The URL can be used to link to this page

Home My WebLink AboutMiscellaneous Plans 2004-4-28 . . " -~ -. ~ l,~ ~,'; l~' - t' ,. . . C 4 -7ft.! 0'649 t-IvUy~. HOHBACH-LEWIN INC. STRUCTURAL ENGINEERS 296 East Fifth Avenue, Suite 302 Eugene, OR 97401 Phone: (541) 349-1701 Fax: (541) 349-1702 Structural Calculations For The Aiello Residence Springfield, Oregon Prepared for: John and Marie Aiello April 28, 2004 Hohbach-Lewin Project No: 2821 <y~y\) PRO~ ~~ _"G.\NC..........~ :>.; ~ ... 0 ~ ::7~ ~OREGO~ ....... Q' l;>.t; ~ 23, ~~~ !rI L. HU';-\~ Expires: ~l9.o 11.005 I; __u_...____ _______ , ., . ....) , ':;'?2/0 . ~ . HOHBACH-LEWIN. INC. PAG<' STRUCTURAL ENGINEERS PROJECT NO: lo~ DATE: It/Ot{ " ~/\"'-. s.k SUBJECT: BY: ls.r ? L-voR T::J'J: " 11<j, PLy 1~(jL FL06j!.( rJ(,. ,^I~ c.. ';;:1. Sf'S f. 3.~ fS t 1- f:s f- ~ PH ~ p-H- Uf!5f. ;;) /liP ~ tS/:~ II p..sf G> yf G6JLJtJ(., G"fs ~ I' f.:lt 1-1 Ii a. UJ {:fJ 10 foS ~ ( Ft Ddf<- ') 5~L> uJ LcJAf) ~5l'.s ~ ~ L-d~ ;z 4'.$ ~ (I.s:<. fI1()Lnf'q~) ~ SUBJECT: R<-MINt", PAGE' PROJECT NO: ;2 ~} DATE: ~ 0 'i I BY: ~ 6) ...,), ". HOHBACH-LEWIN. INC. ..--..I STRUCTURAL ENGINEERS J '~ TJ:r -)_ W~l-= IbM( r\:=.. t~flf. ..J~I-o. 'tOP~.fCI ,) = :z.of'lt uJo -= l~P&f (q') t P5PI~ :: a'61el~ (f:otiPI uJr=. ~5P&~( 6It~~/1S' ~ 'ou 1'1 f f. 1 \'... ~ 4. I t ,_T:n:: -.3. f'D -_ lbp&f( 'Z..1( '11 -- ~ # PI L.- -:.. ~~, H L~(~~ -= lID If ~Lp >. ICPflSt('i') -r rtJpl~' '" ~~f'\\ ...J~ ('.<JJI'- ~~ -= ")'5f'$~('.{iJHi1.r)';:- 56"1 ~ ~ I.-f' t J >> ~f 1 1 1 /j llf' T"T"(- 'i ' vJV"" 3;ZPI~ WI.. -0. ~fl~ P D -; l'i(f> f(9~ .-It 1- 231JtC~I-: 5).8-1f p~ ~ \'tt5~.ft'~-d -= :<.50# uJ = ,:)1:. - (., i 1 ~ 1 ! l c.Jp~ lb~~(~( \~ bjp\\- -' W(,. -;. 'ia~~ (~I \ -= Ito'PI r- ID ''''1 - d. vi 16p& t( 2:\ ~, 3.:2PI~ 1 1 i vJo -= \5' VJ t.- ___ 'tup~ ~(z.rb WP)~ ~, ". HOHBACH-LEWIN. INC. ..--..I STRUCTURAL ENGINEERS fP.PrM1 tJ &, SUBJECT- \:l t ",' oJ 1'} 1 .: t (I J:; 16' j ~ , 'f vl l-f., 1 1 J f). \5' ~ ~ 'I ~.5' c ~ ! j~ l~' uJ2... I ' , ---J~--_l' p '~5" ,,\ PAG<' PROJECT NO: DATE: BY' @ ;2 ?:;?-J "I1,)>.j . f21L GL,e,- I 5. YC6J5..() 'L..J3 . ('<li)U\ - -- t..JD,~ Ic?Po~b1 +- a;PS~h.6'):::' /6;1fl t WL-I'=' 'IOr'S~(4,&'~ =- /cppJ+ PPl Ps :;. (j-"" # (IJITtL t""vr) WPz. -; ~T p1t " WLt.'" 100 {'If f-,~ - ':2c,'/~:t. ,.;2. b (...\~ oJ41::: r&p&1::; {7.51 "- {)op.-i- ..JL-'" 't~PS~ {f.r;;~". 300f'1.f. ('DtPS" ()'1tJO #- ~~u. t ~ r.l16-3 sY'l>~ l.l Wo =- '3A(>ff, W~ "- ~('I~ (.,~ I".!):= rSt>-# PL ': "8~ M - l-f S'I'6'f. ld (..,'wQ t.J 02."" l"6PS ~('1,) T 65()01; ~Sl). pI ~ () ~L:" -Z1ofl ~ ~j) ~ 9'10 # p~ ,. ~ # vl D, =. l'6pS ~ (or):= Lp.. fl ~ ...,), ". HOHBACH-LEWIN. INC. .-...I STRUCTURAL ENGINEERS A24mlrJ(~ SUBJECT: i vl i J \5' i , 5.5 ! L + l~( Il ~so* bo~ t -.! t.... vJ j ! t " lo/ ~ i ~L ~.J)( J,H- t..-t..- PAGF' PROJECT NO: ;2,'i>~J DATE: ;) 'I/d'i ,- BY: ('-,.((2.- G. 3(1f<;K.u..t.,(~ WI)::' (bPS t( 2,5"\ .df<.Jr\~ vJ.... =- 'tO~.s~ (2.:)') -= /O<.JP,.{: b~- .~ Sial), (,Jl. WD::. ((,pSr;,.( 'Wz..) -= I~ rl~ (,J... -- <{OfS~ U .,(~ = 3 'to PI ~ ~t>'T~!' -:; Li. ~k @ ,-(7 ffi -1- !5 Y"6 'f. P G,LJ3 ()~ ';. Itp$~ ((0') + 'ur->~ (1'1 ~~Jf \l1 i- 0;; 40 Ps f0o') ;. J,I,)(.Wf~ ~}~:l~~~ 117/8"TJI@23~~I;lplieS@12"O/C .. User. 2 4122104 7:10:26 AM Pagel En,naV"",..:1.103 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED (t) I ~ IIJ: I M :~ 9'6" Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Resldential- living Areas (psl): 40,0 Live at 100 % duration, 16,0 Dead Vertical Loads: Type Class Live Dead Location Unilorm(pll) Floor(I.00) 0.0 290.0 0 To 9' 6. Unllorm(pll) Snow(I.15) 0.0 100,0 0 To 9' 6. Application Adds To Adds To Comment SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail other Width Length LlvelOeadlUpllflfTota' Depth 1 Glulam or solid sawn lumber beam 7,00. Hanger 190/1928/0/2118 11,88" N/A Top Mount Hanger None 2 Glulam or soUd sawn lumber beam 7.00. Hanger 190/1928/0/211B 11.88. N/A Top Mount Hanger None HANGERS: Simoson Strano-TIe@) Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species Top Mount Hanger MIT3511.BB-2 0/12 0 N/A No 0 Douglas Fir 2 Top Mount Hanger MIT3511.BB-2 0/12 0 N/A No 0 Douglas Fir .Nalling for Support 1: Face: 2-N10. Top 4.N10, Member: 2-N10 -Nailing lor Support 2: Face: 2.N10, Top 4-Nl0, Member:2-N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1B58 -1692 2979 Passed (57%) Rt. end Span 1 under Dead loading Vertical Reaction (Ibs) 1692 1692 2628 Passed (64%) Bearing 2 under Dead loading Moment (Ft-Lbs) 3B72 3524 7227 Passed (49%) MID Span 1 under Dead loading Live Load Defl (in) "0,009 0.278 Passed (U999+) MID Span 1 under Floor loading Total Load Defl (in) 0,105 0.417 Passed (U950) MID Span 1 under Floor loading TJPro 70 30 Passed Span 1 .Deflection Criteria: STANDARD(LL:U360,TL:U240), .Deflection analysis is based on comPosite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. .Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" olc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH-LEWIN 5111 Streel Public Markel, Ste 302 296 East 5th Avenue Eugene, OR 97401 Phone: 541-349-1701 wmorgan@hohbach-Iewin.com Copyright c 2003 by Trus Joist, a Weyerhaeuscr Business TJl- and TJ-Beam- are registered trademarks of Trus Joist. e-l Joist-, Pro- and TJ-Pro. are trademarks of Trus Joist. Simpson Strong-Tic- Connectors is a registered tradelllark of Simpson Strong-Tie Company. Inc. T,\2831-Aiello Re8idence\TJI.l.s~ ~~Z~ TJ.Beam(TM) 6.10 Senal ~~~~48 User:2 41221047:10:26AM Page2 Engine Version: 1.10.3 TJI-1 cY 11 7/8" T JI@230, 2 plies @ 12" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORT ANTI The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this soflware will be accomplished in accordance with T J product design aitena and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. .Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANAlYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANAlYSIS. -Allowable Stress Design methodology was used for Building Code use analyzing the T J Custom product listed above. -Note: See T J SPECIFIER'S I BUILDER'S GUIDES for multiple ply connection. ODeralor Noles: Double Joist PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH.LEWIN 5th Street Public Market. Ste 302 296 East 5th Avenue Eugene, OR 97401 Phone: 541-349-1701 wmorgan@hohbach.lewin.com Copyright c 2003 by Trus Joist, a MeyerhBeuser Business TJI- and TJ-Bea~ are registered trademarks of Trua Joist. e-l Joist-,Pro- and TJ-Pro. are tradealarks of Trus Joist. Simpson Strong-Tie- Connectora is a registered trademark of Simpson Strong-Tie CCXlIpany, Inc. T.\2831-Aiello Residence\TJJ-l._ ~~l~~ _ 'TJ-Beam(TM) 6.10 Sertal NUn'Oer: 7003007446 User: 2 4122/04 7:19:21 AM Page 1 Engine Version: 1.10.3 TJI-3 @ 117/8" TJI@230@24"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED h ID Overall Dimension: 5' 6" .L. .L. .,~~..'~ , , 6--41_~'6a~ LOADS: Analysis Is for a Joist Member. Primary Load Group - Residential- Living Areas (pst): 0.0 Live at 100 % duration, 0,0 Dead Vertical Loads: Type Class Live Dead Point(lbs) Snow(I,15) 85 0 Point(lbs) Floor(1.00) 0 270 Point(lbs) Floor(1.00) 160 128 Location 5'6" 5'6" 2' Application Comment SUPPORTS: 1 2 Input Width 3.50" 5.50" 1 11,88" NIA N1A Bearing Length Hanger 5.50" Vertical Reactions (Ibs) L1velDeadJUpliftfT otal 81/-69 1-111 I-III 206/467/0/673 Ply Deplh T Ji beam Stud wall .Backer Blocks are required at support(s}: 1. . 'ANGERS: SlmDson Strono-TIe4i> Connectors ;upport Model Slope Skew Reverse Flanges N/A Top Mount Hanger ITT3511 ,88 0/12 0 -Nailing for Support 1: Face: 2-Nl0, Top 4-N10, Member: 2-Nl0 DESIGN CONTROLS: Maximum Shear (Ibs) 355 Vertical Reaction (Ibs) 673 Moment (Ft-Lbs) -614 Live Load Detl (in) Total Load Defl (in) TJPro Design 355 673 -614 0,003 0,007 70 Control 1903 3209 4617 0.116 0,173 30 Control Passed (19%) Passed (21%) Passed (13%) Passed (Uggg+) Passed (2U999+) Passed Product Diagram Is Conceptual. Nailing Oepth N/A N/A Oetall Other Top Mount Hanger Overhang None 1 Ply 11 7/B" T JI@230 Top Flange Offset No Top Flange Slope o Support Wood Species N/A Location Right OH under Snow loading Bearing 2 under Snow loading Right OH under Snow ALTERNATE span loading MID Span 1 under Floor loading Right OH under Snow ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:U240), .TJ maximum bearing length controls reaction capacity, Limits: End supports, 3112".lntermediate supports, 5114", -Deflection analysis is based on composite action with single layer of 23/32" Panels (24" Span Rating) GLUED & NAILED wood decking. -Bradng(Lu): All compression edges (top and bottom) must be braced at 2' 8" oIc unless detailed otherwise, Proper attachment and positioning of lateral bracing is required to achiev~ member stability, -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH-LEWIN 5th Street Public Market, Ste 302 296 East 5th Avenue Eugene, OR 97401 Phone: 541-349-1701 wmorgan@hohbach-Iewin,com copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJle and TJ.Beam" are registered trademarks at Trus Joist. e-l Joist",Pro" and TJ-Pro" are tradeUllllrks of Trus Joist. Simpson Strong-Tiee Connectors is a registered tn.delllark of Simpson Strong-Tie COIliIsny, Inc. T, \~B31-Aiello Residence\TJI.).sma ~~~lH4t TJ.Beam(TM) 6.10 Serlal ~U~O= .. User; 2 4/22/04 7:19:22 AM Page 2 Engine Version: 1.10.3 TJI-3 6) 11 7/S" T JI@ 230 @ 24" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED - ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. .Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Custom product listed above. -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. ODerator Notes: Outriggers PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH-LEWIN 5th Street Public Market, Ste 302 296 East 5th Avenue Eugene, OR 97401 Phone: 541-349-1701 wmorgan@hohbach-Iewin.com Copyright co 2003 by Trus Joist, a Weyerhaeuser Business TJI- and TJ-Beam. are registered trademarks of Trus Joist. e-I Joist",Pro. and TJ-Pro" are trademarks of Trus Joist. Simpson Strong-Tie- Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. T. \2B31-Aiello Resiclence\TJI -) .SmB ~.~l~~ _ TJ.Beam(TM) 6.10 Serial Nurrber;700300744B User: 2 4122/04 7:24:57 AM Page 1 Engine Verslon: 1.10.3 TJI-4 @ 117/8" TJI@230@ 16" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I J J. I ~ ',:..-.-,' 14" Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential- Living Areas (pst): 40.0 Live at 100 % duration, 16.0 Dead Vertical Loads: Type Class Live Dead Polnt(lbs) Snow(l,15) 250 528 Location 11' Application Comment SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other WIdth Length Llve/OeadJUpllfUTotal 1 Stud wall 3.50" 3,50" 41B/251/0/669 End, T JI Blocking 1 PIy117/B"TJI@230 2 Stud wall 5.50. 5.50" 579/576/0/1155 End. T JI Blocking 1 Ply 11 7/8" T JI@230 DESIGN CONTROLS: Maximum Design Control Control LocatIon Shear (ibs) -1127 -1120 1803 Passed (59%) Rt. end Span 1 under Snow loading 'emeal Reaction (Ibs) 1127 1127 1679 Passed (67%) Bearing 2 under Snow loading ,Joment (Ft-Lbs) 2B56 2856 4617 Passed (62%) MID Span 1 under Snow loading Live Load Def! (in) 0,162 0,447 Passed (U995) MID Span 1 under Snow loading Total Load Defl (in) 0,292 0,671 Passed (U551) MID Span 1 under Snow loading T JPro 52 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:U240). ~TJ maximum bearing length controls reaction capacity. Limits: End supports. 3112", Intermediate supports, 51/4", -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" ole unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORT ANTl .The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application. input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress DesIgn methodology was used for Building Code USC analyzing the T J Custom product listed above. Ooerator Notes: Wall Loaded Joists PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH-LEWIN 5th Street Public Market, Ste 302 296 East 5th Avenue Eugene. OR 97401 Phone: 541-349-1701 wmorgan@hohbach-Iewin.com Cop.right G 200] by True Joiet. a Weyerhaeuser Business TJI and TJ-Beam~ are registered trademarks of True Joist. e-I Joiac-,Pro. and TJ-Pro. are trademarks of Trua Joist. T. \2811-Aiello Reaidence\TJI -4.SIlIS ~.~I~~W<u . TJ-8eam(TM) 6.10 Sertal Nurrber. 7003007448 User: 2 412B104 3:41:17 PM Page 1 EngIne Version: 1.10.3 tn-6 e 11 7/8" T JI@230, 2 plies @ 12" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 6." ." .'., I .~ :~ " " ...., II!q 10' Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential. Uving Areas (pst): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Uniform(plt) Floor(1.00) 160.0 64,0 0 To 10' Live Dead LocatIon Application Adds To Comment SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Llve/DeadlUpllftfTotal Depth 1 Stud wall 3.50" 3.50" 793/317/0/1111 N/A N/A N/A End, T JI Blocking 1 Ply 11 7/S" TJI@230 2 Timberstrand LSL Beam 3.50" Hanger S07/323/0/1129 1 11,88" N/A Top Mount Hanger None HANGERS: Simason StronD- Tlelll> Connectors Support Model Slope Skew Reverse Flanges N/A Top Flange Offset No Top Flange Slope o Support Wood Species N/A ~ Top Mount Hanger MIT3511.S8-2 0/12 o -.."ailing for Support 2: Face: 2~N10, Top 4.N10. Member: 2-N10 DESIGN CONTROLS:, Maximum Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft-Lb.) Live Load Dafl (in) Total Load Defl (in) TJPro 1064 1064 2527 Design -1064 1064 2527 0,059 O,OS2 69 Control 3310 2920 B030 0,317 0.475 30 Control Passed (32%) Passed (36%) Passed (31%) Passed (U999+) Passed (U999+) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:LI240), -Deflection analysis is based on composite action with single layer of 19/32" Panels (20. Span Rating) GLUED & NAILED wood decking. -Bracing(Lu}: All compression edges (top and bottom) must be braced at 2' 6. oIc unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH.LEWIN 5th Street Public Market, Ste 302 296 East 5th Avenue Eugene, OR 97401 Phone: 541-349-1701 wmorgan@hohbach-Iewin.com Copyright c 2003 by Trus Joist. a Weyerhaeuser Business TJI.,TJ-Beame lllld TimberStrand- are registered trademarks ot Trus Joist. e-I JoistW,Pro. and TJ_Prow are trademarks of Trus Joist. Simpson Strong-Tie- Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. T.\41821 - AeUlo Reddence\(Pl Caleulationa\TJI-6.sms ~ ~llJl4t &W= TJ.Beam(TM) 6.10 Serial NU~3007448 .. User: 2 4128J043:41:18PM Page2 Engine Version: 1.10.3 11 7/8" T JI@230, 2 plies @ 12" olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED @ . ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from soflware developed by Trus Joist (T J). T J warrants the sizing of its products by this soflWare will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS, -Allowable Stress Design methodology was used for Building Code UBC analyzing the T J Custom product listed above, -Note: See T J SPECIFIER'S I BUILDER'S GUIDES for mulliple ply connection, -Dead load on portion of joist area is less than minimum allowed. -live load on portion of joist arBa is very low. PROJECT INFORMATION: OPI'RATOR INFORMATION: WES MORGAN HOHBACH-LEWIN 5th Street Public Market, Sle 302 296 East 5th Avenue Eugene, OR 97401 Phone: 541-349-1701 wmorgan@hohbach-Iewln.com Copyright c 2003 by Trus Joist, a Weyerhaeuser Business TJJ-,TJ-Beam- and TimberStrand- are registered trademarks of Trus Joist. e.J Joist-,Pro- and TJ_proN are trademarks of Trus Joist. Simpson Strong-Tic- Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. T.\2831 - Aeillo Rcaidcncc\{Pl Calculations\TJI_6.sm& ~.~IH4t &m= TJ-Beam(TM) 6.10 Serial NU~3007448 .. User. 2 4122104 7:52:47 AM Page 1 EnglneVerslon: 1.10.3 TJI.2 @ 11 7/8" T JI@ 230 @ 24" ole THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I I] IIJFi I If 1 ..~ .[] 16' Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential- Uving Areas (psI): 40.0 Live at 100 % duration, 16.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Oetall Other Width Length LlvelDeadlUpllltlTolal 1 Stud wall 5,50" 5,50" 600/240/0/840 End, T JI Blocking 1 Ply 11 7/8" T JliID 230 2 Stud wall 5,50" 5.50" 600/240/0/840 End. T JI Blocking 1 Ply 11 7/B" T JliID 230 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 79B .789 1655 Passed (48%) Rt end Span 1 under Floor loading Vertical Reaction (Ibs) 798 798 1460 Passed (55%) Bearing 2 under Floor loading Moment (Ft-Lbs) 2843 2843 4015 Passed (71%) MID Span 1 under Floor loading Live Load Defl (in) 0,221 0,475 Passed (U775) MID Span 1 under Floor loading ",:otal Load Oefl (in) 0,309 0,712 Passed (U553) MID Span 1 under Floor loading :JPro 43 30 Passed Span 1 -Deflection Criteria: STANDARO(LL:U360,TL:U240). -T J maximum bearing length controls reaction capacity. limits: End supports, 31/2". Intermediate supports. 51/4". -Deflection analysis is based on composite action with single layer of 23/32" Panels (24- Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compressIon edges (top and bottom) must be braced at 2' 8- ole unless detailed othelWlse. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (T J). T J warrants the sizing of its products by this software will be accomplished in accordance with T J product design criteria and code accepted design values. The specific product application, input design loads. and stated dimensions have been provided by the software user. This output has not been reviewed by a T J Associate. -Not all products are readily available. Check with your supplier or T J technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONL YI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code use analyzing the T J Custom product listed above. Ooerator Notes: 1 st Floor Joists PROJECT INFORMATION: OPERATOR INFORMATION: WES MORGAN HOHBACH.LEWIN 5th Street Public Market. Ste 302 296 East 5th Avenue Eugene. OR 97401 Phone: 541.349-1701 wmorgan@hohbach-Iewin.com Cop~right 0 2003 by Trus Joist, a Weyerhaeuser Business TJI and TJ-Bea~ are regiatered trademarks ot Trus Joiat. e-I JoilJt",Pro" and TJ-Pro. are tradelllarkll ot Trulll Joist.. T. \2e31-Aiello Relllidence\TJI.2.ems Rev. 560000 User: KW-0604526. Vet 5.6.0. 2-Sep-2002 (CI19B3-2002 ENERCALC Engineering Software Description GLB-1 Tille: Dsgnr: Description: Scope: Job # Date: 7:38AM, 22 APR 04 @ General Timber Beam ."., .,. ..,.. ,..I::~l,:..~~~o.'~~:~~~;~:tl~~.1 I ~,~,~.~~~I'.~,~o~~~~i.~.~"".,....,,,,.._.,....,... ...,.... " ...,.. ,.....,., ",~~~~,~I,~~~.~~~..~~,~,d~~.I,9~~d t,~. ~~=~,~,~~,~~~.1,=~,~,~,~~,.~e~~I.~e~~~~~ Section Name 5.125x12.0 Center Span 15,OOft .... ,Lu 2,00 ft Beam Width 5,1251n Left Cantilever ft ..,. ,Lu 0,00 ft Beam Depth 12,000 in Right Cantilever ft "., .Lu 0,00 ft Member Type GluLam Douglas Fir, 24F . V8 Bm WI. Added to Loads Fb Base Allow Load Dur. Factor 1,150 Fv Allow Beam End Fixity Pin.Pin Fe Allow Wood Density 35,000 pet E I Trapezoidal Loads #1 DL @ I.eft DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right I Point Loads 72,00 #1ft 72.00 #1ft 287,00 #1ft 287,00 #1ft 90,00 #1ft 90,00 #1ft 2.400,0 psi 190,0 psi 560.0 psi 1,800.0 ksl ..,..... ....., ......-........".............. "".....,.".... ... , ..... ...:.. ",.. .............. ...." ..~......." ,..,......., Dead load live Load ...distance Ibs Ibs O,OOOft Span: 15,OOft, Beam Width: 5,1251n x Depth: 12,in. Ends are Pin.Pin Max Stress Ratio 0,679 : 1 Maximum Moment 19,2 k.ft Allowable 28,2 k.ft Max. Positive Moment 19.16k.ft at 6,960ft Max, Negative Moment -0,00 k.ft at 15,000 ft Max @ Left Support 0,00 k.fI Max @ Right Support 0,00 k.fI Max, Mallow 28,21 fb 1,869,60 psi tv Fb 2.751,73 psi Fv ~ections Center Span... Dead Load Deflection ,(),274 In ...Location 7,500 fI ..,Length/Defl 656,1 Cember ( using 1.5. D.L. Dell) ... @Center 0,412 in @ Lefl 0,000 in @ Right 0,000 in Ibs 1.737.0Ibs 4.000fl , ,', .. ,,,. .1, I J I ..", .....~._o;l'l, ~""' ; ~~",1~~~, ",_ . ~.JJ 97,2B psi 218,50 psi T atal Load -0.569 in 7.3BO fI 316.14 Maximum Shear. 1,5 Allowable Shear: Camber: Reactions... LeflDL Right DL 1.68 k 2,00 k Left Cantilever... Deflection ..,Length/Defl Right Cantilever... Deflection ...Length/Defl @Lefl @Righl @Lefl @ Center @Righl. Max Max Dead Load 0,000 in 0,0 0,000 in 0,0 Beam Design OK 6.0 k 13.4 k 4,OOk 3,96k 0,000 in 0.412in 0.000 in 4,OOk 3.96k T alai LoarJ. 0.000 in 0,0 ~ 0,000 in 0,0 Rev: 560000 User: KW-0604526, Ver 5.6.0. 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Soflware Description GLB-1 I Stress Calcs Bending Analysis Ck 20,711 Le Cv 1,000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 4,753 Max Moment 19.16 k-ft 0,00 k-ft 0,00 k-ft @ Left Support 5.9B k 27.382 In2 21B.50 psi 4,00 k 3,96 k TIlle: Dsgnr: Description: Scope: General Timber Beam Sxx 123,000 in3 CI 0.997 Sxx Rea'd 83.57 In3 0.00 In3 0.00 In3 @ Right Support 5.55 k 25,397 In2 21B.50 psi Bearing Length Req'd Bearing Length Req'd Job # /'fC\ Date: 7:38AM, 22 APR 04 ~ _ " _~\2~l.:.'~~I~~.d,;n:="~.~~~ti~V I " ".., ,...". ""eo,.. ". , I Area 61.500 In2 Allowable fb 2.751,73 psi 2,760,00 psi 2.760,00 psi 1,395 In 1,379 in Rev: 560000 User: KW~526. Ver 5.6.0, 2.Sep-2002 (c)1983-2002 ENERCAlC Englneertng Software Description GLB-2 I General Information Section Name Beam Width Beam Depth Member Type Bm WI. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.125x12.0 5.125in 12.000 in GluLam I TralJezoidal Loads #1 DL@Left DL @ Right I Point Loads .. '-"Dea,n:oad" ,. , live Load ".distance 1,000 Pin.Pin 35,OOOpcf Tille: Dsgnr: Description: Scope: General Timber Beam Job# //,6) Date: 7:41AM. 22APR04~ t:~~1 :.~~l,~ r~d~~f),~~:~~.~ ,I . .... ,.. ~1~~I~t~o.~.~_ a~~ ~.~~~~~~to ~997 ,N~S .~n~.1.~97 u~~ ~.~~UI~~~~~.t Cenler Span 15.00ft .... ,Lu 2.00 ft Left Cantilever ft ,.,. ,Lu 0.00 ft Right Cantilever ft ,.,. ,Lu 0.00 ft Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fe Allow E 2,400.0 psi 190.0 psi 560,0 psi 1.BOO,Oksi 120.00 #1ft 120.00 #1ft ",. .,.. ..... _".... ., , , .., . ~"'..""...~..," . .1.1., '" ...,.. .......' ",~ ". '" ,..." ".~,; . .,. ....... ~_._..". ... u,... .....'._......"..,J LL @ Left 300.00 #1ft Start Loe 4,000 ft LL @ Right 300.00 #1ft End Loe 15.000 ft ..,............. ...... ............. ..,.......,..-......... ... ,,'...., ,. ....... ......... ,...-,.......-... ...,. ....... .......,~ Ibs Ibs Ibs Ibs Ibs ~ ~ ~ ~ ~ O,OOOft O,OOOft O,OOOft O.OOOft O,OOOft 2,900:0 lb.' ....... .....". iii;;....... Ibs Ibs 4.000ft O,OOOft Span= 15.00ft, Beam Width = 5.1251n x Depth = 12.in, Ends are Pin-Pin Max Stress Ratio 0,681 : 1 Maximum Moment 16,7 k-ft Allowable 24,5 k-ft Max, Positive Moment 16.70 k-ft at 6,240 ft Max, Negative Moment -0,00 k-ft at 15,000 ft Max @ Left Support 0,00 k-ft Max @ Right Support 0,00 k-ft Max. M aiiow 24,54 fb 1,629.23 psi Iv Fb 2.393,79 psi Fv I Deflections ~:. ~U~~~fy. .~ .:. I 95,57 psi 190,00 psi Maximum Shear' 1.5 Allowable Shear. Camber. Reactions... LeftDL Right DL 2,72 k 1,72 k Center Span... pead Load, Deflection ~.293 in ...Location 7,020 ft ...Len9th/Defl 615,2 Camber (using 1.5. D.L. Deft)... @ Center ' 0,439 in @ Left 0,000 in @ Right 0.000 in I Stress Calcs Bending Analysis Ck 22.210 Le Cv 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Aliowable Bearing @ Supports Max. Left Reaction Max, Right ReacUon 4.118 ft 4.753 Max Moment 16,70 k-ft 0,00 k-ft 0,00 k.ft @ Left Support 5,88 k 30.935 in2 190.00 psi 3.93 k 3,81 k Total Load -0,507 in 7.320 ft 355.09 Beam Design OK @Left @Right @Left @ Center @Right 5.9 k 11,7 k 3.93k 3,81 k 0.000 in 0.439 in O.OOOin 3,93k 3.81 k Max Max Dead Load 0,000 in 0.0 I Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ..,Length/Defl T ~tal Lo~ 0.000 in 0,0 0,000 in 0.0 0,000 in 0,0 -, Sxx 123,000 in3 CI 0.997 Sxx Reo'd 83,71 in3 0,00 in3 0,00 in3 @ Right Support 5.09 k 26,794 in2 190,00 psi Area 61,500 in2 Bearing Length Req'd Bearing Length Req'd Allowable fb 2.393.79 psi 2,400.00 psi 2,400,00 psi 1,370 in 1,328 in Tille: Dsgnr: Description: Scope : Job # ~ Date: 7:43AM. 22 APR 04~ Rev: 560000 ~~~~~~~~~~'~~CP~.~~~~~ ........... .. .. ... ..~ ~.~~~~~I .~~~.~~r.,~~~~. .~. ... .,..".,.~ .... .~:~~~...~~~~.r,~~.~~?~~~~o;~ I Description GLB-3 I General Information Section Name Beam Width Beam Depth Member Type Bm WI. Added to Loads Load Dur, Factor Beam End Fixity Wood Density 5.125x12.0 5.1251n 12.000 In GluLam 1.000 Pin-Pin 35,OOOpcf . ......... ,. . .~~.I~~I.~t~,~~~.~~~..~.~~.'~.n.~d. .~~ ,1.~.9r...~~~, ~~~,.~ ~,9~, ~.~~ .~~~.~,I.~~~nts. ~ Center Span 14.00ft .,., ,Lu 2.00 ft Left Cantilever ft ..,. .Lu 0,00 ft Right Cantilever ft '... .Lu 0,00 ft Douglas Fir, 24F . V8 Fb Base Allow Fv Allow Fe Allow E 37,46 psi 190,00 psi Reactions... LeftDL Right DL 2.400.0 psi 190,0 psi 560,0 psi 1,800,0 ksi Maximum Shear' 1.5 Allowable Shear: 2,3 k 11.7 k 1.55k 1.36k 0,000 In O,114in O,OOOin I T,r~'p'?,zo.i~~.I.Lo~d~..... ..., _........,..... ...., ............_,, ...'... ....._ .., ...............,." .........,. . . ,'...,.. ....._..,.. ..............__......................J #1 DL @ Left 40,00 #1ft LL @ Left 80,00 #1ft Start Lac 4,500 ft DL @ Right 40,00 #1ft LL@ Right 80,00 #1ft End Lac 14,000 ft I P~I.~.t.~~a,~.s,. ... ...... ..... ..,_ ._..., ,.. .....',0. , _,. ...._........ .... ..... ,................ ._......... "_"n .._............. ..... ......._........,........ ..J ~~ ~~ ~ ~ ~ ~ ~ ~ Live Load 810.01bs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 4.500ft O,OOOft O.OOOft O,OOOft O.OOOft 0,000 ft O,OOOft r...~~~~.~~.i...:.....,J Beam Design OK Span= 14.00ft. Beam Width = 5.125in x Depth = 12.in, Ends are Pin-Pin Max Stress Ratio 0.278 : 1 Maximum Moment 6,8 k-ft Allowable 24,5 k-ft Max, Positive Moment 6.82 k-ft at 4,536 ft Max, Negative Moment -0.00 k-ft al 14,000 ft Max @ Left Support 0,00 k-ft Max @ RighI Support 0,00 k.ft Max. Mallow 24,54 fb 665,43 psi tv Fb 2,393,79 psi Fv I Deflections Camber: @Left @Right @Left @ Center @Righl 0.74 k 0,60 k Max Max 1.55k 1,36k Dead Load 0,000 in 0,0 , Center Span... Dead Load Deflection -0,076 In ...Location 6,664 ft ..,Length/Defl 2,201.1 Camber ( using 1,5 . D.L. Deft) ... @ Cenler O,1141n @ Left 0,000 in @ Right 0,000 in I Stress Calcs Bending Analysis Ck 22,210 Le Cv 1,000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Beartng @ Supports Max. Left Reaction Max, Right Reaction 4,118 ft 4,753 Max Moment 6,B2 k-ft 0,00 k.ft 0,00 k.ft @ Left Support 2,30 k 12,124 In2 190,00 psi 1.55 k 1,36 k Total Load -0,167 In 6,720 ft 1,00B,53 Left Cantilever... Deflection ...Lenglh/Defl Right Cantilever... Deflection ..,Length/Defl Sxx 123,000 in3 CI 0,997 f)xx Reo'd 34,19in3 0,00 in3 0,00 in3 @ Righi Support 1,85 k 9,717 In2 190,00 psi Bearing Length Req'd Bearing Length Req'd Total load 0,000 In 0,0 0,000 in 0,0 0,000 in 0,0 ~ Area 61,500 in2 Allowable fb 2,393.79 psi 2,400,00 psi 2,400,00 psi 0.540 in 0.474 in . Rev: 560000 User: KW~526, Vet 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCAlC Engineenng Software .. ,.,..,..." " Description GLB-4 I General Information Section Name Beam Width Beam Depth Member Type Bm WI. Added to Loads Load Dur, Factor Beam End Fixity Wood Density 5.125.12.0 5.1251n 12.000 In GluLam 1.150 Pin-Pin 35,000 pel I Trapezoidal Loads ~." . ,,' .... " ,.. ".,..- .. ..". ... ..... . ........, .~. ,., ..,,'~.. ~. .." #2 DL @ Left 512,00 #1ft DL @ Right 162.00 #1ft I Point Loads .... - OeatfCoad Live Load ...distance "'ib" .... Ibs O.OOOft Till. : Dsgnr: Description: Scope: General Timber Beam Dale: 7:47AM, J;: :PR 04 @ . ... ,." ......... ".. _. .... ",............. '." ... .. ....." .....,...... , , .,,1:~~~1 ,~~lIo,r~~:~~~? ;~~.~;v.1 ,.. c~r~~I,~~~O_~,~ .~~~, ~eSlg.~~~ .I~ .1.~9~, ,NDS .~~~.1997~~.~. .R~~~i~~~~~. a Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fe Allow E 15,OOft ,'., ,Lu ft ... ..Lu ft .... ,Lu 2,400.0 psi 190.0 psi 560,0 psi 1,800.0 ksl 14.00 It 0.00 It 0.00 ft ..... ...... .. . M ...... .. ,,_ ..0',,, ,...,. ".... "',.~._ ......"... _"'....~,,_, ...,.....,."..,........... ...." ........ , LL @ Left LL @ Right 270,00 #1ft #1ft Start Lac End Lac 0,000 ft 11,000 It .. 941):0 lb.' ..-.,....... "'ili.' 750.0Ibs Ibs 11,OOOft O.OOOft ............ ...-....,... . ....u,.......... _....,....... ....,..._ ....~........... ,..... ..........' ..1 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs 0,000 It 0.000 ft 0.000 It 0,000 It Center Span... Qead Load Deflection -0.293 In ...Locatlon 7,440 It ..,Length/Defl 614,4 Camber ( using 1.5' D.L. Oefl ) ... @ Center 0.439 in @ Left 0,000 in @ Right 0,000 In I Stress Calcs 25,670 ft 11.865 Max Moment 13,5B k-ft 0.00 k-It 0.00 k-ft @ Left Support 5.29 k 24.225 In2 218,50 psi 4,27 k 2,84 k fll'~lIJS~m;';a;Y~"'-""''' ~ r ......~ _-." " . I." .. "."'~ ..Hi , Span= 15.00ft, Beam Width = 5.12510 x Depth = 12.in, Ends are Pin-Pin Max Stress Ratio O,493 : 1 Maximum Moment 13.6 k.ft Allowable 27.6 k.1t Max. Positive Moment 13,58 k.1t at 7.200 ft Max. Negative Moment 0.00 k-ft al 0,000 ft Max @ Left Support 0,00 k-ft Max @ Right Support 0.00 k-ft Max, Mallow 27,56 fb 1,324,66 psi tv Fb 2.689.07 psi Fv I Deflections B6,07 psi 216,50 psi Reactions... Left DL Right DL Maximum Shear * 1.5 Allowable Shear: Camber: @Left @Right @Lelt @ Center @Rlght 2,95 k 1,93 k Max Max Tot~1 Load -0,421 in 7,440 ft 427,61 Dead Lo~d 0,000 in 0.0 left Cantilever... Deflection ...LengthlDefl Right Cantilever... Deflection ...LengthlDefl 0,000 in 0,0 Bending Analysis Ck 20.711 Le Cv 1,000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearln9 @ Supports Max. Left Reaction Max. Right Reaction Sxx 123,000 in3 CI 0,974 Sxx Ren'd 60.59 in3 0,00 in3 0,00 in3 @ Right Support 4,24 k 19,367 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd Area 61,500 In2 Allowabl. fb 2.589,07 psi 2.780,00 psi 2,760,00 psi 1.487 in O,9B9 In Beam Design OK 5.3 k 13,4 k 4,27k 2.B4k O,OOOln O,439in 0.000 In 4,27k 2,B4k Tot~i Load . ... 0,000 in 0,0 .J 0,000 in 0,0 q .. . Rev: 560000 User: 1(W.Q604526, Ver 5.6.0, 2.~2002 (c)1983-2002 ENERCAlC EngIneering Software " '..'d..__,,-, .., GLB-5 Description I General Information Section Name Beam Width Beam Depth Member Type Bm WI. Added to Loads Load Our. Factor Beam End Fixity Wood Density 3.125x12.0 3.125in 12.000 in GluLam I Full Length Uniform Loads ... .... .~".,.,.... .", ....... ... ... ........ Center DL Left Cantilever DL Right Cantilever DL 1.000 Pin-Pin 35,000 pel TItle: Dsgnr: Descrlpllon : Scope: General Timber Beam Job # 4l Date: 7:49AM. 22 APR 04 ~ ...". ...., "...._ _. ~:~~21,~~.~~.O~~d~~f);~~~~~..t .. . ...... " .... ,... ."... ..C.~~~~I.~~I~n~.~re. ~~~I.g.n.e~.to 19.~7 N~~. ~nd ~997. UBC..~~q~l~m.e.n~.V Center Span 15.00ft ... ..Lu 14.00 ft Left Cantilever ft .... ,Lu 0.00 ft Right Cantilever ft ..., .Lu 0.00 ft Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fe Allow E 2,400,0 psi 190.0 psi 560,0 psi 1.800,0 ksl ,..... ..... "... ,...~~....,,,.. ....." " , ,,,,.... ".... .,.., "'" ...,,,.,,..,, "......, ..,......"....~.,....,...._....._,-,..~ 40,OO#lft ' #1ft #1ft LL 100.00 #1ft LL #1ft LL #1ft .'" 'Summary" "~"'.l. 11'........ ..~. ......." ,~" ... _ .....ao " Span= 15,OOlt, Beam Width = 3.125in x Depth = 12.1n, Ends are Pin-Pin Max Stress Ratio 0,317 : 1 Maximum Moment 4,2 k.ft Allowable 13.2 k.ft Max. Positive Moment 4,19 k.ft at 7,500 ft Max. Negative Moment 0,00 k.ft at 15,000 ft Max @ Left Support 0.00 k.ft Max @ Right Support 0.00 k-ft Max, Mallow 13,21 fb 671,02 psi tv Fb 2,113,91 psi Fv I Deflections Center Span... Dead Load Deftectlon -0,069 in ...Location 7,500 ft ...Length/Deft 2.606,2 Camber (using 1.5' D.L. Dell)... @ Center 0,104 in @ Left 0,000 in @ Right 0.000 in I Stress Calcs Bending Analysis Ck 22,210 Le Cv ' 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max, Right Reaction 25,670 ft 19,459 Max Moment 4,19 k.ft 0,00 k.ft 0,00 k-ft @ Left Support 1.46 k 7,699 in2 190,00 psi 1,12 k 1,12 k Beam Design OK Maximum Shear' 1.5 Allowable Shear. 39,01 psi 190,00 psi Reactions... Left DL Right DL Total Loa!! -0.210 In 7,500 ft 858.42 Camber: 0.37 k 0,37 k Lell Cantilever... Deflection .. ,Length/Deft Right Cantilever... Deflection ...Length/Deft Sxx 75,OOOln3 CI O,8B1 Sxx Reo'd 23,81 in3 0,00 in3 0,00 in3 @ Right Support 1.46 k 7,699 In2 190.00 psi Bearing Length Req'd Bearin9 Length Req'd @Left @Right @Left @ Center @Right 1.5 k 7,1 k 1.12k 1,12k O,OOOin 0.1041n O,OOOin Max Max 1.12k 1,12 k Dead Load 0.000 in 0,0 , Total Loag 0,000 in 0.0 0.000 in 0,0 0,000 in 0,0 q Area 37,500 in2 Allowable fb 2.113.91 psi 2,400.00 psi 2,400,00 psi 0.639 in 0.639 In , . """ 560000 User: KW-0604526, Vet 5.6.0, 2-Sep-2002 (c}19BJ...2002 ENERCALC Engineering Software Description GLB-6 Title: Dsgnr: Description: Scope: General Timber Beam Job # ~ Date: 8:07AM, 22APR04U .......... '.", ...,,',. ~:~~1.:~eJn.O~esJ.d~~~;~~~~~~~ I I G~,~~,r~I,!~!~~~tion .. , . "... ..."....,... .,,,,...., ~~I~~~~~I~n: ~.':." ~:.~~~~~~ t~2~9:, ~~~.a~d. ~99~ U.~,C, ~e~u.I~~~~ts.1 Section Name 5.125x12.0 Center Span 10.00ft .,., .Lu t4,oo ft Beam Width 5,125in Left Cantilever ft .....Lu O,OOft Beam Depth 12,000 In Right Cantilever ft ".. .Lu 0,00 ft Member Type GluLam Douglas Fir, 24F - VB Bm WI. Added to Loads Fb Base Allow Load Dur. Factor 1.000 Fv Allow Beam End Fixity Pin-Pin Fe Allow Wood Density 35,000 pel E I Trapezoidal Loads ,.~ . J , ." .,..,...... _,.,.. ....".. n.' . .... .,. ....._., ..,... ,~.. .. .,. , ... .".. ..".. .... "...... .,.,.. "...~...." ........ ...,__........ #1 DL @ Left DL @ Right I Point Loads Dead Load 4,300.0Ibs Live Load Ibs ...distance 5,500 ft [ ,.~~~~~.?~",,':~] Span= 10.00ft, Beam Width = 5.12510 x Depth = 12.in, Ends are Pin-Pin Max Stress Ratio 0,583 : 1 Maximum Moment 14.0 k-ft Allowable 24,1 k-ft Max. Positive Moment 14.04 k.ft at 5,480 ft Max. Negative Moment 0,00 k.ft at 0,000 ft Max @ Left Support 0.00 k.ft Max @ Right Support 0.00 k.ft Max, Mallow 24.08 fb 1.370,05 psi Iv Fb 2,349,25 psi Fv I Deflections 136,00 #/ft 136,00 #/ft Ibs Ibs O,OOOft LL @ Left LL @ Right 340,00 #1ft 340,00 #1ft 2,400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi Start Loe End Loc Ibs Ibs O.OOOft Maximum Shear' 1,5 Allowable Shear: ..."..........,._...~ 0.000 ft 5,500 ft Ibs ibs 0.000 ft ~ Ibs Ibs O.OOOft Ibs Ibs O.OOOft Camber: @Left @Rlght @Left @ Center @Right Ibs Ibs O.OOOft Beam Design OK 5,1 k 11,7 k 3,91 k 3,16k O,OOOln O,196in 0.000 In 3.91 k 3,16 k Total Load 0,000 in 0,0 q 83,34 psi 190,00 psi Reactions... LeftDL Right DL 2,55 k 2,65k Max Max Center Span... Dead load Deflection -0,131 In ...Location 5.120 ft ..,Length/Defl 917.4 Camber (using 1.5' D.L. Dell)... @ Center 0,196 In @ Left 0,000 in @ Right 0,000 in I Stress Calcs Bending Analysis Ck 22,210 Le Cv 1,000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear 'Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max, Right Reaction 25,670 ft 11,865 Max Moment 14,04 k-ft 0,00 k-ft 0,00 k-ft @ Left Support 5.13 k 26,975 In2 190.00 psi 3,91 k 3,16 k Total Load -0,164 in 5,040 ft 731,25 left Cantilever... Deflection ..,LenglhlDefl Right Cantilever... Deflection ..,LenglhlDefl Sxx 123,000 in3 CI 0,979 Sxx Reo'd 71.731n3 0.00 in3 0,00 in3 @ Righi Support 4,72 k 24.827 In2 190,00 psi Bearing Length Req'd Bearing Length Req'd Dead Load 0.000 in 0,0 0,000 in 0,0 Area' 61.500 in2 Allowable fb 2,349,25 psi 2,400,00 psi 2,400,00 psi 1,362 in 1,101 in 0,000 in 0,0 q . To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. I Rev: 560100 User: KW-0603493, Ver 5.6.1, 2>Oc1.2002 (c)1983-2002 ENERCALC Engineering Software . Description GLB-7 I General Information Section Name Beam Width Beam Depth Member Type Bm WI. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.125x12.0 5,125in 12,000 in GluLam 1,000 Pin-Pin 35.000 pel I Full Length Uniform Loads ..,._ ...,.ili! _.... ".'"'' .'. ..,,,,, .. Center DL Left Cantilever DL Right Cantilever DL I Point Loads "._,. Dead road Live load ...distance . 6iio.ollis......"....66o~oilis '''' Ibs Ibs 2.000 ft 4,000 ft Tille: Dsgnr: Description: Scope : General Timber Beam Job # Date: 3:57PM, 2B APR 04 @ , I:~~,~. ~~.:i~I~~~I~~~~f).;~~~~,~~~ _.~ .~a,I,~~I~t~~~s .~~~ ,,~~SI~n~?to,~.9~7 ,~~S:nd ~~.9:. u.~~. ~e,~~.I~e~~.nts.Q Center Span Left Cantilever Right Cantilever Douglas Fir, 24F . V8 Fb Base Allow Fv Allow Fe Allow E 10,OOft ..,. .Lu ft ... ..Lu ft .... .Lu 2,400,0 psi 190,0 psi 560,0 psi 1,800.0 ksi I.. .. .;" ,", ,............ ~.,. . . ,....,.. .~ .",' ............ ,.." ".... 250.00 #1ft #1ft #1ft LL LL LL 10.00 ft 0.00 ft 0,00 ft _._.__..._..~,,_...._ ...".-. ..............._ _.~w... _, .,.....,.ll 400.00 #1ft #1ft #1ft .. ., ...._....u."._," .,. "...._ _......... ...,. ._"...,....._.........___".. _.".. .....,. ...........J ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ O,OOOft O.OOOft O,OOOft 0.000 ft O.OOOft [':l' "j,~~~~~,~~~, ':'~'.'~' ':.'~ Span; 10,OOft, Beam Width; 5.125in x Depth; 12.1n. Ends are Pin.Pin Max Stress Ratio 0,449 : 1 Maximum Moment 10,2 k.ft Allowable 24,2 k.ft Max. Positive Moment 10,21 k.ft at 4.440 ft Max. Negative Moment O.OOk.ft at 10,000 It Max @ Left Support 0,00 k.ft Max @ Right Support 0,00 k.ft Max. Mallow 24,24 fb 996,02 psi tv Fb 2.365,25 psi Fv I Deflections Center Span... Dead Load Deflection -0.070 in ...Location 4,840 It ..,LengthlDefl 1,725,7 Camber (using 1.5. D.L. Dell)... @ Center 0.104 In @ Left 0,000 in @ Right 0,000 in 85.36 psi 190,00 psi Reactions... Left DL Right DL Total Loag .0,137 in 4,920 ft 874,33 Maximum Shear. 1 ,5 Allowable Shear: Camber: @Left @Right @Lefl @ Center @Right 2,16 k l,G8 k Max Max Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ..,Length/Defl Dead Load 0,000 in 0,0 0,000 in 0,0 Beam Design OK 5,2 k 11.7 k 4.16k 3.6Bk O,OOOln O,104in O,OOOin 4.16k 3,68 k Total Load 0.000 in 0,0 b 0,000 in 0,0 , " To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Tille Block tab, and ent your title block Infonnatlon. I Rev: 560100 User: KW-0603493, Vet 5.6.1, 25-Oct.2002 (c)1983-2002 ENERCAlC Engineering Software Tille: Dsgnr: Description: '. Scope : General Timber Beam ,. "..",..., ...., Description GLB-7 I Stress Calcs . , . Bending Analysis Ck 22.210 Le Cv 1.000 Rb ,.........., ."-..,.....,,., ".......,.".......,...... 19.192 ft 10,260 Max Moment 10,21 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 5,25 k 27,630 In2 190,00 psi @ Center @ Left Support @ Righi Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max, Right Reaction I Query Values M, v, & 0 @ Speclfled Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 4.16 k 3.6B k 0.00 ft 0,00 ft 0,00 ft Job # Date: 3:57PM, 2B APR 04 @ Page 2 I ~::~1.:.~ei~~~ ~de~~~ ~~~Ia~~\f. ., "".''",,.. ,,-, "'...,."...,,,....,,....,,,,j ." .,. .. / .' .' I' -- :\ , .1. [f=========~l\! --~~-- ~ -- __ , I I II;, Covered Porch . I _..... ~ I II ,r 1 r:::': y fYl,4,X I ~' I 1 r ---=.=------ --: ~I- -. I I .1, R,/w'fv....~1 .-I.. I L-d:-----.--l-;::..---!l.-':.~L-_=J Ii ,~, J I ( ~~ 11:1r~---..---,-15---t --11--"1. r,j U: "l,_u.1 , '.J'. ".'.;.'..!I J " c. J.' }" J '.11 '....OIo-w",m",'. 'I ~/6 dO' crof6"o.c. I '-. -- '.. ,. -- .o.....iiOL -, rr-cr2'I"C', ----r _ I -- ;:."':':\11 \ n,l:1 ~'I' mrr .. -", ,:1:/ ., i r 1):1 , , L[j i']J , ~ / Jnl" I' rm 'II' I, / w {1Jn~:!!. 1~ 00 ~ ,.~' J! /.~."' ~' , \ jJD'!'/'1.~ iij'l [lC. .h't>..lj,~::.:"% ::.r '~ tm~' L.!.J rll'T'"' '111 , I 4, / urr:. . j ::ill _.. o-<;;,~: 1:",;:' ij' 4 ~~I J, rJ1::l ; f~JL:"t.a,-" (iF: Q]: lj~---- ---....t~__C, . . ~_ ." ,/ ~ Il:El:> , ~ '" I....~.. '\ 1--' ., B"-AI ? .------\:-::-1-7'1! I] , :,~;';"..,2" !J,Q ~I_ , .~:"'::....~ :.:-~: ill [IG' UI:I iI.1 /" __..M.,..... i ' PI [fO II ~-::~-r-~.~I' nrJ :h( , :',:;,,':. I Ii I I, ~ I L-.o:n:..~______..:;,_,'t'11 ""' I /~,..~., '11 '," . . --------~- --_. '/0...... ~ I -- , ~___=_--.J I Covered Porch , ~ J -""1:,- r.----~-r-. . I ......, , ~ I r::;] r;: uara"" 'j I ~ 1 . ,.~.' - - - - -e:':'.f"'--~-;:':' 1 "1'" I -I- " I f---- :.J I" I I I :' .'" , ,~ . ' II~ I I I Ma.FI.,.PI",F~ I \c.maE~Dloa.OUf I I .If ....,,'.'~".,V. ......."""~....r,,~,,____ ....,IIo.,.......t.........,H~ ...._..."............"'" I I I ::=..=...1""'_........._...--.;",;... , ~ ~ I : _,;('mmmmNNm'::::":::""""'-~LC"':::: ~'f . tWc,", 1!7!>b 5'! Ft, l,l,,.. "',...v.I.;"/l.-n" ~".....jM.ot.J'''''. :tJi!o ~.">l,,"'- '"l1.t0l:.: 1"':......."".........""... _.,<\t<O,.,.,..,...",r.r ,,"_.r;y.J~........ I'l.C'o'ro:rwl',tr,; ""'f:Nl'p;'('l'A '~';'-1'-M , ..I - '-~ ~---- ~~.l?e~k:f1 ~.. "'" 1-015-1180 ~ ~ ---- .... And MID AWo ,.'. ,., ..OR , ~ . \. ',,- 1- - 12/27/031 - 1/4-.1-0-1 \., 4 "/ '/ -c )> G' .01 It \'V V . I ~ 'I. HOHBACH-LEWIN.INC" ..--..I STRUCTURAL ENGINEERS . SUBJECT: ~Y1rJb.s PAGF' PROJECT NO: ,? 9\).1 DATE: "1./..1J.-i BY: ElL @ F-;f, ~ ks ~ (:/(;;1') -== "3 k (,AfOftl,..!-tL-) l-.~\~ {N~~ q;\,- - O,($l>( l,;'i.L{~:: 3. '1 to( 1- . 6L.B-Z + 6L.S-7" + t.L8. -: 3."Ch (."f)"-t/.lI< ,3 . ~\<. ("- -:: 6.31'- / G.)\( --\ I,c/lc.. 'R USE ' I I 1.1'" -") ') >' ;;l.)G I r:;,d.,.,tJC? :? )<). 16 i", L 1, {) (L- . 6[$ - b _ Jj, 0 'f.. -":> us!?: I ' I .t 1'). /< I F;,o"'" rJ~ F-I.5~ (Assv/lle:. Sa. r-'rt. f'ril'- (..N'/'. Fi6) 'J.~~ C/~I(f.'~') - (),ISD!<:5-;,{,.3,'{r:!{,); 3,.3)( r - 3.5,,_ - 0< I~~('~ s"{~.s\ - O.I$l.lYS~ (3..Nu) z }~.-:t\( '. . I . . Rev: 560000 User: KW-0604526, Ver 5.6.0, 2-$ep-2002 (c)1983-2002 ENERCALC Engineering Software Title: Osgnr: Description: Scope : Job# ~ Date: 2:29PM. 23 APR 04 (y Description 4 fool retaining wall Cantilevered Retaining Wall Design Page f I t:\2821 . aell10 resldence\(f) catculaUonsV I Criteria ........" ... J [S.O,i~,~~t.~ ~" Axial Dead Load = 250.0 Ibs Axial Live Load = 250.0 Ibs I S,~~~ ~~~~t~.~:~!~.~_..,_....' TO~t~~~K Design height It = 0,00 Wall Material Above -Ht" :;: Concrete Thickness = 8,00 Rebar Size = # 4 Rebar Spadng = 18,00 Rebar Placed at = Center Design Data fblFB + falFa = Total Force @ Section Ibs = Moment....Actual It-# = Moment.....A1lowable ::; Shear.....Actual psi ;::: Shear.....A1lowable psi :;: Bar Develop ABOVE HI. in = Bar Lap/Hook BELOW HI. in = Wall Wel9ht = Rebar Depth 'd' in :;: Masonry Data fm psi ::; Fs psi = Solid Groutin9 = Special Inspection :; Modular Ratio 'n' = Short Tenn Factor :;:: Equlv. Solid Thick. ::; Masonry Block Type = Normal Weight Concrete Data fc Fy Retained Height = 4,00 It Wall height above soli = 0,50 It Slope Behind Wall = 0,00: 1 Height at Soil over Toe = 0.00 in Soil Density = 120.00 pet Wind on Stem = 0.0 pst I ~I~~ ~.?,~~.~f..Ii~~.t~.~t~~,_..._. J I ~~.~i~.~..~u.~.~~~.,. .," ....,'...... .._.......1 Total Bearing Load = 2,271 Ibs ...resultantecc. = 1.10 In Soil Pressure @ Toe = 547 pst OK Soli Pressure @ Heel = 751 pst OK Allowable = 2,000 pst Soli Pressure Less Than Allowable ACI Factored @ Toe 740 psf ACI Factored@Heel = 1,015 pst Footing Shear@ Toe = 3,9 psi OK Footing Shear@ Heel = 14,4 psi OK Allowable = 93,1 psi Wall Stability Ratios Overturning = 6,13 OK Sliding = 1,67 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 437.5 Ibs less 100% Passive Force=: 125.0 Ibs less 100% Friction Force= 606.21bs Added Force Req'd = 0,0 Ibs OK ....for 1.5: 1 Stability -= O.Olbs OK Footing Design Results Toe Factored Pressure = 740 Mu' : Upward = 780 Mu' : Downward = 211 Mu: Design = 569 Aclual1-Way Shear = 3,87 Allow I-Way Shear = 93,11 Toe Relntorcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd J Heel 1.015 psI o It-# Olt-# 635 It-# 14,43 psi 93,11 psi ."......,..~~.=~ Allow Soli Bearing = 2,000.0 pst Equivalent Fluid Pressure Method Heel Active Pressure = 35,0 Toe Active Pressure = 0.0 Passive Pressure ::; 250.0 Water height over heel = 0,0 It FootingllSoil Friction = 0,300 Soli height to ignore for passive pressure = 0,00 in I.F?~,~~~~ ~~~~~~.t~S.~o.i~~~~I~~~..J fc = 3.000 psi Fy = 60,000 psi Min. As % = 0,0014 Toe Width = 1.42 It Heel Width = 2.08 Total Footing Width = J,:JU Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0,00 in Key Distance from Toe = 0,00 It Cover @ Top = 3,00 in @ Blm.= 3.00 in AxIal Load Eccentricity = 0,0 In 0.273 476.0 634,7 2.321,3 9,9 93.1 17,09 6.00 96,7 4.00 psi::; 3,000.0 psi::; 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd. Mu < S " Fr Heel: Not req'd. Mu < S . Fr Key: No key defined . j . . Rev: 560000 User. KW-Oli04526, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Title: Dsgnr: Description: Scope : Descri ption 4 foot retaining wall Cantilevered Retaining Wall Design I Summary (If Overturn.in9 & Resisting Fo~c~s ~ M()rnent~ ." .....OVERTURNING..... Force Distance Moment Ibs II 11-# 437,5 1.67 729,2 Item Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe :;; Adjacent Footin9 Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad :;; Total = 437,5 729,2 a.T.M. :;; Reslstlng/Overlumlng Ratio Vertical Loads used for Soil Pressure = :;; 6.13 2,270,7 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe :;; Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = Job # ~ Date: 2:29PM, 23 APR 04 (!JI Page 2 I t\2821 . aeillo resldence$O calculationsV J .....RESISTING..... Force Distance Ibs II 680.0 2.79 Moment 11-# 1,B9B.3 250,0 1,75 437,5 435,0 1.75 761,3 525.0 1,75 918.7 130.7 3.50 457,3 2,020.7 Ibs R.M.= 4,473,1 t . ....) -=:1111 } HOHBACH-LEWIN. INC" STRUCTURAL ENGINEERS . . SUBJECT: A \ E.l-LD \< es,1 $ E:f-..IC E.. r o .' " ~.. I I Ili!._ .. ; ~ = = = -f f ~~ ~= - ~ - ~ ~!j_.~..::-~~ ~~: r'=:c-- - - 1! ~ . ...- -- ..--.. t- .. ~l~ .-- 1l: ~ .;.~ L:: -..---8,lJ - ~~.) I:~ '\.iI · \';' r-. ~l ~ __ JL r ~ It<>- l ~, -.. .\: ~ 0 ~~ :r )= lEr !l>. " "'4.L .p- .. ~ ~., Ii ~h .1 1IIIIIll ll'.:{ J':) ~ ,\, "'.'t"' ~ 1 ~ 'A ' , ! ! ~"'I:l:u.<..\!1&.1I 0. I I \ . ~ \ r .. I ~;: ,,:>f.o\..At'W' q U -.5 ~i~-''\Jr'''1 .~ ,1" l [~ ~ ~,,: I tI,_~ci '0/.9' __"_, .,. . J: =:::' j . --1-- r tot... ~ ..: = = 0:: = = ~ i ,'( I, ,:^ I,' '''--~P ~ i. !' I J: , !' ;'~ - ~ ~ ~ ~ i' ~ ~ ! ..;~... J4': ~ c;t ~ ~ f - - -..t:. , ~-Sl "'"f'-<\'.'It.': ~~ I" -: e f"'-, !l -' ~. ,'\ "I( JP : .- ,~ Ii ~~ I e-~Ch i t\"'-..J :Q1t:"'" f j'" I ' ' ", 2. - .," .. .. ~. " ,;,.\ \ = = =- DEl:'" = "-" '790 .%./..<"'" ""/'- ~ ) \ ' t._~,"U'lO<J .. --1" "t ' I: "U79"'"t~~ 11'i'1~'f..S!/I$;' . . '\, J "'" ...~ S!., ~ ..J ~ - lll(u \0. .J ~ 3. 'a.,. >f-':L ,::4:. .,.A _ \.fl ....0 ~ \!j~ . ~ Z "5 d-1-- cO ~ u c..-~ ~ --!l :." +-'" rl . " - ;;. ~' . 'if.--;;' -"., !i !. PAGF' PROJECT NO: 2. 81 D DATF' ., / 0 '1 BY: VI4- @ -5 7. 'f: ..{ DL ll- cL () () -' 1.L D -:r D o l.U J"I -.... i '.. . \ - ' .,' 6' :/0" ,. ~. 2' ,..0' " T r..-------------:J--- I f---------:--~1 I ------'m~ I . ,I I I ~ ' I I ' 'I I' I I II I It Covered Porch. I " , ~:;:;-d ~ I! I , I I I' "~=, ", ' ., rv>A){ I i I I" r---=------I-1~-l I K..;::.I 'rlp'~-' " i;' I I ' . 'R. w'Au.,; I r~I'" J'. ~-=l-----"-.t-=..--..- -- __..=.J I t I ~L;: F'I ~'-----tffB---"'.- -- :----UfjJI '. ,/ '-.....1 I t.f ~ !, ' ) 1- -'I ,i= "- '16"oKr l>cr1B"u. , I '; ;--,.It -1 "l' ,.' ~ ,~, 11 ~. ~ ' L J """"'"118"f.JlrrtJIZKJ'f '""1....\ \ !"'''.' "" I'" - - ~ e.. - r-D.!Z....O.c. ' ...... .r..,~r.,.. , "I:: I I ' , ..," ,. ~:1 ' I.:J ') fL Ii n I I t I DJ I ~..~...II ' I 1t""1 . (~{!:ll ,2 I! I em ,"~( I , ir::~ ~t . L~...I :', i ""I'),' i -I ~ I /.j: : ~i "! ........./.... ,"I I 1l""'''taNln".J I.. 4 I t' '1 \ l ' ...' '1 r ~rrnN'. r fl' i ' 11 ..J.', t.:.!t-:~{;J f-"-) ~iJ ": .~.. . ~ o' I.: ' ~ L____ ----.f.'~'---, I " I r....' ~ I I 1~1 . . I.,; .. '-:." l!r. I ~ , ' .------- , I, I'" I -cl" ,.". ..,.\~ r'r' I . I 6..........1 · , (. , '16.0I0....cr16.. !:Ill' I ~I~t... a-~ ~(j ~ 'Y"N'U." ' N'~ I ., I,.., J ' I I ' ..........r..,~..... t I ,------., r- '1 i . b I I I ,...-' --:r' I l,.,-;J' I I I ' ' I I I I ~ I L..-.t. +---------' I 1 I I I '" ~ -----~--.....--".=:..._ J I L______.J I Covered Porch I ;, --r~ 1-1 .. I i. 1 . r.----~ -+-,j ,.l:.~ I ~ I " r';:;11 ' rr.-11 ~ I I ~ 1 .....,. ~.!!J.. - - - - - i:..L!J "",,-Z1'.z1'd2~ 1;1 GI r - c...1l4..... I ~ N' 't - - - - t -:...J ,. ,. ! ! A ,.' 8' ". - g , ' I 1 i ~ 1>.. '10 WodAt '" . I I I I I .J " .'7".... 1" coc .... cnaqradrl /=O.,~~ .. uaraCje ,() . -1 ~ os ---. .-. ~ 0 -- ,~' .~ ~ a p .._-~,., p~-:; j.~ ~../ . ~. _ ~1.. _ li~ ...:, : " .. , /~ <\ ~ tt - ::;: -7 ~l;; "... ~---;:'.I: ~ ~ r-- -'l- i~. :- !:1 ~ ~ ,~" I~ r:LI!..") , -'t ~ ~i'llJI). ~ . Q (~~-~. . :Ji! ~;. - - -... \I)~""q,,!..'" 2) I' " ~ } ~I 'l;'~''''::: .-, :--. - ' ~. , " ,C-I'\ ' .:1 ' ....) :J1"\\.~'1~1 \.C"\ A1" I'~() "O/~ .~ - \:.,.) -- r " . '5 I(l 0' ... ~ Iq ,H 001 cJ) L-d~ , 6\{2S>@ ~~~s.c;. f., _ t:\ \); r'\ L -b~~'() ()- co V 1J~'f'~ ;\\\1- :2.. 5\<- ~'L . #-\ . b If- (~'rJ\ t .. -.' - . '-'--'.' -- ---.......- . _ '" ---.PI --. .....- , q 1/8" fJ/mJ/2!x)', .rC021" OJ:. c:-I.k.' \l. "" 0. , II !!I I I I I i 'Ii ~ ,'!! ! I II I I I ,I / . . I I -: I ,: Tj;Jf~'1 _ _ 1[- Ills' ~.J, f'l1.. ~ ._._ ___ _frI. .I~"Q'q., :. ~ 1 --'r" .- ~ l if! i ./ " ' I I l " ~~ , / (;" ,'I;{;oo, " , s'I'6)lI~b.1S- D G L&-1- 51s'il. 1;1 ~LB. ~-s -.-- .J' , I\"h~~f.' f'~o 1.30 Hf' '1 "0.-- ~ ~ G'~\o)la'""t11'Ui!!:o Y ~r ' I ,.-\ I ./ . ......-' . - ~"i;;.;;l'=- / TY!U4f>E5 Ar -1'+"0. ~ . q.'}~'t ":l,'6c...e.. .:,~~." ..., b. ~z\)" . ~f;~~~ ~~ ~ ..... __ m... _...___........_ _ _.___ c:::, ''':'!E :-1"====";~ >~B"':l(:a~ 'O6\. 'lI"lfC'Uttlf!lD ~.~.. ~ " 1-..) "'\/ " ' _ :'~~M'1f"" 'f'?<: ~D ~':~ ' , ,F'lT IAIof"". i:..; . -.. -, , .. ,- .. 67LJ3-6 _ _l.l ... r.-.l _t ,_I ,~ , 1_",. _. _. ~ ' 1- '~--fl ,~~!'\ 518'4( 1^G,L&b~j , '- 5 ,~)( I.;\. taLe. ..r u -- -F'- \ .----,..:::.-'. - '" ~ - ~ 111," lit f'9:o~" -'.' I 'WJU'ltJ~ j'tfP '''''-11'/1'"'(11 fPo ~o . o.,"v..""e:.~ I\:T 1-1# "t/.I., , I I . ! ! / ~ I . I '., J, . :;. , ,,' ....: t-_..I: ! ~l .J' ; ':.' - . -i -- -- .-- , . .....-