWp800732 Ver SAO. 1-0eo-2003 General Timber Beam Page 2 II (e)1889 .2003ENERCALCEngineedngSoftware framIng.ecroCaloJeticets Description Beam 24 [Stress Cake II Bending Analysis Ck 22.210 Le 0.000 ft Sxx 91.125 in3 Area 60.750 in2 Cv 1.000 Rb 0.000 a 0.000 Maus Moment Sioc Read Allowable lb 0 Center 12.70 k -ft 63.51 In3 2,400.00 psi D Left Support 0.00 k -ft 0.00 1n3 2,400.00 psi Right Support 0.00 k -ft 0.00 1n3 2,400.00 psi Shear Analysis 0 Left Support S Right Support Design Shear 3.79 k 5.76 k Area Required 15.803 1n2 24.002 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing 0 Supports Max. Left Reaction 2.62 k Bearing Length Req'd 0.598 hi Max. Right Reaction 3.93 k Bearing Length Req'd 0.897 In [Query Values Il • M, V, & D ® Specified Locations Moment Shear Deflection D Center Span Location = 0.00 ft 0.00 k -ft 2.62 k 0.0000 in 0 Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 0 Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 24 Title : Job 0 Dsgnr. Date: 3:54PM, 25 MAY 12 • Description : Scope : • User: 00732 -0e. Genera Timber Beam Page 1 II (e)1953.2003 ENERCALC Engineering Software Gamvig.ear.Cafoulaflons Description Beam 25 !General Information Code Ref: 1997/2001 NDS, 2000 /2003 IBC, 2003 NFPA 5000. Base aliowables are user defined II Section Name 4x8 Center Span 5.65 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever • ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pln -Pin Fc Allow 405.0 psi E 1,300.0 ksi !Full Length Uniform Loads Center DL 222.00 0/ft LL 370.00 #Ift Left Cantilever DL 8/ft U. Wft Right Cantilever DL Witt LL 0/ft LPoint Loads III Dead Load 56.4 lbs ibs lbs lbs lbs lbs lbs Live Load 90.2 lbs On lbs lbs lbs lbs lbs ...distance 3.600 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft I Summary ' Beam Design OK Span= 5.85ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Max Stress Ratio 0.776: 1 Maximum Moment 2.5 k -ft Maximum Shear • 1.5 2.1 k Allowable 3.2 k -ft Allowable 4.4 k Max. Positive Moment 2.51 k -ft at 2.915 ft Shear. a Left . 1.73 k Max. Negative Moment 0.00 k -ft at 0.000 ft fh Right 1.77 k Max 01 Left Support 0.00 k -ft Camber. 42 Left 0.000in Max 6 Right Support 0.00 k -ft 42 Center 0.056 in Max. Mallow 3.26 Reactions... Right 0.000in lb 984.27 psi fv 83.82 psi Left DL 0.65 k Max 1.73k Fb 1,270.75 psi Fv 172.50 psi Right DL 0.66 k Max 1.77 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.038 In -0.100 in Deflection 0.000 in 0.000 In ...Location 2.848 ft 2.848 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,807.9 679.01 Right Cantilever-. Camber ( using 1.6 • D.L. Deft) ... Deflection 0.000 in 0.000 in 41 Center 0.056 In ... Length/Defl 0.0 0.0 Left 0.000 In l Right 0.000 In • 25 Title : Job 6 Degnr: Date: 3:54PM, 25 MAY 12 Description : Scope : ' Rev: 580004 _ User KW-0500732.ver5.0,1- oea2o03 General Timber Beam Page 2 1 (0)1983 -2003 ENERCALC Engineering Bo8ware rraminp.eo! CaloulaUona Description Beam 25 tress Calcs 1 Bending Analysis 1 Ck 29.576 Le 0.000 ft Sioc 30.661 in3 Area 25.375 in2 Cf 1.300 Rb 0.000 Cl 0.000 Max Moment Sx Rea'd Allowable ib @ Center 2.51 k -ft 23.75 in3 1,270.75 psi @ Left Support 0.00 k-ft 0.00 in3 1,270.75 psi @ Right Support 0.00 k -ft 0.00 in3 1,270.75 psi Shear Analysis @ Left Support (§) Right Support Design Shear 2.07 k 2.13 k Area Required 11.980 In2 12.330 in2 Fv: Allowable 172.50 psi 172.50 psi Bearing @ Supports Max. Left Reaction 1.73 k Bearing Length Re 1.217 In Max. Right Reaction 1.77 k Bearing Length Req'd 1.246 in [Query Values M, V, & D @ Specified Locations Moment Shear Deflection CD Center Span Location = 0.00 ft 0.00 k -ft 1.73 k 0.0000 In ® Right Cant Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In ® Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In 26 Title : Job # Dsgnr: Date: 3:54PM, 25 MAY 12 • Description : Scope : Rev: 580004 User. xw-0600732, ver Deo•2003 Genera Timber Beam Page ' II (c)1883.2003 ENERGLLC Engineering Software hamUg.ecw:Celoilegons Description Beam 25 General information Code Ref: 1997/2001 NDS, 2000P2003 IBC, 2003 NFPA 5000. Base allowabies are user defined) Section Name 4x8 Center Span 5.85 ft Lu 0.00 ft Beam Width 3.500 In Left Cantilever • ft Lu 0.00 ft Beam Depth 7.250 In Right Cantilever ft Lu 0.00 ft Member Type Sawn Hem Fu, No.2 Fb Base Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 150.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi E 1,300.0 ksi LFull Length Uniform Loads II Center DL 222.00 #/ft LL 370.00 #/ft Left Cantilever DL #/ft LL NM Right Cantilever DL #/ft LL N/ft [Point Loads II Dead Load 56.4 lbs lbs lbs lbs lbs lbs lbs Live Load 90.2 lbs lbs lbs lbs lbs lbs lbs ...distance 3.600ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft 0.000ft I Summary ' Beam Design OK Span= 5.65ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.775 : 1 Maximum Moment • 2.5 k -ft Maximum Shear * 1.5 2.1 k Allowable 3.2 k-ft Allowable 4.4 k Max. Positive Moment 2.51 k -ft at 2.915 ft Shear: (d Left . 1.73 k Max. Negative Moment 0.00 k -ft at 0.000 ft (� Right 1.77 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000In Max (■ Right Support 0.00 k -ft (g) Center 0.056 in Max. M allow 3.25 Reactions... C, Right 0.000In fb 984.27 psi N 83.82 psi Left DL 0.65 k Max 1.73 k Fb 1,270.75 psi Fv 172.50 psi Right DL 0.66 k Max 1.77 k [Deflections Center Span... Dead Load Total Load Left Cantilever... IltisiLsad Total Load Deflection -0.038 in -0.100 in Deflection 0.000 In 0.000 In ...Location 2.848 ft 2.848 ft ...Length/0efl 0.0 0.0 ...Length/Deft 1,807.9 679.01 Right Cantilever... Camber ( using 1.5' D.L. Deli ) ... Deflection 0.000 in 0.000 in Center 0.058 in ...Length /Dell 0.0 0.0 Left 0.000 in CO Right 0.000 in , • • . , Title : Job # Dsgnr: Date: 3:54PM, 25 MAY 12 Description : Scope: u� KW-0600732.Ver5.8.0.1-0eo2003 General Timber Beam Page 2 (c)1983 -2003 ENERCALC Engineering Software iraming.ec CalaAatlona Description Beam 25 s [Stress Calcs Bending Analysis Ck 29.576 Is 0.000 ft Svc 30.661 in3 Area 25.375 1n2 Cl 1.300 Rb 0.000 CI 0.000 Max Moment Magid Allowable fb ® Center 2.51 k -ft 23.75 1n3 1,270.75 psi Left Support 0.00 k -ft 0.00 in3 1,270.75 psi Right Support 0.00 k -ft 0.00 Ina 1,270.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.13 k Area Required 11.980 in2 12.330 1n2 F1r. Allowable 172.50 psi 172.50 psi Bearing @ Supports Max. Left Reaction 1.73 k Bearing Length Req'd 1.217 in Max. Right Reaction 1.77 k Bearing Length Req'd 1.246 in [Query Values II M, V. & D @ Specified Locations Moment Shear Deflection sap Center Span Location = 0.00 ft 0.00 k -ft 1.73 k 0.0000 in la Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 In 'PROJECT NO: 080394 - Sheet No: PROJECT : Longstaff Pis. Arao ottA/ Date: 10/10108 Subject: ASCE 7 -05 Equivalent Lateral Force Analysis per Sections 11 -18 Printed: 7:IeAM Loading in accordance with the 2006 IBC By: JDJ STRUCTURAL SYSTEM (Tbl 12.2 -1- ASCE 7): BASIC SEISMIC FORCE RESISTING SYSTEM (Tb112.2 -1- ASCE 7 (pg 120)): 1. Bearing Wall System Light - framed walls sheathed with wood structural panels rated for shear resistance or steel sheets R = Resp. Modification Coeff (DUCTILITY): 6.50 < unit > 12.2 -1 - ASCE 7(pg 120) ICC = Importance Classification CATEGORY: = II < Input > TM. 11.5 -1- ASCE (pg 116) I = Seismic IMPORTANCE Factor: 1.00 7t4. 11.5-1 -ASCE (pg 116) TYPICAL Building Seismic Base Shear for Building: ZIP = Site Zip Code: = 97223 < Input > LAT = Site Latitude: = 45.4167 < t LONG = Site Longitude: = - 122.7500 < input > Ss = MCE Spectral Aced @ 0.2 Sec: = 0.971 < input > Si = MCE Spectral Accel ® 1.0 Sec: = 0347 < [4ut> Default Site Class B - Mapped Value SITE = Site Class: ( Default is D) = D <LWut> Section 11.4 - ASCE Fa = Spectral Accel @ 0.2 Sec for Site = 1.12 < Input> Lookup Table Interpolated Tbl .11.4 -1 pg 115 Fv = Spectral Accel @ 1.0 Sec for Site = 1.72 < Invut > Lookup Table Interpolated Tbl. 11.4 -2 pg 115 SMS = MCE Spectral Resp (Short Period) = 1.088 =FaS Eq „ 18.38 SM1 = MCE Spectral Resp (Long Period) = 0.597 =FaS1 E„ 18.39 t approx 97UBC Cv =0.29 SDI = Design Spectral Accel @ 1.0 Sec = 0.40 =GSM, t -n 18-41 SUG = Seismic Use Group: I II or III = I SDC = Seismic Design Category (A B C D E F): = D < I put> MI. 11.6-1 8 2 - ASCE pg 116 a = System OVER STRENGTH Factor: 3 < brut > 122 -1- ASCE 7(pg 120) Cd= Deflection Amplification Factor: 4 < Input> 12.2-1 - ASCE 7(pg 120) Height Limitations: 65 < Iput> 12.2 -1 - ASCE 7(pg 120) Ct = ( 0.03 =EBF, 0.028=SMF, 0.016=CMF & 0.020 others) = 0.020 < [Mut > Table 12.8 -2 - ASCE 7(pg 129) X = Exponent (0.8 for SMF, 0.9 for CMF& 0.75 others) = 0.75 h = Height of Building (ft.) = 24 < > (E4n V = [(Cs)]* W 12.8 - ASCE 7(pg 129) Cs = SDg / (R11)= = 0.111 w 12.8 - ASCE 7(pg 129) Csmax = S01 / T(R/l)= = 0.282 W 12.8 - ASCE 7(pg 129) Csmin = 0.044 * Spg *I = = 0.032 w 12.8 - ASCE 7(pg 129) • Csmin = 0.50 *S I (R/I)= (SDS E and F only) = 0.027 w 12.8 - ASCE 7(pg 129) B A SE SHEAR p = REDUNDANCY Factor: 1.00 <L put > ( see calculations ) 4 • S�r,M�G D a is 1A} 4S� 9 w-z (+»43» 14-07"--"" ' Lw 27-x'` v = e ))) (. ?) w ` / 7 w frw F S6 J 4 S¢ 9500' • +1, 1 °nD" .-1. ail . Co f' ok vu2_ 3 e_ F- 7Q . FL- SUBJECT PROJECT NO. FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE __ CHECKED BY DATE www.struware.com Code Search I. Code: ASCE 7 - 05 II. Occupancy: Occupancy Group = 1 Institutional III. Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr IV. Live Loads: Roof angle (0) 6.00 / 12 26.6 deg Roof 0 to 200 sf: 18 psf 200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf over 600 sf: 12 psf Floor 40 psf Stairs & Exitways 100 psf Balcony / Deck 40 psf Mechanical N/A Partitions N/A V. Wind Loads: ASCE7 -05 Importance Factor 1.00 Basic Wind speed 95 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 22.0 ft Parapet ht above grd 0.0 ft Exposure Category B Enclosure Classif. Enclosed Building Internal pressure +/ -0.18 Building length (L) 91.0 ft V(z) Least width (B) 49.0 ft _ Kb case 1 0.701 Speed -up Kh case 2 0.641 V ) K(upwind) . = 7)st(downwind) Topographic Factor (Czt) x;' . H!2 Topography Flat • Lh H Hill Height (H) 0.0 ft H< 60ft;exp B , Hl2 Half Hill Length (Lh) 0.0 ft :. Kzt =l.0 -•'�".` "'"'" ' _:`'�K� .. Actual H/Lh = 0.00 ESCARPMENT Use H/Lh = 0.00 Modified Lh = 0.0 ft V(z) From top of crest: x= 0.0 ft Z i • Bldg up /down wind? upwind I Speed -up V(2) x(tmind) x(dovmwind) . H/Lh= 0.00 K 0.000 x/Lh = 0.00 K2 = 0.000 ,4116, W2 I H z/Lh = 0.00 K3 = 1.000 OM W2 At Mean Roof Ht: °' " "'' ti " '` Kzt = (1 +K = 1.000 2D RIDGE or 3D AKISYMMETRICAL HILL . - JOB TITLE Brownstone at the Crossing JOB NO. I SHEET NO. CALCULATED BY FPP _ DATE . CHECKED BY I DATE • • V. Wind Loads - MFRS h560' (Low -rise Buildings) Enclosedlpartialhi enclosed only I • o.5 H aor2 3h B 2'k`torad 3 Torsional loads are 0.5 f ,: fj 2Ism ova ° 2 25% of zones 1 - 4. E - / 6 See code for loading ...-Y J'•J�.JJ ~' _ 4E = �` . I diagram . �sil: \��h • eel E. WIND DIM � „ ..e FEEPffiLiL9rA1 PAT L r0 � '. E ♦ R� Iffier ID= •e�i VVV . T01 ! R>7]f'1E : Transverse Direction Longitudinal Direction Kz = Kb = 0.70 (case 1) Edge Strip (a) 4.9 ft • Base pressure (qh) = 13.8 psf - ' End Zone (2a) 9.8 fl GCpi = +1 -0.18 • Zone 2 length = 24.5 fl Transverse Direction Longitudinal Direction Perpendicular 0 = 26.6 deg Parallel 0 - 0.0 deg .. Surface GCpf w/ -GCpi ; w/+GCpi GCpf w / -GCpi w /+GCpi ' 1 0.55 0.73 0.37 0.40 0.58 0.22 2 -0.10 0.08 -0.28 -0.69 -0.51 -0:87 3 -0.45 -0.27 . -0.63 -0.37 -0.19 -0.55 4 -0.39 -0.21 -0.57 -0.29 -0.11 -0.47 5 -0.45 -027 : -0.63 -0.45 - 0.27 - 0.63 • 6 -0.45 -027 • -0.63 -0.45 -0.27 -0.63 ' IE 0.73 0.91. 0.55 0.61 0.79 0.43 ' . 2E -0.19 -0.01 - -0.37 -1.07 -0.89 -1.25 • 3E -0.58 -0.40 . -0.76 -0.53 -0.35 -0.71 V 4E -0.53 -0.35 -0.71 -0.43 -0.25. -0.61 Wind Surface pressures (psi) \ 1 : 10.0 5.1 8.0 3.0 2 1.1 -3.8 -7.0 -12.0 ' ' 3 -33 . -8.6 . -2.6 -7.6 • 4 -2.9 -7.9 -1.5 -65. 5 -3.7 -8.7 -3.7 -8.7 - 6 -3.7. -8.7 -33 - -8.7 lE 12.5 7.5 10.9 - 5.9 2E -0.1 -5.1 -12.2 -17.2 3E -5.6 -10.5 -4.8 -9.8 4E -4.9 -9.8 -3.4 -8.4 �FR iTt WINLIWNW W..NN . Windward roof overhangs: 9.4 psf (upward) add to windward i 1 l rr t r - � i �i i LEEWARD R 0V roof pressure I VLraEAL. Parapet � A i ``� Windward parapet: 0.0 psf (GCpn = +1.5) Leeward parapet: 0.0 psf (GCpn = -1.0) t7fA c.. NOM 2 g Horizontal MWFRS Simple Diaphragm Pressures (nsfl . "�•RAf/l /././. R....,,'e.t�E''"'r //O''' .,r /. TRANSVER^aE ELEVATION Transverse direction (normal to L) • wNw u+ Interior•Zone: Wall 12.9 psf i 11 1 1 LEEWARD ROM Roof 4.8 psf vF�met End Zone: Wall 17.4 psf _ . Roof 5:4 psf r _ u2 or IL 2 . Longitudinal direction (parallel to L) a _ • Interior Zone: Wall 9.5 psf _ ../� /I / ////lIJ //J / /// / / /I /. +/JI/.t. End Zone: Wall 14.3 psf LO TIZ7I7INALELEVATION • JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. _ CALCULATED BY FPP DATE CHECKED BY DATE V. Wind Loads - Components & Claddina: Buildings hs60' & Alternate design 6O' <h <80' Kz = Kh (case 1) = 0.70 GCpi = + / -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 13.8 paf a = 4.9 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 26.6 deg Type of roof = Gable Roof GCp +/- GC?i Surface Pressure (psf) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf Negative Zone 1 -1.08 -1.01 -0.98 -14.9 psf -13.9 psf -13.5 psf -14.4 psf -13.7 psf Negative Zone 2 -1.88 -1.53 -1.38 -25.9 psf - 21.1 psf -19.0 psf -23.8 psf -20.1 psf Negative Zone 3 -2.78 -2.36 -2.18 -38.2 psf -325 psf -30.0 psf -35.8 psf -31.3 psf Positive All Zones 0.68 0.54 0.48 I0.0 psf 10.0 psf 10.0 psf 10.0 psf 10.0 psf Overhang Zone 2 -2.20 -2.20 -2.20 -30.3 psf -30.3 psf -30.3 psf -30.3 psf -30.3 psf Overhang Zone 3 -3.70 -2.86 -2.50 _ -50.9 psf -39.4 psf -34.4 psf -45.9 psf -37.0 psf W a 119 GCp +/- GCpi Surface Pressure (psi) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 40 sf 100 sf Negative Zone 4 -1.28 -1.10 -0.98 -17.6 psf -152 psf -13.5 psf -16.1 psf -15.2 psf Negative Zone 5 -1.58 -1.23 -0.98 -21.7 psf -16.9 psf -13.5 psf -18.8 psf -16.9 psf Positive Zone 4 & 5 1.18 1.00 0.88 16.2ysf 13.8 psf 12.1 psf 14.8 psf 13.8 psf Parapet qp = 0.0 psf Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A : Interior zone : 0.0 psf' 0.0 psf 0.0 psf CASE A = pressure towards building Corner zone : 0.0 psf 0.0 psf 0.0 psf CASE B = pressure away from building CASE B : Interior zone : 0.0 psf 0.0 psf 0.0 psf Corner zone : 0.0 psf 0.0 psf 0.0 psf Rooftop Structures & Equipment Dist from mean roof height to centroid of Af = 10.0 ft Gust Effect Factor (G) = 0.85 Height of equipment (he) = 15.0 ft Base pressure (qz) = 16.5 Kd psf Cross - Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft h/D = 1.50 Type of Surface N/A Square (wind along diagonal) Square (wind normal to face) Cf = 1.01 Cr = 1.31 Af = 10.0 sf Af = 10.0 sf • Adjustment Factor (Adj) = 1.90 Adjustment Factor (Adj) = 1.900 F = qz G Cf Af Adj= 12.7 Af F = q G Cr Af Adj= 16.5 Af F = 127 lbs F = 165 lbs • JOB TITLE Brownstone at the Crossing JOB NO. SHEET NO. CALCULATED BY FPP DATE CHECKED BY DATE Location of Wind Pressure Zones a ix I za I arMA M 0 .t_�? I 0 I CD g - - --i 1 © U 0 0 0 0 i0) fl - - -i 0 ® 0 a CD-ti ® I WALL a E V 0 5 7 degrees and Monoslope roofs Monoslope 5 3 degrees 3° < 0 s 10° Za a a a s a a s a I"1 111 ■1111 11111 MINI a s ©I I I 1 I 0/•9 I I I I i rx v /1 CD 10 0 4i)®0 a CI a 0 I I I I I I ) I - --I I I I I I r I I I I I I V is I I I I I �p J -4- I — — — —I 1-- -1- Z— — — Monoslope roofs 10° <0 s 30° 0 > 7 degrees 0 > 7 degrees 1-40^511-klawat 1..)14.6 • CS; b fst) fi(494.9)fi 63)0.5' t z0.9X4 4.s- ?S) = 445r S.5pfC91)L0 i 7.1_9•ZZP 0.3 `5 9Z/r tGC6Niz ,SUt Ps�oF ct' L - 301.q) '1'" 32.9-(mg)-t- si LS. f u9.0411 - 1 1 .1) . . = I Z, 463 9168.1;.' .9) t zL9.SYS9)67.4- Iz $.) Z3, 71 c.),• SUBJECT PROJECT NO. FOSSATTI PAWLAK IM STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. \ r ISP ‘ 1 0 , i • ET* . ... ... ... , I .r • t- • -••••• 1! , I I 1 rd 1 © 1 ,.._.. , 11 •: ,.„...._ „..., ... , , , ,, 11 . I D 11 :• ,- : • kl• :,-... ■ /-7 . 1 1 i k 0 ■ 1-' .......,.! A • , B2 sC29-1 ---- ___ ___ .,...;.\\... i ,..,....., • .. ... : 4 :.7-_, 1 fl I L_. ii •: ..._... : • , L' I SI • .' I " 1 1 ri' tsi■ if!'"---t• I iii I. li lin J , 1 . i 0 ll , 1 : / & I f • '..-.... 1 i I I I 70. lei • i: , , .:- .••,. :I 0 il .•.: •I I . 6 li r ) • .. A 1 ' /7 " f ii''''.", E' I 1 ' 1 En , A I . . . . . . I ih d ,, n'••• — • il '-- i ll i : i ii - i 1 - . . tot,' ark :: .. .. . • • , j .. i . i.,,, : 1 II - _,,,. i 11111 •::._.._... __:::.,S It : ! I i ! P '3 i 3 , i :r 0 ',., 1 ......rn2.5 ..... ...-1-1 1 --- ----- ,.......,... --- -..,....- -- )5 r . . . . . t 1 ....—. I A .•.• • .• ..-. :" 0 i it ..........4,......... .... ..... 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I I . .• 1 i ' 11 .----... j 1 ......... — 15 ...,, / .. I , e 1 r . - . .. • 48 re i ..: 0 : 11 3,10 , OMR '.! (CD _ •.. .41 c:77..----- • -- — - - . 1 e . • .. :Dv 0 .14 SIN 7 GI 0 .14 0 1-... : • • I • • . 44 MGR - r • g • 00 Lblik'M 4.-,,...r., l S l l W+r) • L Liekit l LF '1t fit& 5t4) Z 3_r 3r► f? 4 3 1 1 35' 7 166 -6 Z 2 59' 6252 115 b /1,59 Z2 .1g 3 Z. 3S' 31!47 Si 6 3 ) 3.5 s79 , /66 -6 3 A Z 's' 2375 53 6 is A ► ! - 7' 44ao* 1)9 6 .ez• 1 `36 Iwo 92. 6 1 G Z 31 2373 7/ 6 .4409 y7e.) SUBJECT PROJECT NO FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO 01 LIPC t3 (tI ill caN1-0.4. s b - /Y71 9 L f i ) 9' 28487 -4 (Z,U tg.W ggotc.6z: . 3»b " LLT.43b )006 a 602 f+n- F a1- 7 L)41( Our = 70anY = z}- 984' bpi/Fr )5 L Lowe/L- 1' - 14b = z84$ + 44-0' = 9821 ,y1 9fi 1ZQ 5 ) 4- 2 0 )4 c n6o X. b 1056 -1 c.,sa_ v s t als. SUBJECT PROJECT NO. FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. I L . ) ■e-• 2• 1 fik 3' 4► 5 /At) g r !'9/, - Mk %. 4o0 t 2 1-151012," Jo, 512-1' x. 6 6., I14(t) - 659/h3 c ►wrlls +13 . fl 1 - )$az.v) 491,1) 3g 94,0 /11,17 10 3$4 - 11 4 2 5 - ,6)a K, z !1)366 (3 %560 -- /S ` )573 /4 1,4 54, SUBJECT PROJECT NO. FOSSATTI PAWLAK MI STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. I • / 1 / e - 011s)4 -2D).0 9Z 6537 "x "6 0 3933' p9 ,,I,�J" IAA4-ii 642_ -- mone bs o t o tom✓ "rac L-J , 4 /qe•r 1= Z59(4 t 64.1IM 4P p '..,,� &59 ( 5 , ( 2 s ) t ' / 2 1,) • Z v , 496 n, /2, 2 ,vv Thor, Sr• c✓,A)bv LJ (TH-.6)+ .9)06)0) NM SUBJECT PROJECT NO. FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. • • . • . S. I V • 24.5-656)8' /►?L -- l).Sf LcA Zv slz` 16,6tril, ' x.6 95" , ?VI 1 14•14)1 o 19 S .- fps ?2 )11' 19J O ° 26 ■ 0 D 7 f -'1- /!23 )-t - 2)195 " 36!!'"'" k.6 v Z6,daZ — ZJ 5 )9r.: ttA2-J- cuss 4.4$4i rr-/ ,fv2 Q.fl2 ) D f z" z0,6 c. 3153 ' t*Asc,\L t. 1.$1 b — 31S) /)D S>2° °L'Z �A ' ' a ) 7,5 JZ= 1‘Z1D S x)/75 = / „, 3 by - 5 - ,4 6n)9 y- S� /6' 3zr /hut SUBJECT PROJECT NO. FOSSATTI PAWLAK STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT DESIGN SHEET NO. ' I L.) „e. C. (. , )s) t 7 l/, 9 z /L.. 73I5" h �-6 684 95 - . > �ti� � �L +gi,)3.4 JLc 5 - - 6) 1 "* $ '.." b.)r ,k) • ZCth - 5))3 Z '-' ` . f z, `3Z9s' x, _- ss�> STEP 144499 • Mme-_ W33t 125t• • ' C } sd) 3.3 21- L4j 3;33 9151., *X . ` ,fr • AA-KNIe•- 7 -&7b _ 5 ) 3 3113 • . . SUBJECT ' PROJECT NO E FOSSATTI PAWLAK 1 . • STRUCTURAL ENGINEERS PROJECT DATE FPP CLIENT . DESIGN SHEET NO. •