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Specifications T for elements within the ort roof - engineerin9 beams to Supp package includes the roof (beams the stabs• structural uppfor openings in to supe This support in 2nd below Pro."___ se ), additional as well n supe floor Penthouse structure,, framing required and additional n set by Summit trusses), are by others. 16► and penthouse desig Roof manufactured trusses R t by Greg Shea, June 20 Reference calculation alcuOctober 2016, Engineering, SPECIALTY CODE OREGON STRUCTURAL Code 2014 CE x-10: Wind load AS OssC 1609•A 123 mph Wind speed, V ult 95 mph Table 26.6.1 Wind speed,Vasil 0.85 sec.26.7.3 ' K g $ec.26.8.2 KO Exposure 1 Sec.26.9.1 A.,lc0.85 Table 26.11-1 G 0 18 Table 28.3-1 GcPi 0.73 Sec.28.3.2 ( KZ 14.2 psf n 0.00256K K�,Kavz 2a_4,_0„ aZ 6=0-5 P- gh(G�f-GCri) Wall Center 12 psf Wall Edge Wind loads listed here = 14.2 (0 40+0.29+0.1 g�_ 1'1 psf wall wind. d p 0 61+0.43+0.1 per ASCE 25.6.4 for p= 14.2 ( • loadsp do not exceed code minim' Use 16 psf minimum wall wind. " Paget ASCE?-10 28.4-2 I p= 16x1.5=24 psf I per ASCE table 1.5.1 Risk_Category I p SDC-D SCE� 10' Cs=0.'12016.5=0.11 page l Seismic Load A R=6.5 V=Cs W Cs— Rli I Dead Loads: Reference original calculations by Greg Shea page 10 for Dead Loads. Roof Floor: Ext Wall: 10 psf N/A(same as roof) 12p sf Roof Live Load: 25 psf snow+drift 40 psf walkable live load 17 psf(per arch) for green roof(see plans for areas of green roof) Page 2 6.,c_N se‘C c&e 36° 5t r'" ‘ArloPt-'e' Lf 0, s Iv or-c / (P 91-181(;6 v 046 144 "A S. tt\ -— ..... ..- ,.... _,..-.......--------------------------------------------. :i ." ow 1,0•A . _1:1111111.11111111 WNW I i 1 1 1 1 1 1 : 111.111111111.11111111.-- ...X‘t--'7"-"' -— i te • I swo ecot..) MI 0 2%$7/It . I,"Z, • ,1^ , 1 . ' V) foul (VtAir HANG ell 0 `-' 1 _ Note: This end of nw I wall is now ni_ecors - , I I ' cantilevered. See , re•tr.INJ‘ c ' following detail. ; 7.2 i,..f..,/ P T f fe_A N. c,Mit q.0 ;l l ' :aimmum,tii....i.m.......—tr........__...-.7ii: . 1 ,: / fcx., eit 7 41/tv' Option: Simpson MIU Hanger to ledger OK _111111.11111111111111111111.111.111-: AIM" I 1 , 1 I 7 l'c II 1 71"-e' "::: VI)"b C- L ' '', - t ' EXTERIOR WALL; iii {r�A2 r PER PLANS WRB TO OVERLAP FLASHING ,� ij CONTINUOUS METAL FLASHING 14L /dIkt L LNG _ C�nom' i w/HEMMED DRIP EDGE FLOOR ASSEMBLY; 2x6 DECKING w/Ys`GAPS 1" PER PLANS /— 2x6 P.T.SLEEPERS _ '"R _ pi, 0 EACH POST&24"O.C. fillrdiVird L. . ,.,..,.-......�, 6"SELF-HEALING STRIP /r-,51 ?L t C 5+ '! 3 }; �. UNDER SLEEPERS ( } 1 i J , ROOFING MEMBRANE j ( 1 1 , 1 li, RUN UP WALL 6"MIN. I hiker �aI� 2x LEDGER&JOIST;PER PLANS •d W P4�!7�ie.I iVill rte. d4y�o =1 TJI RIM BOARD w/STIFFENERS pr ° - i W PLYWOOD SHEATHING &TRUSS;PER PLANS - r-0" SE AS x1-f P-r S�tiy' ' mc 49v4.Sp / xg OROOF DECK EDGE DETAIL SCALE: 1'=r-0' - ISSUED FOR:REVIEW "SHEET: SHEET TITLE: ..' 111 ROOF DETAILS PACIFIC RIM MARTIAL ARTS ACADEMY ---- 8970 SW BURN AM STREET,TIIGARD,OREGON PROJECT#: I DATE: ""'"'""'"""°'° "" 3432 0.9110tAWANE POIMAND,MGM*7217 16-016 27-FEB-2017 VAVW 11-02.00144 J F O R T E MEMBER REPORT Level,Penthouse roofPASSED piece(s) 1 11 7/8"TM®360 0 24" OC Conservative for Overall Length:23'7" snow drift. Prey layout had higher parapet. 0 0 111 111 f 2aY� 3, t •0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 808 @ 3 1/2" 1242(1.75") Passed(65%) 1.15 1.0 D+1.0 S(Mt Spans) Member Type:Joist Shear(lbs) 808 @ 3 1/2" 1961 Passed(41%) 1.15 1.0 D+1.0 S(Aft Spans) Building Use:Residential Moment(Ft-lbs) 3617 @ 9'11 1/8" 7107 Passed(51%) 1.15 1.0 D+1.0 S(Alt Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.403 @ 10'3 1/16" 0.672 Passed(L/599) -- 1.0 D+1.0 S(Alt Spans) Design Methodology:ASD Total Load Defi.(in) 0.570 @ 10'2 5/8" 1.007 Passed(L/424) -- 1.0 D+1.0 S(Alt Spans) Ti-ProTM Rating 19 Any Passed -- — •Deflection criteria:LL(L/360)and TL(1/240). •Overhang deflection uiterla:LL(2LJ360)and TL(21/240). •Bradng(Lu):M compression edges(top and bottom)must be braced at 4'3 11/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing Is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:None Meaning Length Load.to Supports(lb.) Supports Total Available Required Dead Snow Total Accessories 1-Hanger on 11 7/8"SPF beam 3.50" Hanger, 1.75"/-2 234 606 840 See note' 2-Stud wall-SPF 3.50" 3.50" 3.50" 392 793 1185 Bloddng •Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Ir •At hanger supports,the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • ,See Connector grid below for additional information and/or requirements. •2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Face Mount Hanger I0S2.37/11.88 2.00" N/A 10-10d x 1-1/2 N/A Dead Snow Loads Location(Side) Spacing (0.90) (1.15) Comments 1-Uniform(PSF) 0 to 23'7" 24" 12.0 25.0 2-Tapered(PLF) 0 to 6' N/A - 35.0 to 0.0 3-Tapered(PLF) 17'6"to 23'6" N/A - 0.0 to 35.0 4-Point(Ib) 23'6" N/A 60 - Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. YY Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 1/30/2017 1 0:40:16 AM Julie Havelka Forte v5.1, Design Engine:V6.5.1.1 Summit Engineering,LLC Job Ate (503)734-6633 jul i e@ sum m itengineeringl Ic.co m Page 1 of 1 ________ — 5 ---- FO R T E MEMBER REPORT Level,Penthouse floor cant'l PASSED 1 piece(s) 11 7/8"TM®560 @ 16" OC Overall Length:21'71/4" + + o 0 • r �r 20' X - a 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2419 CLD 20'4 1/2" 3973(5.25") Passed(61%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Joist Shear(Ibs) 2038 @ 20'7 1/4" 2358 Passed(86%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 3044 CLD 9'7 7/16" 9500 Passed(32%) 1.00 1.0 D+1.0 L(Alt Spans) Building Code:IBC 2015 Uve Load Defl.(in) 0.326©10'2 5/8" 0.677 Passed(L/749) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.357 CeD 9'11 15/16" 1.016 Passed(L/683) -- 1.0 D+1.0 L(Alt Spans) T)-Pro'"Rating 43 Any Passed -- -- • Deflection criteria:LL(L/360)and TL(1./240). •Overhang deflection criteria:LL(21/360)and TL(21/240). • Bradng(Lu):All compression edges(top and bottom)must be braced at 8'9 13/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge•"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating indude:None Bearing Length Loads to Supports(Ibs) SupportsFloor Thai Available Required Dead Snow Total Accessories Live -Beam-SPF 1.75" 1.75" 1.75" 96 545/-2 -56 641/-58 Blocking 2-Stud wall-SPF 5.50" 5.50" 3.50" 1032 609 1241 2882 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Snow Loads Location(Side) Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 21'71/4 16" 10.0 40.0 - 2-Point(Ib) 21'3 15/16" N/A 840 - 1185 •Web stiffeners required at location 21'3 15/16"due to loads. Weyerhaeuser Notes f;tj)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser fadlities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 2/28/2017 1:15:46 PM Julie Havelka Forte v5.1,Design Engine:V6.5.1.1 Summit Engineering,LLC Job.4te (503)734-6633 Julie@summitengineeringllc.com Page 1 of 1 r � Exterior guardrail. Interior guardrail. Calc following. See calc and detail following. Beams, see following plan. • YOepk T.O.PAT: T.O.PAI T.O.WALL31PIATE'-1Oh 11. T.O.WALL 7' 3 SS TO.FLOORh T.O. T O IANDINGq r �� /�_�� A 1 W B.O.CEILING 1B'34, BATH BOOM C GIN6 OM: T.O.Fin, T.O.I BUILDING SECT! ®BUILDING SECTION At10 SCME:tk'�1'-B' 2nd floor framing is checked/modified to support stair loads. See following. 7 ' `1 Y -.1›,-%. 'ClZ L r Y, (t©f.. t oo)-1- (tv+ tua��- 33oc - 02 �Ml ,,t 3,5.c-k x,iS w' c \o --+ 501) a l50-\' 1� — Z x, 4 /0 1 -i- NC 11) 6.2 k( ;�53 �1 10 . sc. w� z o 0 o 11-0" 19'-3 / t:. 9,A) VC" C) It--- if 1 6.2 S RTU- , :::::::::::-.4, ::::,::::•:•::: ('/ 1. . 0 t31 r ::: 2 I f �L. ::::::: 0 1I d - A310 A410 I Fil 1 :' i` A310 A. 1 1 C) O 1 0 I Ark A310 N N 2 3rd LEVEL FLOOR FRAMING PLAN W® ( - 5210 SCALE: 1/8"= 1,-0' • s 8 alai F O R T E MEMBER REPORT Level,BM2 penthouse PASSED 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Overall Length:4'1' o 0 3'6" �f El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LIN Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1944 @ 3 1/2" 3281(1.50") Passed(59%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Shear(Ibs) 1088©1'3/4" 4468 Passed(24%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-lbs) 1701 @ 2'1/2" 5166 Passed(33%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.005©2'1/2" 0.117 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.010©2'1/2" 0.175 Passed(1/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:11(L/360)and TL(1/240). • Bradng(Lu):All compression edges(top and bottom)must be braced at 3'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bradng is required to achieve member stability. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Snow Total Accessories 1-Hanger on 9 1/4"SPF beam 3.50" Hanger, 1.50" 1052 880 739 2671 See note 1 2-Hanger on 9 1/4"SPF beam 3.50" Hanger, 1.50" 1052 880 739 2671 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Stron Tie Connectors Support Model Seat Length Top Naas Face Nails Member Nails Accessories 1-Face Mount Hanger HHUS48 3.00" N/A 22-16d common 8-16d double shear 2-Face Mount Hanger HHUS48 3.00" N/A 22-16d common 8-16d double shear Tributary Dead Floor live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 3'9 1/2" N/A 8.2 1-Uniform(PLF) 0 to 4'1"(Top) N/A 508.0 431.0 362.0 DL+0.75(LL+SL) Weyerhaeuser Notes O SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. YY Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Bloddng Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 2/23/2017 4:32:42 PM Julie Havelka Forte v5.1,Design Engine:V6.5.1,1 Summit Engineering,LLC Job.4te (503)734-6633 iuli a@summ ite ngi n eeri ng lIc.corn -I9 Page 1 of 1 4x10 DF-L No.2 under wall with Double 2x6 nail Ali Simpson HHUS410 together with 2 A310 face mount hangers rows 10d nails at to double truss 16"oc staggered. C)0 support. Detail with 11'-o" (-7), 19'-3" blocking will be '` needed for these ..,, 0 \ I- — hangers connecting • to trusses. • ' -'''.:':: ' ::':-.2,-. :::-:. RTU-3 p..,. - .....s...s...... i iii, I 1.- 1 MI i 45 I . -. 1 '1,`:?,&i,-•;y:, 1 0/1P,Y4:;:44 § I - \1144 -: ak 1 cl 1 ,,,,,Z•x;,m,'', ?,4,:ril '4:----,- ,zit,''-Cc 1 :::: gh gh 1 A310 A410 1 " "' ' >:'/'''','; : : - A310 A310 < '`.,`,'',.'`,,,t„-/),01,,,---,-,,,, : - - • ., ,v4q/, 0 :- ;, ::- ,1 4 ',,,, ;,,.; /'6. ,;,,f1 , ' .'(': '( 1'..74 :+('WO ,,:,' Reaction from 4x10 1 ' ', ,i,,-,,,,, to trusses = 2671# - '--: .... 0 _ 4., c), ,- • 1 1 ak A310 N N 2 r 3 d LEVEL FLOOR FRAMING PLAN 3 3r . _ S210 SCALE: 1/8"= 1S210 SC/'-0" PLAN SITE 10 ' r From section view, 3 different areas of floor joists are loaded by the stairs, • for a total of 6 joists that need an additional joist lammed on and blocking support added. See detail - and calc following. - z , - ), v vu u 1 I l J II II 1 IIii / I I II 11 I 0 II II I Stairs land on 2x10 II II III framing on this II II IIX 0 r level. { II } II II , , V:7 I II II 1 1 II it II II it II I II II II II 11 9 I 1 II II I I II II II II II 5501 U W II II rJ u 11 k x _ v \ II © e 1 WYVW a _= 7 ro _ 0 4 -.• - \ S501 Oe • 6 7 1 S501 40 S501 a -- 0 / 0 m / N N. o - re N 5 I1 - S501 I -. O 0 •-- v 11 — —T- - \ / m I v � 8 4 S501 • 1V-5 V? 18'-0" / / gh 4 IS IS IS S502 Nig Wy Niai O SECOND FLOOR FRAMING PLAN Scale:1/4"=1'-0" 11 zI. .)a ,'',; A.&:, -71 cam` ttr\-- ,-," - J _ _..._ ... _ ._ _ _ . . rt (ff /1f , W fil ..., ...... _ _.._._.,..-. 4j_ _ ___ F 0 R T E MEMBER REPORT Level,2nd fllor 2x10 with stair load PASSED 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Overall Length: 12'1" o 0 ;k r 11'6" 4 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load:Co nblfation(Pattern) System:Floor Member Reaction(Ibs) 1722 @ 2" 4463(3.50") Passed(39%) -- 1.0 D+1.0 L(All Spans) Member Type:Drop Beam Shear(Ibs) 1630 @ 1'3/4" 3330 Passed(49%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3586 @ 3'6 1/8" 3529 Passed(102%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.212 @ 5'7 7/8" 0.392 Passed(L/664) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.263 @ 5'8 1/16" 0.587 Passed(1/536) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bradng Is required to achieve member stability. •Applicable calculations are based on NDS. Bearing Length Loads to Supports(Ibs) SupPOrtS Total Available Required Dead t" Total Accessories ve 1-Beam-SPF 3.50" 3.50" 1.50" 281 1441 1722 Blocking 2-Beam-SPF 3.50" 3.50" 1.50" 167 638 805 Blocking •Bloddng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Lhre Loads Location(Side) Width (0.90), (1.00) Comments 0-Self Weight(PLF) 0 to 12'1" N/A 7.0 1-Uniform(PLF) 0 to 12'1°(Top) N/A 13.0 66.5 2-Point(Ib) 1'2 1/16°(Top) N/A 42 425 3-Point(Ib) 2'41/16"(Top) N/A 42 425 4-Point(Ib) 3'6 1/8"(Top) N/A 122 425 Weyerhaeuser Notes T•SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design kriteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser faditles are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • Forte Software Operator Job Notes 2/28/2017 5:48:01 PM Julie Havelka Forte v5.1,Design Engine:V6.5.1.1 Summit Engineering,LLC Job.4te (503)734-6633 ju li a@sum mitengin eeringl Ic.com Page 1 of 1 PL ' 4......" 1 c-) 10111014j 4 I '- --" 3 , Pri , I (-1±) ,, i ---,,,,,,n ,..,, .t ,4 ,1i inad ( 1i/ A .( loAz riloci --- - .„, ,.. _„,„ - --- .-----1.„--ri' -1 •o t; • 1,. . -- i •' 4, — - — _„/' -, -4.4.4, -,,- ,.,. t . . . .0110.1 M=200# x 42" = 8400#" V=8400/5 = 1680# Va LogHog009 = 890# x 3 =2670# 2x6 CAP - 72 b5 °rit Ma Post= L� � 900x7.15x1.5=9653#" 4x4 DF-L No.2 OK A.,4.4, 51,405 .4,,,,,----fico_c, ---iwe ?KQS e W ao 3'-6" for 11 commercial FastenMaster LogHog - DF-L No. 2 4x4 LHog009 6 total (3 top ; post at 4'-0"oc '> and 3 bottom) screws _ t with 1" min edge distance. E`==� lir �' ,+ T R ® 2x8 FLOOR JOISTS '<' 11rpE�u '�l ��� • • • ING PLAN 6 Z04115 —(Framing below per plans 15 a._.. OutdoorI. I ,f.. guardrail . sap a 41 . _. . 6! X .75 SS FH SMS n ENO CAP (6005 13 ALUM) TOP WW. (6005-T5 ALUM) . t 0 • o • • X10 X .7s is PH SMS 0 moi``..... TOP Po1H. 1U.(6006-T5 ALUM) 40,000/011°°°°°ll°" • --P05T (6o05-T5 ALUM) i o • SS CABLE, NQS, • AND NUTS • o • • �..—VINYL DOME CAPS ♦ i V. • ♦ a #10 X .75 SSPHSMS t • .. C) • RAIL CONNECTING "r BLOCK (6005-T5 ALUM) §gg§§ RNL o • 00 6 %e" r 2" RAI. O • +' BASE PLATE (Boos-l'3 ALUM) O • 419 0 .„0".00 441101 1J4*0X1SPE 0R.5FHS0TOM O • r7 64X) O 30' RAE IN6i ♦ O 42" RARJNO o 00 o 00• o 42 • o ' 7 BOTTOM RML SNAP COMER • (6005-TB ALUM) o d' o ` rG S ; MIC-SPAM PICKET • o BOTTOM RAA. (6005-T5 ALUM) 4410 #10 X 1.3 SS PH SMS ! I ! SERIES 999 CABLE RAILING SERIES 120 RESIDENTIAL POST 36430 1 ALL VALUES REFER TO THE FOu.OMIINC UNITS : LENGTH = 1 INCHES ANGLE _ 1 DEG FACE 1: WARIER OF HOLES nah r 1 DENSITY rho = 1 PERS ETER LENGTH P = 9.33986273653319 MEA A .. 1.10266445374452 CENTER OF AREA - CENTER OF MASS (Cx.Cy) _ (14.2300000000019.7.74440523454928) PRINCIPAL Ass '%ROUGH THE CENTER OF AREA (DICTIONS) u - (1.0) ✓ v. (0.1) SECOND MOMENTS OF AREA__(ABOUT PRINCIPAL AXES) Icu 0.934743622381 Icy = 0.934743622381403 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 87.0679400810151 iy : 224.84454426094 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) bty . 121.687595237326 MOMENTS OF INERTIA (ABOUT PRINCIPAL AXES) Jcu - 0.93471361297 Jcv - 0.934781403 MOMENTS OF INERTIA(ABOUT COORDINATE SYSTEM AXES) Jx 67.0679400810151 .Iy - 224.84454426094 PRODUCT OF MOMENT OF INERTIA (ABOUT COORDINATE SYSTEM AXES) SE:C� 121.687195237326 I MODULI ABOUT PRIM.AXES zcu - 0.780077503882 2cv - 0.7 77503185 • ( DISTANCE FROM NEUTRAL AXIS to TO EXTREME FIRER Du = 1.158000361266767 DISTANCE FROM NEUTRAL AXIS v TO DIME FIBER Dv • 1.18800038.268885 RADI OF GYRATION WITH REEVECT TO THE CENTER OF!4611 Rau - 0.92107136206502 • w Rey - 0.920713620850311 ANGLE BETWEEN COORDINATE SYSTEM MIO PROLE AXES Phi s D • • SECTION PROPERTIES S-21 17 999 SERIES TOP RAIL 17/ 9 8 1 1 kw* = 0.845 irr-2 Perimeter at 19, • in Centraid.with • - to Sketch Origin(n) X = 0.001 Y - 1.23 Inertia with respect to Sketch OriginOn): Media TerteaKie4) ter mk 1,508 12Y " 0 Iyx = 0 lyy 1.3 Polar Moment of = 2.808 in-4 Area Moments of • with respect to Principal Axes(in-4): ix = 0.228 ly = 1.3 Polar Moment of • = 1.528 re4 Rotation Angle • projected Sketch Odin to Principal Axes(tiegreire): About 2 aids = -0.01 Raitii of.re52tion • respect to Principal As/000 R2 = 1.24 1/45 Vtkf tS. 7‘4.- bogi, c 10) • 111,,, SECTION P-OPERTIES .7-118.(11:3 18 200 (HD) SERIES BOTTOM RAIL 33565 *U. VALUESREFER TO THE FOLUDWI1C UNITS : LENGTH = 1 RICHES ANGLE • 1 DEG FACE 1: NUMBER OF HOLES Rah .' 0 DENSITY rhos 1 PERIMETER. LENGTH 85798AREA A : 0.597880406581454 CENTER OF AREA = CENTER OF MASS (Cx.Cy) _ (24.2409999927758.-4.22494506481869) PRINCIPAL AXES THROUGH THE CENTER OF AREA (DIRECTIONS) u 10) SECO• ND MOMENTS OF AREA (MOUT PRINCIPAL AXES) Icu - 0.14292768017901 ICV 11 0.197799982540076 SECOND MOMENTS OF AREA (ABOUT COORDINATE SYSTEM AXES) Ix = 10987097419505 h = 351 388846368364 PRODUCT OF SECOND MOMENT OF AREA (ABOUT COORDINATE SYSTEM AXES) bry = 81.0810361 660611 MOMENTS OF MNNERRA (ABOUT PRINCIPAL AXES) Jeu = 0.142912766017901 Jcv = 0.197799982540076 COORDINATE SYSTEM AXES) MOMENTS OF MIERUA (Mow Jx = 10.9673897419505 Jy = 351.7346368364 PRODUCT OF MOMENT OF NERTIA(MOUT COORDINATE SYSTEM AXES) ,qqr61.6910361660611 SECOI MOODU A80W PRINCIPAL PIES Zcu • 0.144717882551987 ZCv = 0.282571389409032 DISTANCE FROM NEUTRAL AXIS u TO EXTREME NKR Du = 0.987629708634424 DISTANCE FROM NEUJTRA.AXIS v 10 OCI 1E FIBER Dv = 0.700000035225623 RAIN OF GYRATION WITH QCT TO THE CENTER OF AREA Rau : 0.48634670363719 Rev = 0.575'82107002279 ANGLE BE07 1 COORDINATE SYSTEM AND PRINCIPLE AXES 1 110 Z410 1-10R14 0,2-rZSM3 SECTION PROPERTIES - 5-15 19 m..._. 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M ■iiiUMiii ININUMMUUNIMMIUMIMMIMUMAINIEWAZINUMINI 111111111111111111101011111111111111111111111111111111111111111111111111111111 annumanimmiumuummummuurinsinnumi 1110111MIVIMMININNIMMIONIUMNIUMINIONEMEMI IHMUNIMPINNIENIUMMINIMMINIUMNIUMNUIPS 111111111111111ESIMEZUMITIPAPIIPFZWIVIMMIUM. iii ■iiiiii iiilliifiil� iiiiii iiiiiiiiiiiiiiii iiii �iiiii®iii iiiiiiii iii �iiiiiiiiiiiiiiiii 11 111iiiiiiiiiiiiiiill alhm■ iiitllliiii iiiiiiil�i'i 111iiiiiiii�miiii m Raii ®......®....® "liiiii1liiii I� os i11 M=PL/4=Rail Option: 2x42400#" liiiiiiil1iiiiii Ma DF-L No.2 2x4 = 4135#" liil`iiiiiiii®i NM111 IIMIMa to post with minimum (2)#10 SMS or liiiiiiiiiiiiii wood screws. 111111111111111111111111111111111111��Va=116#x2=232# > 200# OK lii®iiiiiiiiiii 11111 iiiiiiiiiiii�ii iiii��iii�iiiiii iiiiii ii `®iiiii� ii iiiiii �ii i11iiiiiiiiiiiiiiiii iiiii��iiiii iiiiiiiiiii iiiii111iiiiii11iiiiiii ii l�lliiiriiiiiiiitiirrliiiii iiia �iiiiii�i�iiiiii iiiil�iiiiiiii ■iiiiiii 11 11�i� 1111i®11���11iiiiii��i iiiiiiiiiiiiiiiii�iiii ®®ii�®� 11r�l�r�i11�1®rlirl■111 ■11ii111� miiiiiii MNIM iiiiii�iiii liiiLiIiliiiiiiiiiiiiiiiiiiiiii i11i1111rN11111111Ii1111 1iiiirll ESR-1078 I Most Widely Accepted and Trusted Page 4 of 8 TABLE 1C—FASTENER SPECWICATIONS:LEDGERLOIC AND LOGHOG FASTENERS ALLOWABLE D MINORTEADOVERALL LENGTH OFBENDING FASTENER STRENGTH GTHD 1 SHANK (ROOT)THREAD" YIELD" F�STE ER MARKDIAMETER DIAMETER(inches) (Inches) (F..PsiT ShearD (inch) (�) , (IW) LL35$ F3.6 3'4 2 200.700 1,833 1,235 11-005 F5.0 5 3 LH00009 F9.0 9 3 0.228 0.202 LHOG011 F11.0 11 3 - LH00013 F13.0 13 3 183,200 1,335 890 LH00015 F15.0 15 3 For SI:1 inch=25.4 mm, 1 Nhf=4.4 N,1 psi=6.895 kPa. 'For purposes of measuring overall fastener length,fasteners must be measured from the underside of head to bottom of tip. tending of thread includes tip.See detailed illustration. 3Bending yield strength determined per methods Specified kt ASTM F1575 and based on the minor thread diameter. 'Fastener installation and design values require complete threaded portion to be embedded iu the main member. 'Fastener bending yield strength is determined by the 5 percent diameter(0.050)offset method of developed from bending tests. analyzing load-displacement curves Allowable shear strength values apply only to shearing in the unthreaded shank portion of the fastener. f,A Am',Z,$` .41; ill.IIIIIIIIIII i‘iMintt‘i,... +�Af;k;AY.q+4:. IN ;Yici Ar ti ktd ft e Gail:F t a'a til TABLE 1D--FASTER SPECIFICATIONS:TRUSSLOK FASTENERS UNTHREADESHANK (ROOT) R M OVERALL LENGTH OFD MNNOR DREAD ALLOWABLE mussuxeTK�+I LENGTH' THREADZ` DIAMET8t DIAMETER YNELDxG FASTENER STRENGTH (Indies) (Ingres) (inch) (inch) (F,1.Psi) Tempe Shear` EWS338 F3.3 334obo (an EWS005 F5.0 5 11/2 0.228 0.215 EWS870 F6.7 e74, 21$.400 1.833 1.235 For SI:1 loch= un 25.4 r , 1 Ibf=4.4 N,1 psi=8.895 kPa. _ length'For purposes veraN fastener length,fasteners of thread..See detailed illustration. must from the underside of head to bottom of tip. tending yield strength determined per methods specilled in ASTM F1575 and based on the minor thread diameter. "Fastener instaNation and design values require'Fastener bending yf�d strength co is threaded to be embedded i n the main member. developed from bending tests. by the 5 percent diameter(0.050)offset method of analyzing t curves Allowable shear strength values apply only to shearing in the troth eased shank portion of the fastener. RSOV &218 1234 MAJOR 25 0,275 MINOR 0.5 a i80 REffRFNa 7,4$f A07fi FORAPPRORIAXE .. 1111 tt1ttltt$t. HEAD MARIONG -• 3✓b`fffX 7flRr4O itNtilli !R97 iEM 1H 122 l \:, , , f • ... .. .. .. .... . . P e j E g 311?' 2 c?k v`---' 1 \ , .if 1., CeQfrTrep ,ri r„,,,,04141:>5. 1 i ii s 11 . # I I { a i 'i I I y G + .14 02 (1 � ' � - sT< r _ (,,l ,`,':r/1 -it 5' + s ..\\// "").''''..** i)C)-"?...rvl r 1 )11'1 2 / 7ti..•3;77.1,1--,) e: -:-. '17) ,' W2 Portal Frame Analysis Shearwall(X+21: Vx«z= 0 lbs Shearwall(X+1): R1 V,«+= 0 lbs Shearwall(Xl: S1 V,= 2,456 lbs .—Wind Controls . Design Criteria: Beam w= 350 plf h= 7 ft b= 5.500 in A= 52.25 in2 P= 0 lbs Lo= 12.75 ft d= 9.50 in S= 82.73 in3 Co= 1.60 I= 392.96 in4 atx= 5 ft M�,= 28,858 lb-ft CF= 1.03 HX«z= 0 ft Md.= 26,600 lb-ft fb= 2297.04 psi Hx«,= 0 ft • HX= 11.75 ft M,= 5,094 lb-ft V1T= 734 lbs fv= 121.52 psi d= 6 in M2= 12,098 lb-ft MIT= 1,991 lb-ft Fb= 2400.00 psi Vzr= 4,233 lbs F.= 265.00 psi M2T= 15,836 lb-ft Pb= 3940.98 psi d,= 24 in OK 5 3.5 F'„= 424.00 psi d2= 57 in OK 5 3.5 L,= 6 ft 1-1,3= 0 lbs Use 5.5 x 9.5 24F-V4 GLB Beam a„„= 1.5 in T2B= 0 lbs a = 3 inbat R1= 1,391 lbs Fixed bottom= N (Y or N) R2= 8,319 lbs $hearwalIs: v= 364 plf 5 380pif Header Straps: TIT= 2,716 lbs T2T= 2,615 lbs Holdown Required: Hd= 177 lbs P x 1 \P w r 1 W l l l V +d LOADING d2 T v ii fi �R2 Tv" ur ' I v R1 Til I®i` u2T T2T T,T T- �,'1,110 R, ViT Hd a Iii, T2B ��/. \�! SHEAR ._ d1 L' I d2� Mil.M, L. 1 MOMENT GARAGE FRAME SECTION M 21 j N TO SCALE _____----_—_s —1 I25 1 9Z • J O'�" crvo-2 -La ONO 1-7>,(()a xr 5 -F- L, ) ot( 114 = lS (2cf } _ 1 . cc.Ic03L- r )2(7.- .5.,( ‘to-i se):}1/4%. z \s ,(0l ?C co •C /01=1"" ; ( /' �. ( t r / "' I a n / ? '0. 1,C" 27 8Z f, i �512 _ a/A1C „ * 4t __ _ 413 c."2.,2. -a 2......c3 1- vo/ t-(7: z -?‘ 0/) & -z-(7r) -0-,-....--6. (--. -- - , ci .„ _.... ____________,... ,..0.... .- ,66,,zi ...-t---c7w ,,,i_ _ mac...; it -la 2 ery, ..., oc-o-cLps Tlif ) Ir„,..„ m , , i 9 . , , , 1 I t t 1 i 3, ): f ________ ; , ' ' ': i, 1 ! •,.1 • ,,. I ' 1 il ' ,' ,„ 1 i i t, ! ;_i t- 1 i • r i,; • , rf-M10-L. 4- 11,1D1 1 ' . i i ; •,.........-. v., .... ” 1 ' ' ' ' ' ' 1 ! 1 =-'' ' '; 11 , 111C L : ; 1 :i,,.1 ' t 4 i t i 4', y-fj i MS (61C-Aef'14) fN . G4.4 0 04N1 "e-1 . -. ACk Mr AwAA 1mia . /AAcllsh T.O.PARAPET 7 VL - 34 II.... , ill rliOMNINIMAINI IliifinimiimiMihrn _ .., veY Ack yr ___ _T.O.PARAF!E1-4. borroPo oe wP" 440(...0 -o0v."i 5/12,0pc Ape- PEP DR_ 4 pLi‘ce- 'eP R-ifttke . 29 Type "A" Nailing: APA RATED PLYWOOD OR OSB WITH 8d AT 6"OC AT PANEL EDGE AND W12"OC FIELD. ---. -- mmmwmwmmmmM°M......1.......1.........1.1........_...1-: ' Type"B" Nailing: APA RATED PLYWOOD OR OSB WITH 8d AT 4"OC AT PANEL EDGE AND 12"OC FIELD. 14x8 DF-L No.2 ® O s 1 11'-0" 19'-3" - f 1: ' (Type"A" Nailing 3 Type "B" Nailing S410O Type "A" Nailing 0 COTYP ° '1111 0 S410 __��1�.A lir Emmak ._ O HD straps .—. GLB 5.5x9.5" See k ,'f"�'� © elev detail. Beam in M , it ----- ` - must span over likk %'r'lirwr mr'" I " both walls for portal S410 H strap stra �` frame. • per detail 2/S810 WM MINIMMI TYP Type "B" Nailing EL"! ,0 ,, , ,,,A'-'; ,,`,,'i ' ,7 _111. 6x10 DF-L No.2 r $ '' l rr�, ,if sztr TYP• j Al 1s TYP 6x10 DF-L No.2 M C) N--- Olin , Naipl ng TYP®4x10 or6 8 DF L, No.2 Type "B' Nailing 30