Loading...
HomeMy WebLinkAboutNew Fascia Calculations .t Consulting Engineers LLC 641 Baeten Rd. Green Bay, WI 54304 920884-3183 Fax: 920884-3185 E-mail io(Q)eficonsultiBf!.com RECEIVED MAY 9 2007 DEPARTMENi OF COMMUNITY DEVELOPMENT INSPECTION SERVICES DIVISION e Date: 5/8/7 To: Brian Noe, City of Oshkosh RE: Condon Oil, New Fascia ca \ \ . t-'\E"R.~U ~ r? From: JeffReep, Senior P. E. o For your records o Reviewed, No exceptions Taken o Make Corrections Noted o Revise and Resubmit o Rejected - Resubmit o For your Use o For Your Comment o As Requested o For Your Approval 1SJ For Your Review No. Conies Sheet No. Descrintion 1 Set Signed and Stamped Calculations Comments: Signature: ~ ~ Molly Crevier \ Office Manager-(920)884-3183 mcrevier@efjconsulting.com Job #: Page: Date: ~- · ~ a>.L-- ~rz-. Client: Project: Prepared: Checked: e~ efJ Consulting Engineers LLC Green Bay, WI 920884-3183 Fax: 920 884-3185 E-mail jo@efjconsulting.com Date: - - ~l~~I>~$S~ w;. I.tfr\...f- l4 I4r~ t-4~ .L-oi"'O~ U.....l;- . . .{; ... ... . \ .... .~C:K~V'I q**Wf':j,lS D ..(~~ (;J 6).lS . '- D -u..) r ,I? Q ~& .:J- Zz;t> . --:=, t'1i;W t~1 . - J -7r: ~. q: .f29r;~l< . .... '. f"i::::\-o'S _..Z~:t) . :~.'"' {;4.' .i!:.m.;.y\~.Li'. .... "~~.iV ~f:'. . ,. . W~ 41d~~l-"'A'.t.ll/ . 244? .' \J z. ~'" )~;b40" k..1~.,. 'L?<W?- tb So,L \..;l~~V2- tt%:.~ ;:: '=~)OW"X\)~~#\-!f" Il4;S=~.:i\ e~tl~ ~ / A-I--r' - b . '\ ~::'P ~. !'If '\. w~~.~ 'H~ Ur = 1;10-.\ '7t1B ~ :: \A07'1O 1f:~' ~ i~;, ~~\'P PRE-FINISHED METAL RAKE TRIM OVER 2x8 FASCIA BD. COVERED WI PRE-FINISHED METAL FASCIA TRIM "DUROC" S SHEATlNG ANISH PRE-FINISHED METAL STANDING SEAM ROOF PANELS 1/2" APA RATED PLYWOOD SHEATHING OVER FRAMES PRE-FINISHED METAL RAKE TRIM OVER 2x8 FASCIA BD. COVERED WI PRE-FINISHED METAL FASCIA TRIM PRe-FINISHED METAL TRIM OVER 7/16" OSB SHEATHING 1/2" APA RATED PLYWOOD SHEATHING OVER FRAMES ~ 29 GUAGE PRE-FlNISHED METAL SIDING PANELS OVER 2. SHEATHING ANCHORED WI 10x1 SCREW FAS 2X6 P #2 BEARING LEG SET ON NEW 2x6 SPF #2 PLATE, ANCHOR BEARING LEG TO PLATE WI "SIMPSON" H.4 ANCHOR. ANCHOR PLATE TO EXISTING WI (2) ROWS OF 16d BOX NAILS @ 12" o.c. EXISTING "DURO-LAST" ROOANG MEMBRANE TO EXTEND UP UNDER NEW WALL STEEL Ci) w a: ~ ~ .' ~ ... 2x4 SPF SOFFIT FRAMING @ 16" o.c. ALUMINUM SOFFIT NTED 2'~" 2'~" ;4 SPF FILLERINAlLER J } "SIMPSON" t-l3 CHOR CLIPS! STING Roo~ SYSTEM REMAIN I 2x6 SPF CONTINUOUS NArLER ANCHO~D TO EXISTING WAUJ SYSTEM WI "HIL TI" HIT -AlROD WI HY20 ADHESMi. 318" DlA. ANCHOR WI 3-31 "EMBEDMENT @ 32" 0.0. EXlSTI G 8" CMU WALL BEHIND EXISTING MANSARD ASSEMBLY EXISTING W - 8x24 STEEL I-BEAM OVER EXISTING WINDOWS AND DOORS XlSTlNG 2x WOOD BLOCKING ATTACHED TO EXISTING BEAM (1) "SIMPSON" H3 ANCHOR CUP 2x6 SPF CONTINUOUS NAILER ANCHORED TO EXISTING WOOD FRAMING ATTACHED TO BOTTOM OF EXISTING BEAM W/112"DIA. x 4" LAG SCREWS @ 32" 0.0. j I I I I I 1 j I I I I I ! I 1 "DUROC" SUB- SHEATHING WI STUCCO ANISH 2x4 SPF FASCIA FRAMING @ 16" o.c. it ~ w > o ...J W u: b> -' r-- PRE-FINISHED METAl RAKE TRIM OVER 2x8 FASCIA BD. COVERED WI PRE-FlNISHED METAl FASCIA TRIM "DUROC" S B- SHEATlNG 1 STUCCO FINISH a; w i2 ~ T '<I" - "DUROC" SU SHEATHING WI STUCCO FINISH 2x4 SPF FASCIA FRAMING @ 16* 0.0. 2x4 SPF SOFFIT FRAMING@ 16" o.c. AlUMINUM SOFFIT VENTED it i2 w > o irl u: if -' .... . ...-. ....-. .-- ...-..-- STANDING SEAM ROOF PANELS 1/2" APA RATED PLYWOOD SHEATHING OVER FRAMES PRE-FlNISHEO METAL RAKE TRIM OVER 2x8 FASCIA BD. COVERED WI PRE-FINISHED METAl FASCIA TRIM PRE-FlNlSHED METAL lRIM OVER 7/16* OSB SHEATHING 1/2" APA RATED PLYWOOD SHEATHING OVER FRAMES 29 GUAGE PRE-FINISHEO METAl SIDING PANELS OVER SHEATHING ANCHORED WI 1Ox1 SCREW FASTENERS 8'-9'" F Fr LOAD AREA 2x6 SPF #2 BEARING LEG SET ON NEW 2x6 SPF#2 PLATE, ANCHOR BEARING lEG TO PlATE WI "SIMPSON" H4 ANCHOR. ANCHOR PlAiE TO EXISTING WI (2) ROWS OF 16d BOX NAlLS @ 12" O.Co EXISTING "DURO-lAST" G MEMBRANE TO ER NEW EXlSTlN:JG it 112" METAl DECK (2) "81M N" H3 ANCHOR cUPS EXISTING i4" DEEP BAR JOISTS @ t..o" o.c. 2x6 SPF cQNTINUOUS I NAlLERAN~ORED TO I EXISTING WAll. SYSTEM W/"HILTI"iilT-ARODWI L HY20 ADHeSIVE. 318" DIA. ANCHOR VItI 3-3/8" EMBEDM @ 32" o.c. I EXISTI G 8" CMU WALL BEHIND EXISTING MANSARD ASSEMBLY EXISTING W -10x30 STEEL I-BEAM OVER EXISTING WINDOWS AND DOORS STING 2xWOOD BLOCKING ATTACHED TO EXISTING BEAM (1) "SIMPSON"H3 ANCHOR CUP 2x6SPFCONTlNUOUS NAILER ANCHORED TO EXISTING WOOD FRAMING ATTACHED TO BOTTOM EXISTING BEAM WI 1/2" . SCREWS @ 32" 0.0. EXISTING 8" CMU wALl, 4" FACE BRICK VENEER ,. UP TO EXISTING MANSARD, ASSEMBLY . ~ . x ~EIlYtIope efJ Consulting Engineers -- -- /.-\ " May 4. 2007 untitled.r3d Company : efJ Consulting Engineers Designer : Job Number : May 4, 2007 Checked By:_ Envelooe Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (K) Lc (K) Lc (K) Lc (K-ft) Lc (K-ft) Lc (K-ft) Lc N7 max 0.172 5 0.037 3 0.000 1 0.000 1 0.000 1 0.000 1 min -0.22 6 -0.075 5 0.000 1 0.000 1 0.000 1 0.000 1 N5 max -0.027 6 0.178 1 0.000 1 0.000 1 0.000 1 0.000 1 min -0.07 2 0.03 6 0.000 1 0.000 1 0.000 1 0.000 1 Reaction Totals: max 0.114 5 0.209 3 0.000 1 min -0.247 6 0.024 5 0.000 1 " RISA-3D Version 4 [C:\ProgramFiles\Risa\untitled.r3dl Page 1 ( (Il ~ ~ (Il i l%' ! ~ II H SEISMIC AND HURRICANE TIES The H14 is the high uplift hurricane tie. It can be installed with rafter nailing flanges facing inwards or outwards, The H2,5A is designed for easy installation, with higher uplift loads to meet new code requirements, H5A has installed cost benefit, it only requires 6 nails, to meet lower uplift requirements. MATERIAL: See table FINISH: Galvanized, H7Z and HllZ-Z-MAX, Some models available in stainless steel or Z-MAX; see Corrosion-Resistance, page 5, INSTAllATION: . Use all specified fasteners, See General Notes, . H 1 can be installed with flanges facing inwards (reverse of H1 drawing number 1), . H2.5, H3, H4, H5, H5A andH6 ties are only shipped in equal quantities of rights and lefts, . Hurricane Ties do not replace solid blocking, CODES: See page 10 for Code listing Key Chart, 1-2Vo'h . . ,0. H7Z ~~ ~n ~ . '.~ f~. ~ 8' (H10R similar) :~M: .:;". ., I ~ ~ 1 i I i 1 j 1 i j . ~ i 1 . . Available wilh additional corrosion protection. Check with factory. H6 DF/SP Uplift SPF/HF Uplift Fasteners Allowable loads load Allowable loads load Model Uplift with with Code No. Ga Avg lateral 8dx1W' Lateral Bdx1V2' Ret. To To To Ult Uplift (133/160) Nails Uplift (133/160) Nails Rafters/ Plates Studs (133 & (133 & Truss (133) (160) F1 Fz 160) (133) (160) Fl F2 160) . Hl 18 6-8dx 1'12 4'8d - 1958 490 585 485 165 455 400 400 415 140 370 2.40, . H2 18 5-8d - 5-8d 1040 335 335 - - 335 230 230 - - 230 82,121, . H2,5 18 5-8d 5-8d 1300 415 415 150 150 415 365 365 130 130 365 140 - . ~ 18 5,8d 5-8d - 1793 600 600 110 110 480 520 535 110 110 480 122 . H3 18 4-8d 4-8d - 1433 455 455 125 160 415 320 ~ 105 140 290 2,40, : 114 --' Pzo 4'8d 4-8d - 1144 360 360 165 160 360 235( 235 A40 635 ) 235 82.121, his 18 4-8d 4-8d - 1485 455 465 115 200 455 265 265 100 170 265 140 H5A 18 3-8d 3,8d - 1500 350 420 115 180 290 245 245 100 120 170 10 . H6 16 - 8-8d 8-8d 3983 915 950 650 - - 785 820 560 - - 5.41, . HlZ 16 4,8d 2,8d 8,8d 2991 930 985 400 - - 800 845 345 - - 121,140 . H8 18 5-1 Odx1 Y2 5-10dx1Y2 - 2422 620 745 - - - 530 565 - - - 125 H9KT 18 4.SDS'/.xl Y2 5-SDSV.xl'/2 - 2812 875 875 680 125 - 755 755 680 125 - 170 . Hl0 18 8-8dxl';' 8-8dx1 V2 - 3135 905 990 585 525 - 780 850 505 450 - 9,121 H10R 18 8-8dxl Y2 8-8dxl Y2 - 3135 905 990 585 525 - 780 850 505 450 - . H10'2 18 6-10d 6.10d - 2447 760 760 455 395 - 655 655 390 340 - 6,121 . HllZ 18 6,16dx2V2 6.16dx2 V2 - 5097 830 830 525 760 - 715 715 450 655 - 170 [}]12.8dx1V2 13-8d - 4197 1350 1350 515 265 - 1050 1050 480 245 - 125 H14 18 ill 12-8dxl Y2 15-8d - 4380 1350 1350 515 265 - 1050 1050 480 245 - , \ . It SIMP-SON Sjf~ G o g.!Ifo,. 1, loads have been increased 33% and 60% for earthquake or wind loading . with no further increase allowed: reduce where other loads govem. 2.Allowable loads are for one anchor. A minimum rafter thickness 01 2'h" must be used when framing anchors are Installed on each side of the joist and on the saine side 01 the plate, 3.Allowable uplift load for stud to bottom plate installation is 400 Ibs (H2.5): 390 Ibs (H2,5A): 360 Ibs (H4) and 310 Ibs (H8). 4, When cross-grain bending Oicross-grain tension cannot be avoided, mechanical reinforcement to resist such lorces should be considered. 5, Hurricane Ties are shown installed on the outside of the wall lor clarity. Installation on the inside of the wall is acceptable. For a Continuous Load Path, connections must be on same side 01 the wall. 6. Southern Pine allowable loads lor H14: 14651bs (133/160), 560 Ibs (FI LareraI133/160) and 285 Ibs (F2 Lateral 133/160). If~[ 1: ". j H14 Profil e ~ 142 -~1314'1-- 70 DOWEL-TYPE FASTENERS 'f'l - ~ - A ..J ~ ;a = ~ l:l. l:l. -< ~ ~ "" --- l- ~ .Q S ~ S = .:;; s .... Q = .:;; l- eJl ~ "0 .r;; Q ..... .:: = .~ ..... ~ ;.. ..... ~ = ~ l:l. .... Q .c: CJ .:: l- ~ l:l. "" "0 = = Q Q. .:: ~ ;.. co: II) CD ::I - : = 'QD .- II) CD Q - ca ~ ca .. -= .c ., i .= .- Co en -= = ca - .; z (,) N ~ ... CD - .Q :! t- O !:; ~t.:d .~ <l.l Z"'a) Qo "0 e ~ ~ ~ - ~ S = l. <l.l .c s.. . ~ ~ :3 = ~ "" ~ = ":;j > = ell .r;; ~ "0 ":;j ~ co: l- "0 .c: ..... .~ "0 ~ ..... co: '3 ,J:I co: . Eo-< ,-... .; _ ~ 00 -f.. 0 gi 00 V\. Nf'.'~ <n C;' 00 '~, M .~. 0\ 00 \0 :;;': M t'-o :! ~ ::: ::: 00 t". <n V) <n:<t. "<t~ M ~. M .t? N N N Fi:. N .- , -. .... . , . ., ~> .' "" <l.l .:.:: 'Q. rr. <l.l s.. ~ .. Q E E Q t- U ~ ] 0 = eo: ~ .!l ~ N .- <l.l 0- ~ ~ - Z ; = ~Q :Q ~ - = .!l .; z <l.l s.. ~ c: Q e e Q U ~ .€ .0 ~ t.:l <l.l l. 9;t.:l t- o M = c :..'. -M.....-I~ N-Oo\. - -- ;_..~;.,: ~/~;~: ". - :;~ ,~:':::j t'-o' <n .~. N - 0\ "<t f::~ N H N ..~. ~ .'~'-'.~i 00 0\ 0\ t'-o <n 0 oo."<t NO 0\ \0 V"l "<t "<l' '<t "'1', M M M M N ;',\.~ : ~.~.. r::V~ ~i:;:;';~ 0\ r- \0' '<t ('4 N~1N ..,,>,;.".. 1"'.. N '~,<n .,.:/. '\'~..'.'.'.'. .1 -.~ :/: ;',1' ,i.' .,-;., . N r-ONO oo.::o.tN o 00 00 <n V'l '<t '<t. M (t) M ~ ~\": ,:",,:y,;, . :, .~~ ~ , ''<''''~<' k\~~ ';}.:';'. :~,~~ ~~~~ ~;;:~~ ~r-~ .:... :, M - = M .C--:.. 00 V'l O\;>>,r-~: ,~; "..'c'" ,<:.... N 0\.\0 \O-'<tN Ot'\OM 00 .... \.0 ~ '<t '<t M M M ('01. N N . \OOr-O M\O\O- r-oo'<t\O ~~~.~ ~:::O\O\ OCr--r-\O ;":, ., ~ .~. in r- ... = .: ~ :'~ ':" .. M 0\ \.0 \.0 <n <n ""'r' :,;.::;-; N - M = .".,. \0 M'<t 00 0\ 00 \.0 <n -~-~ ...:. Or-O\ONV'lN<nNO\\.O"<l'-oo\OM-M _O\OOt'-or--\O\OV'l<n"<t'<t"<t'<tMMMMNM _, 0 .... ex: M = OooMO\\OO\\OO o 00 r- \.0 \0 <n <n V'l r-<nNO '<t'<t'<t'<t oo\.OO\"<t r-\.O'<t"<t _........c _........c - . ~,)~~ " ," -8' 0\ .t'-o \.0 N NN--.c-~ ." ,.;;,< ~. ,,' .',. 0\ 00 r- \0 <n .- _ .~ _ ....-4 _ ~ t'-o\O<n"<tMO _..-lI_...... - ~ ',~,.> N O\\OMOOCoo <n '<t '<t '<t '<t M N ...? ... ~ M = V'l"<tOCM \OV"lMM _........c _,.....t '" M_r-"<t-V'lNt'-o'<t-O\r-'<tNOoo\OO\C O\oo\O\O\O<nV'l'<t'<t"<tMMMMM('oIN-U <E . <) :c :':;~::;;~~Nr:: <) <) ~ .". ~ M = ." MMOO'<t <n'<tNN _........ _....-c ...o\Orr.O t----CCC"f"') oc t'-o \0 \.0 V> V'l '<t '<t :.,.',.:.' "5 -oo'-O"<t NOOC'-O'<too E ..q-~(",)M ~("t;NNN'l""""4] .' :.& '" . ,.... ir, M M = -('oIoo'<t oooc<n Nr-v>O oo""M- '<tM-- ocr-<n<n V'l-::t'<t'<t MMMt'? - - - - .,'. :( 0-0\.,.. <"l NO 0 -........---' M'<tMO 00Cf'}-t-- r-'-O<n.,.."<t'<t"<tM ... ~ V)('f"'l-O'\ M.MM N . .... <) 0\ 00 \0 '<t ,.,.. t'-o :c NNNNN-'" ,::! C. c:.. '" r-V'l'<tN- NNNNN ~ c; >- .r:. -::l ,!! ~ E . ';.;,' _M_r-OCO\O\r-<nOoo'<t NOO\t'-o <n"<tN-O\'<t ~::::~O\ \Oon'<t-::t "<t'<tM<"l MC't)N..fl NNNN-- -... .'.": r-ONO 00 '<tN 0\ r-,\O'<tC't)- <n on '<t '<t ..., (t) M N N~. N N N Qo ~ - = N .,.. on N ~ 0\ 00.00 , , .. M t'-o 00 .,.. N \0 00 ,\0 '<t 0\ 00 r- t'-o <n.'<t M C't) ..., :'~ :i":' :....... ;""0\ _ <n;mN.:;";:; ~,N.C':'l N .C':'l. N f:l: . ., in :l = to.> -:.y,J ~,~~~: .;..;. ..., N 2'.' 0\ ~.' . N j~,; -\~) ., .'.. <n 0\ - 00 00 N V'l M - 00 r- ;-::t oor-t--\O '<t"<tMM MNNC':'l .. '. - M - = :;;? Ot'-o\OC't) MNNN Nt'-oO\\.O 00 r- \.0 \0 \O-'<tN "<t-::tMM .'.. .,.,.:. ",". OM.;,... ;"T,M r:. ~<.,: ~. ," . \;.,::>~: o r'. <n M - "0 <"lj;i N;~: N ~! 9-\-'; ~~; Qo M - = ..' .. o <n r- V'l V) 00 ~., \.0 ~, '<t " b - \0 0\ :~ 0 ~ 0\ b;; \0 ..,to Nd/ ; r- \0 V) V"l '<t C") N :~. N('4, N N '.." '.: 0\ :00. . r- ~ _:',.-( - {:L:1 0- 0- o = ;,,,,-. ; ~~~: "t~.:} NooN~<n_<n~MEo~r-~.'_0'~~_~M \0 "":l VI ~. ~ cry N ~, N '~i N r: - .~~~:~ "~i";~- .'~.;,,~' ~~'~'~~; i- .\0 <? }:'\;; ~t'.\S ~;~ 00 ~i o M ~1_~~ '<t "<t '<t :~ 00.0 ~; :~~~Y M _ 00 r- r- \0 o 0_0 00 .V'l - 0 0\ V')V"lV'lV'l'<t 00 0 0 d h:":. ~>.,~ .....,,-. .c_ ~. t....,. ., " AMERICAN WOOD COUNCIL <) .r:. 00\ t'-o\O N <:'t-~--] '" O\oor-'-OV'l _........ _.......c- '" c .S - U - 0) 2 o (j '" "'" '5. '" ... o .. .,. . . ~!::~~:!:~ r- \0 V'l '<t M 0 '~ - ~ - - - ~, ~ ,': -~; ... ~ '" 0) :> c; > c _ .'00 OJ) - t.. .~ "0 ~~~-.q-~~. ;;;i~-:;" .'.,.....~..? ~'.,.:.. ^{:'.:; .' V)'<tM('oI - .r.- ....... "1 C;; :~' ::::~' ~ f~~ ~ .i/., ~1 '{1,. ~~~~: ~"B 0'\ 00 r- '.\0' V) t-t ~ M M M (t) M.('I') :; dgoooP~ ...: in, Pennyweight Ibs. Ibs. 0.099 6d 7d 73 61 0.113 6d 8d 8d 94 79 0.120;". ''''\'1Od 107 : 89;' 0.128'" , 1Od. '121 101 ' 0.131 8d 127 1~":'< 0,135 16d 135 108 0,148 10d 20d 154 121 0,162 16d 40d 183 138 ~:~~;~;H; ~~~;~f;r-', O.2073Od 216166:...' 0.225 40d 229 178 0.244 50d 60d 234 182 0,099 6d 7d 73 61 0.113 Gd' ad 8d 94 79'\Y'" 0,120 10d 107 89: i . 0.128 10d 121 101 0,131 8d 127 106 0.135 16d 12d 135. 113 0.148 10d 20d 16d 154 128 0.162 16<1 40d 184 154 0,171 20d 213 178 0.192 20d 30d 222 183 0.207 30d 40d 243 192 0.225 40d 268 202 0.244 50d 60d 274 207 1 1/4 0,099 Gd' 7d' 73 61 0.113 Gd' 8d 8d' 94 79 0,120 10d 107 89 0.128 10d 121 101 0.131 8d' 127 106 0.135 16d 12d 135 113 0,148 10d 20d 16<1 154 126 0,162 16<1 40d 184 154 0.177 20d 213 178 0.192 20d 30d 222 185 0.207 30d 40d 243 203 0.225 40d 268 224 0,244 SOd 60d 276 230 1 1/2 0.099 7d' 73 61.. 0,113 ed' 8d' 94 79 0.120 10d 107 89 0.128 10d 121 101 0,131 8d' 127 106 ~:1: ~:. E ~~ m . !~:;~;~:;~t0{;::~} 0.177 20d 213 178 163 0.192 20d 30d 222 185 170 0,207 30d 40d 243 203 186 0,225 4Od.', ... ..~. 266\':" 224' . 0,244 SoCl?o;.;i>Od ': 2762~:~~& 13/4 0,113 .., ',8d' :,. i'. :.r.94 .? ......,.79).!t'i 0,120 10d' 107 89 81 0,128 10d' 121 101 93 g:l~; 1~::E }~:t~,m:~tf.:,(~~~'l~r t~ii~~f.i."\~'_..'- 0.177 20d 213 178 163 123 0.192 20d 30d 222 185 170 128 0,207 30d 40d 243 203 186 158 140 137 ~~ :::";"..n:,", ~~; ;..~2,1'; t~" "".. ,0;" P' ", ,~k:;::~,~,l;ijit ~~~~~ 1. Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see Table 10.3,1), . 2, Tabulated lateral design values (Z) are for common wire. box and sinker nails (see Appendix l) inserted in side grain with nail axis perpendicular to wood fibers; minimum nail penetration, p, into the main member equal to 100; and nail bending yield strengths (F,b): F,b = 100,000 psi for O,099"SOsO.142. F,. = 90,000 psi for O,142.<OsO.177" F'b= 80.000 psi for O.177"<OsO.236. F,b = 70.000 psi for O,236.<OSO,273. 3. When 60Sp<10D, tabulated lateral design values (Z) shall be multiplied by pl10D, 4. Nail Ie nth is insufficient to provide 100 penetration, Tabulated lateral design values (Z) shall be adjusted per footnote 3. :;; .a E '" ~~ "'13 :2:E: <Ill- t. in. 3/4 ill') Ilf :..~ "J"Ij ~" COMMON WIRE, BOX, or SINKER NAILS: Design Values (Z) for Single Shear (two member) Connections1,2,3,4 for Sawn Lumber or SCL with both members of identical specific gravity - -' \) . r , l-\ 1~~"'\ ~u..Ill'" , ." 0 '" '" 0 .5S~C,)::= ~~~~~ 1fq)2~~ CI~c%::=::= '" '" 'u '" a. <Il '" E ",'" 0"" 8~ ~ '" Qi E III is '0; z o '0; z ~ ~ c o E E o C,) -5 .5 ~ u:: '" ",l1l 1tg ClO ~ III 7. u:: ~~ ,0) 0:> 88g ~u: cge CI~ u:: '" c a: ::21 0" 8& 0: ifz .,-.:: ~.19U: ci ~ E 11 0 CIJ ClO:!: "2 ~g'~ r1 ~ c 0.,,'" II Q) a. Cloc.2. '" '" c "5.0: " c t2~.~ ~ .~g CI:E<Il '0; z ~ c (jj ~ .... III tOO If-o CI& '0; z )( o <Xl 67 70 \"fi'~fl;~:~f~ 108 114 121 124 ",-, .54 v., 71. 80 91 95 '..~/.1 01'.'>. ..",:, " :.'1.. ~~,~) n~-j:~~ 159 166 59 67 70 ~':i.;~101_ .',:'.{ 117 120 125 ,ff~1~4~~! . .;:~~t~~~'.f~1 59 67 AMERICAN FOREST & PAPER ASSOCIATION (c) When the actual spacing between dowel-type fasteners in a row for parallel Qrpefpendicu- lar to grain loading is greatet.thauQ(equal to the minimum spacing. f~r":~rea~bed"design ,,'~;"'~\7""~'~':":' . , , value (see Table lL5~1C);.but''-le~~~tli~.the minimum spacing for full designh~~!~~'L~~,",(,".. geometry factor, CA, shall be .deteriiiiife~(~s'.E':~:' follows: . .. ..... . ':'" ..,''''"t-:., c = actual spacing t. minimum spacing for full design value Table 11.S.le Spacing Requirements for Fasteners in a Row' Minimum SpaCing Direction of Loading Parallel to Grain Perpendicular to Grain . Reduced Design Value 3D 3D Full Design Value 4D Required spacing for attached members , .... 'Spacing Requirements Betw.een Rows1,2 Table 11'.S.lD :,.-,,,,;,;,<~,,'::' ~.':: ..' " .;.~ . "'" Direction of Loading Parallel to Grain Perpendicular to Grain: when em ::; 2 when 2< em < 6 when e/D ~ 6 2.5D (5 e + lOD)/8 5D Minimum Spacing 1.5D I. The eID ratio used to determine the minimum spacing between rows shall be the lesser of: (a) length of fastener in wood main memberID = emID (b) total length of fastener in wood side member(s)ID = esID 2, The spacing between outer rows of fasteners paralleling the member on a single splice plate shall not exceed 5" (see Figure i lH), 11.5.2 End Grain Factor, Ceg 11.5.2.1 When lag screws are loaded in withdrawal from end grain, the nominal withdrawal design values, W, shall b~ multiplied by the end grain factor, Ceg = 0.75. 11.5.2.2 When dowel-type fasteners are inserted in the end grain of the main member, with the fastener axis parallel to the wood fibers, nominal lateral design values, Z, shall be multiplied by the end grain factor, Ceg = 0.67. When nails' tion, nominallatef41:, the diaphragm faCtot;'<li ,. ' . "';9i~phragm conhruc- }iall be multiplied by 11.5.4 Toe-Nan:~!:~,.,"..,,,, Ctn , .<<.Jftt> 11.5.4.1 When toe-nailed coli.D.ections are used, nomi- nal withdrawal design values, W,for the nails or spikes shall be multiplied by the toe-nail factor, Ctn = 0,67. The wet service factor, CM' shall not apply for toe-nails loaded in withdrawal. 11.5.4.2 When toe-nailed connections are used, nomi- nallateral design values, Z, shall be multiplied by the to.~~Aailfactor, Ctn = 0.83. Tablell.S.1E Edge and End Distance and Spacing Requirements for Lag Screws Loaded in Withdrawal' and Not Loaded Laterally Orientation Edge Distance End Distance Spacing Minimum Distance/Spacing LSD 4D 4D Figure llH Spacing Between Outer Rows of Bolts ; d o o o c:> o o Spacing tifJtween outer IT1NS of bolls S S" o d o o o o o o Spacing between outer rows of bolts S ,," AMERICAN WOOD COUNCIL .1- ',. Alpine Engineered Products, Inc. 13389 Lakefront Drive Earth City. MO 63045 (314) 344-9121 Page 1 ofl DocumentID:1T607176Z0330111141 Truss Fabricator: Trusses Plus Co Transmitted From: gst.einbachtchart.er .net. Job Identification: IODERI-CONDOI Model Code: Truss Criteria: MSIITPI-1995(SlD) Engineering Software: Alpine propriet.ary truss analysis soft._re. Version 7.31. Truss Design Loads: Roof _ 38 PSF I 1.15 Ourat. i on Floor - IIA lind - 90 ... (ASCE 7-02-0pen) Notes: 1. Det.ernination as to the suit.abi I it.y of t.hese t.russ conponent.s for t.he st.ruct.ure is the responsibflit.y of t.he bui Iding designer/engineer of record, as defined in AlSIITPI 1 2. As showa on at.tached drawings; t.he drawing nlDlber is preceded by: IOUSR7176 3. The seal affixed heret.o indicat.es acceptance of professional engineering responsibility for t.he docunent.s listed on t.his sheet. Docunent.s lIhich nay be attached wit.h t.his sheet that do not bear ar seal have neither been prepared by De or under ar direct supervis i on. Deta i Is: BRCLBSUB- Subnittecl by SLS 10:11:36 04-30-2007 Revi..r: SLS $$ Drawi n Date 07113001 04/23/07 07113002 04/23/07 I Ref Descri tion 1 62055--3' FASCIA 2 62056--4' FASCIA Seal Date: 04/30/2007 Scott L. Schurwan Wisconsin License Number: E21176 ~\\\\,nlllr""11. ~,..", sCONs "~" # ~\......./~ ~~ ~.' '. ~ ;:. 0 · ~ ;: "^". SC TT · "^"~ S Nt' UNDER '.w'a = : SCHURWAN ~ = - . . - 5 "O~ E-21176 :Q: = \ ~'. ST.LOUIS ..~ 6 ~~"./ trIO. ..jf;~ ~ ~" .',.~ ~ ~ \Stsr.....'::.~'i;I ~ ""/~ ONA\. y ~\*... (111""'mU\\\~ Alpine Engineered Products, Inc. 13389 Lakefront Drive Earth City, MO 63045 (314) 344-9121 Page 1 ofl Document ID: IT607176Z033011 1141 Truss Fabricator: Trusses Plus Co Job Identification: IODERfI-COIDON Model Code: Truss Criteria: AlSIITPI-1995(SlD) Engineering Software: Alpine proprietary truss analysis soft_re, Version 7.31. Truss Design Loads: Roof - 38 PSF . 1.15 Duration Floor - IIA lind - 90 ... (ASCE 7-02-0pen) Notes: 1. Deterniination as to the suitabi I ity of these truss conponents for the structure is the responsibi I ity of the bui Iding designer/engineer of record, as defined in AlSIITPI 1- Subnitted by SLS 10:11:36 04-30-2007 RevieW!r: SLS 2. As sh01l1 on attached drawings; the drawing nunber is preceded by: 100$17176 Seal Date: 04/30/2007 Scott L. Schurwan Wisconsin License Number: E21176 Revised Trusses # Ref Descri tion 1 62055--3' FASCIA 2 62056--4' FASCIA Drawi n Date 07113001 04/23/07 07113002 04/23/07 '- "tJ . ~-I ,... ~ ~ :l ~ rt~ ~ 0. 0 trI~ -I ll:l n n IT! -< ., al 1IE:r:r '" ~~ "tJ ~ lllalOO Z .., CT" ., I oil n -Ill 0.0. 8 ~~ rt :l IE co NNN Z ~ 0 xxx 8 ~'8 :l .",.",.",. III al z !1)! 1TI co 1/)(/1(11 -I C' ~"O"O I 'ill III N."."." ~i "tJ III x ~ ~ O>NNN ............ 3' 0 !g888 'T1 ~ --l l--~ > c.> :l ." 7' 7' 7' ~ ~nl~nz!~ ,.~S~~: ~ ;E: -'--&....-t. _ ... lIE 0>. . . > i~~ !lie >< ." en co co co '-' 6~--~~ii ; ... (Xl ;:0 OI'T1I'T1I'T1 i !Ii ~"~n :.. H~al!! I ~ VI .... I_~a i! [Ii i!~U;~ I ... N - I ~ ~g~"i .! !~i~~ : i >< ~ >< "0 .... 1 ~ O'l ., U, ~. Si ~l1"'~ - al !a mo'TI III ..... ~r:l~i - III I'T1 'a~ ~~!!~;.: III cC!~5l': ~ N l: !lI~1;>o~;! d ., ..n"'~~i;l - !a-~bU'l ., c.n al H~Cl! ::-U ""Cli:II'I-~ >< 'fl U)-i 1"1'" > or !::!'ij! N ~ ~H~:l:1ilS~~~ ~ !~iii III ~ In xs >< :3~!i~~il-< ;: )lil'll 0 >< (;,) N ... z~..:;; ~ to "0 ;:0;:0 N c. ...."'--0 ~ ;i~"' U) "0 :r II c.n >< ~~~~i~~g~~ I"'Cli c-. 0 II 0 III ~ ~ III !"~m2m~~~il1;;; ~i~~~ ~ ., ... rt COC: - III 0> II 1ilO~ !l~j~5 "D <9,.. 0 --l l--~ j ~:s:o ...;- ~!:~-i (") lIE i~j: lil~ oi ~"'N~." ., ;:0;:0 "h~~!i~a ~3~ei rt II en :r II Bi"Cl~""~' ~:i II ..... >'E~:!~ u (J1 ....0> Ifim~I"'~~!o'" :l. ~O-l WW i!"' ~ -l-Z I;; ~i-4 ",. sii-<~~hz ::;$ , "tJ c: ::aXSOI ac; r\lh~ II il11~fiia~g~ 0> 0> l !;f:2 - "': il~!: CO <_ _l'f'Ii)ooo !~U).... l=ClZ a B!liCO l!~-OO~--I "Cl~~~' ~ 6~~~3?!i~ ~~:l:;l~ VI i:g~~!l~iS ~ -~-I _r-Ul"O >- 10-1 l! c ~l!!!!ili"''''_)!!l' !ti~ ~ ;!'" _~~z_ (01-1' )l1.H'" J'II~' -tll;..... Q!i = !Cl~"~ ill'" fi_~~~ i~E~ ~;! :ll~;l!al! ~;,.i",.*~~ ra:~ !5ilftlll!:1 ~6~ U~ ~ij~!~ is f~~~ o i!:~,. il ....0 -I -, co ~~;!.. 'ii jil; III al ., :l0 ~~_~~i u.~ n.... l: .... rt- III .,3 f'l u.!'" f'l ~.. Oal III 0'0 .,n al o:r rt' III :'>:e ..,,-. 00 g .,:l ("):l 0.3 ~ >0. -I- al al III al o.rt III -en III '0 III 0 0. n mo Ill' al X o.w 0. ~.... g 0> (")rt -.0 III III rt - ~ III ....-. .... :elll ~ < 0> -:I enal :l ;E 0 q o.:r III co ,.., :l -Irt ;g 0. 0 (")- '" (") ,.., . 0> c ...... 3 ,VI ... VI C -I to ~ ~ -I N III 11(") i ~ c:: ~ (") (") ~ X NI'T1 ;lC 0 a ~..... ~ (") r- c c r- g l: I "Tl r- r- r- r- r- 3 "00 ~ 2: f; C rt lIlN .... C> III :'>' ,.., '" 0 z :e"O ... ... (;,) tAl g -'1'T1 ~ (Xl 0 ~ "" 0 :lZ O'l 0. 0. ... 0 0 0 0 0 C' i ~ c.n ll:l- (") (")0. "tJ "tJ "tJ "tJ "tJ ., co VI III VI VI VI al 0' II> "Tl '"T1 '"T1 "Tl "Tl al , .. '0 II . 0 NO . n ;i; :l ",.lll ~ '"T1 III ~ C C ;lC n rt z ;lC i I'T1 ~ ~ I'T1 VI ., -g~ !!! 1TI 0 I '"T1 0 (I) ! "Tl Z I'T1 1TI III .... III .... I I Z l5 .... III . III C> ;lC to al :l ~ ... ~ Iii -..I ? -1 '! -I III :3 -> II O'l "'0 O'l r- 0 -..I w al :j 0 N III ... ~ O'l -> , ., .... 0) ~ al e ..... CD. "- '" ....... I ... (Xl III N ..... ..... r- 0 (;,) O'l ~ !l! O'l III ::: ....... N N ... 0 0 ....... ~ 0 ;lC "" -..I c.n "Tl tAl ~ c.n rt III 1TI < .. ... :" [07113001] [AlPINE] [WI 1995] [62055--3' FASCIA] [1IlDER/I/CONOON] [Page 1] [TCI.L 3O,O][TroL ~.O][8Qll. ~,O][IlClL O,O][OF 1.1S][OC 16,O][N111][SOFFIT [No Plywood] 0,0] EndPt. MaxT... ~ 0.7 7 -9 1- 4 1 -2 0. 2 37 -32 2- 3 86 -7~ 1- 3 22 -13 7- 8 26 -24 5- 8 38 -34 5- 6 86 -79 4- 6 86 -80 7- 8 3~ -31 S- 8 49 -45 AXL 0,00 0,00 0.00 0.00 0,00 0,00 0.00 0.00 0.01 0,00 0.00 BIll 0.08 0.02 0.04 0,04 0,01 0,00 0.03 0.03 0.01 0,00 0,01 [S11l,AI/TO,LOAD][OC 16,OO][OF 1,15][NM 1] Repetlt.lve FactoI"'SUsed: Yes 40 PLF a -0,3 to 40 a 3.6 [y,'~.0][1~] 5 PLF a .0.3 to 5 a 3.6 [y-14.0][ 0lI] CSI GLC S Grade Len9th Pltcl1 8r.... 5 PLF a 0,0 to 5 a 2,9 [y--5.0][ 0lI] 0,09 1 4 SPF 21llOt-l,8 39,13 0,00 a 24" ar9. # 1 Vert.R- 163,2 # Hor,R- .29.5 # 0,02 2 ~ SPF 21llOt-l.8 31.13 0,00 al20" arg, # 2 Vert,l!- -0,0 # Hor ,I!- 29.5 # 0.04 1 AI SPf 2100t-1.8.12S.37 -BendIng Web- .......................--.........................................- 0,04 1 4 SPF 21llOt-l.8 125.37 -BandIng __ [IIIFRS ASCE """/L++][OC 16,OO][DF 1,60][11I I] 0.01 1 4 SPf 21llOt-l.8 125,37 -BandIng __ Repetitive Factors Used: Ves D.OO 8 4 SPF 2100f-l.8 125,37 '-'ng __ 3 PLF a 1.7 to 3 a 3,6 [y-14.0][ 0lI] D,03 1 4 SPF 21llOt-l.8 125,37 -BendIng __ 3 PLF a -0,3 to 3 a 1,7 [y.14,O][ 0lI] 0.03 1 4 SI'f 21llOt-l.6 125,37 -BendIng __ -3 PLF a 1.7 to -3 a 3,6 [yol1,D][1~] 0.02 8 4 SPF 21llOt-l,8 125,37 -BendIng __ -3 PLF a -0,3 to -3 a 1,7 [y.'1.0][1~) 0.00 8 6 SPF 165Of-l,S 7,25 -Vert- 3 PLF a 0,0 to 3 a 2,9 [y--5,O][ 0lI] 0,01 8 6 SPF 165Of-l,S 39.10170,18 14 PLF a 0.0 to 14 a 2.9 [yo O,O][l~] arg, # 1 Vert,R- 44,9' Hor.R- -8,3 , arg, # 2 Vert.1!- -0,0 # Hor.1!- 8.3 # Brace ......--..........................-................................. --Bearings--, [X_Loc][Rsact][Slze] -- [2,89][ 163][ 3Qh][0.13] [2,89][ D][ -3011][0,46] EndPts IlaxT en IIaxCaIp 0. 2 37 -32 3- 4 87 -94 3- 6 24 -24 3- 7 5 -4 7- 9 26 -24 AX!. GLC S Gr_ 0.00 1 4 SPF 2100(-1 0,03 1 4 SPF 2100(-1 0,00 1 4 SPF 2100f-l 0.00 9 4 SPF 2100(-1 0.00 1 4 SPF 21oof-l Length 5,50 67,08 27.63 66,74 5.50 (IIIFRS ASCE """/L-+][OC 16.00][DF 1.60][11I1) Repetitive Factors Used: Yes 3 PLF a 1,7 to 3 a 3,6 [y-14.0][ 0lI] 3 PLF a -0.3 to 3 a 1,7 [y-14,O][ (1) -15 PLF a 1,7 to -15 a 3,6 [y-ll,O][lOO1] oxT -15PLFa-O,3to -15a 1,7 [,...11,D](1001) 0,00 3 PLF a 0.0 to 3 a 2.9 (y__5,O][ 0lI] 0,00 -14 PLF a 0,0 toj -14 a 2.9 [yo O,O][1~] .___ argo # 1 Vert,l!- -65.3 # _,I!- 12.3 # ____ 1lr9' # 2 Vert,l!- 0,0 # _,I!- -12.3' 0,00 .-.-.-.---.----.-.----.-.---.--...-..---.-. ____ (IIIFRS ASCE ParplR++][OC 16,OO][OF 1,60] [11I1] ___ Repetitive FI!lC'tOr5 Used: Yes 0,00 3 PLF a 1.7 to 3 a 3.6 [yo14,O][ Oli] 3 PLF a -0.3 to 3 a 1.7 [y-14,O][ Oli] -3 PLF a 1.7 to. -3 a 3,6 [y-11.0][1~] .3 PLF a -0,3 to -3 a 1.7 [y-l1,O][l~] 3 PLF a 0,0 to 3 a. 2,9 [y.-5,O][0'l] Ilrg. # 1 Vert.1!- 9,7 , Hor ,I!- -1,6 # arg,' 2 Vert.1!- -0.0 # _,I!- 1,6 # ........................----.............................................. (IIIFRS ASCE ParplR-+][OC 16,OO][DF 1.60][11I I] Repetitive Factors Used: Ves 3 PLF a 1,7 to 3 a 3.6 [yc14,O][ Oli] 3 PLF a -0,3 to 3a 1,7 (y.'4,O][ 0lI] -15 PLF a 1.7 to -15 a 3,6 [y-l1,D][1001] -15 PLF a -0,3 to -15 a 1,7 [y_ll.0][100li] 3 PLF. 0,0 to 3 a 2.9 [y--5.0][ Oli] Ilrg. # 1 Vert.Roo -30.1 # Har,Jl= 5,6 # arg, # 2 Vert.1!- -0,0 , Har ,Ro .5,6 # .....--.....--..---.--.......-"'....................-......... r-RS ASCE Parl++][OC 16,OO][OF l,60][NU I] Repetitive Factors Used: Yes 3 PLF a 1.7 to 3 a 3,6 (y=14,O][ OS] 3 PLF a -0,3 to 3 a 1,7 (yo14,O][ OS) -3 PLF a 1.7 to -3 a 3,6 (yol1.0][100li] -3 PLF a -0,3 to -3 a 1,7 (yol1.0][1~] 3 PLF a O.D to 3 a 2.9 [y--5,O][ 0lI) arg. # 1 Vert,l!- 9.7 # Har,Ro -1,6 # Ilrg, # 2 Vert,l!- -D,O # Hor,I!- 1,6 # ........-=..-.-..---...-...--..........-......---.-...-...... N_ X-Loc V-Loc Plate IIethod defIV(L) defIV(T) oxL 0 -0.29 10,89 25XA N 0,01 LI999 D ,01 Ll999 0,00 1 0,00 0.15 2X4 N 0,00 LI999 0.00 L/999 0,00 2 0,15 10,28 3X5 N 3 0.15 5,53 4X9 N 4 2,59 0,15 25X4 N 0.00 LI999 0,00 L/999 0,00 5 2,74 7,03 3X5 N 6 2,74 S,53 3XS N 7 2.fT1 10,89 4112 N 0,00 Ll999 0,00 L/999 0,00 B 2.fT1 10,28 2X4 0 7 ~ I [IIIFRS ASCE Parl-+)[OC 16,OO)[OF l,60)(NM 1] Repetitive Factors Used: Ye9 3 PLF a 1.7 to 3 a 3,6 (y.'4,O)( 0lI] 3 PLF a -0,3 to 3 a 1.7 [y.14,O][ 0lI] -15 PLF a 1,7 to -1S a 3,6 [y-l1.0][100li] -15 PLF a -0,3 to -15 a 1,7 [y-l1.0)(1001] 3 PLF a 0.0 to 3 a 2.9 [y--5,O][ OS] Ilrg. # 1 Vert,l!- -30.1 # Hor ,R. 5.6 # Ilrg, , 2 Vert,Ro -0.0' Har,I!- -5,6 # .-..-.....-...--..-.....-.-.-....-.-.-.....-............---. [C&C ASCE .ind Lt-+)(OC 16,OO)(DF 1,60][11I1) Repetitive Factors Used: Yes 3 PLF a 2,7 to 3 a 3,6 [y-14,O][ Oli) 3 PLF a -0.3 to 3 a 2,7 [y-14,O][ 0%] -36 PLF a 2.7 to -36 a 3,6 [,...11,0] [1~] -56 PLF a -0,3 to -56 a 2.7 [,...l1.0J(100li) 3PLFa 0,0 to 3a 2,7 [y.-5.0)( 0lI] 3 PLF a 2,7 to 3 a 2.9 [Y.-5,O)( 01] 6 ......-..-.......-..-....-.-.-.-.-.--.....-.-.-.......-... (C&C ASCE .'nd Rt-+][1lC 16.00J(DF 1,60)(11I1) Repet.ltlve Fac::tDf"'S Used: Yes 3 PLF a 0.6 to 3 a 3,6 [y-14,D)( Oli] 3 PLF a -0,3 to 3 a 0,6 [y-14,O][ Oli] -56 PLF a 0,6 to -56 a 3.6 [,...l1.DJ(lOOli) -36 PLF a -0,3 to -36 a 0.6 lv-l1,O)(l~] 3 PLF a O.D to 3 a 2.9 [y--S,OJ( (1) .-.--.--............-....-......-....-.-....-....-..... +-.-.....--. -------------..--.-.-----.--.---.+ I lHlS IS A FASCIA Fat AN EXISTING BUILDING, I I KEEP GmlNG - A . FASCIA BEARING ERRIIl NIl I I IT IaIT LET E RUN lH IS - l1lUSS17 NEW A A I I ' FASCIA ST_W PRINT FIJI - APPRDVALLET E I I RlW lHlS TAllSS?? IIEEO A A ' FASCIA I +-....-.-.-.-.....----......-.-.-.-.-.-.-.-....-....--+ "tl Z :;t 8' c;l ~ ~ ~ 0 i!? rt l: ...."0 ~ 11l III C .... III CO 00 FT1 ~it -< (!) ~ f5S Sl "tl :I> III "0''''' I n6 g ;jlllo.o. 8 -,(') ~;q :IE l$ co NNN Z 6] ~ "tl r-~~~ 8 ITI Dl (!) Z ell rt III co VI (lUll "0 "0,,-0 I ~0 .... 11l I>> ~""" "tl Ul 0 ./>. '^~ (!) O>NNN . :I> 0. ... ... ... J:I ., SS888 ~ ~ CD --l I-~ I>> .... "......... ~ I II nn~~az~1 .;]~~~ : N ./>. .jlo W ... ...a...........-a X X X 0> 0>' . - > 6-" ... -<> ; Uh:1 .jlo CO (.l'I (.l'I U1 CD CD (X) ....." _ ii-lll m i!~;o .... \II X 0 OITlITlITl !i"'_~cI~io~ ITI .... - ... I .... I 21~a~n~ ! .. m a )( ^ 0 0 ... .. -- );!il ~~i~- : n ..... 111 0 (" ~' Sih...~m~ 11l IX) ~ 1'1 /"I'lo"",m 1lEr-: ill!"::! ~ "tl = ITI ;a;!CIt"'~t!~r-'n ;;j . ~ rt I>> ;1'l~~~l'Ii !I c~~~~ ~ t.) l< ~a;=:4611l :I> I l!!<>"'~n;l - r;~~-:i~ (!) C/I = ~-~Cl~ "ill!!! Ul ., ..... l: III'" I'll'" IX) ~ -~~~ -ll". ni.Nn~ N ar:m~UI~~,"~n m -'1 Vl N (.l'I .jlo :3~~g~"'e~~ j: 1"Il0 :r ~ x x i~"~ ~ CD i VI l(lU~' U~~!;l c: .;.. W co , I=~~~ll: ~. ::s ;oc;oc III x III ~O~<2c:::!J'Il;! i~~trn 'D ::S' II (.l'I w ~~~3Cii:~~ll;;; 0 .... <lii?' ~g ::s ., II 0 ;oc;oc III x 0 !;li(~!n~ ;l! cS~ rt c.> :r II (.l'I .... III ... c: II N ~~:~z 5{ c.>1I ... N - 0 ~~l=liil~~oi! 0 "'0 _ 11I-1"'\ ~3:::!ili -, Oc:: - --l I-~ III g ~_ ~ !~~ a <r!L rt :E ~~~:gil!~;~ ~ -is'' II II U'I co oill ~ ..._11 ~;;i:-'i .... 0 Sii...~p:llZ U'I ;o~~(JIr-~ia fli~ ll~rai&~H !~~~mi>:; iij~~ C;; l!~!~t,E~~ cI l'J!i CD -_~m'mu~ ..U!1l' ~ :;:!~~g? .. H~~! ~ - 8!i! .. llllN- "~tIIl (') "zg~~ t:l ;~~i~~~;~ ~G>~~!i ...., ;!....:;~h;: ~ c' /"1'1,,". - en.... 5- illl;:~~ ifti i~5;t",. i~~~ P ~~;l~cI~ ;~.~. "'~~2 ~i~~i - "'E!!l . oli ~~~i~ :i! i. ~~i o~11:~. ~ ~ m! "'0 :E -. CO i~~~~~ "'~ $ I>> (!) ::lO co. 0... ::l I"t U)!'4 trI ~"'o ....- 0. .,= o (!) 0"0 ., n ., O:T 11 .... (!) ... ...-. I>> - :e ~,~ ~d * 'I/. 00 n .,::l .... O::l ~~: ~O ....... 0.= 0 ~p. S' ~... ... CD (!) ::l ~~. -6" · I>> CD III - ... c..... -en .... (f) . III 0' ::0. (/)fT10" 1lI 0 - - . X i(f) Or- III mo :: 2:: ;-CN 0 1>>.... CD >< a>- ~5"'~co o.c.> 0. "0'" g. 0> 0.... ~f""~ . st:i::E~:1 ~:: --0 0 III ::l - ~ '" '::. ~. fnOl~ 0) :: !i ~ ~.. z .- ~ S I :EI>> <: -.:J ~ ~... ... ~ U'lCD .." ::l :g , ~.$'i.....~ 0 ~ 0.:T I>> CO ... ::l -t.... ~ ""'l R ~..\... ~ 0. "0 0- ;;0 ., 8 0 r- (!) 0> .... III r- VI ... Vl C .... to to ~ .... N III II 0 i "tl c:: ~ (") (") (") E .:0. l: Nrn f) ;:0 0 ., (!) .:0....... ~ r c t:l r ...... .... If' I ." r r r r r I ~ "00 ~ Z :I> t:l ...... IIlN .... C') (") .... I>> :"- ... ...... ;;0 .... 0 Z :E" ... ... tAl W ...... 0 -ITI ~ CXI 0 .;.. .;.. 0 I I>> ::lZ ?' ...... 0. 0. ... ;:0 0- i ~ c.n 0 0 0 0 0 ...... co- ." "tl ." 0 00. "tl "tl "tl ., CO Vl. Vl Vl Vl Vl CD 0- ." ." ." ." ." CD r- .. "0 II, a ~g I'i I- ." (/) ~ C ~ ;:IC ::l .:0.1>> Vl (') .... z ;:0 i m i! m en ITI 0 I ." 0 ., -g~ ~ CD ." Z ITI m Dl ... I>> ="1lI I I Z !5 ~ ~ C') ;:IC CD :J ; ... ~ c: ....a l' -I ! V> .... VI :0 .... II Ol "tl Ol r ::1 0 ....a c.> CD 3 0 w VI .... .;.. en .... .... ., ...... 0 ...... en ...... I CO ~ CD 8 ... .... Vl N ....a ...... r 0 w en (.l'I !l! Ol VI ::1 ...... N " ~ N ... 0 0 0 ;:0 w ....a (.l'I ." tAl 8 en rt en ITI < '" .. .., ~ '- [SlD,AIIID.LOAD][OC 16,oo][Df 1.15][NM 11 Repetitive Factors Used: Yes 40 PLF . -0.3 '" 40. 4,6 [y-17,O][IOMI 5 PLF . -0,3 '" 5. 4,6 [y-17 .0][ 0'0] E!d'ts ...T... ~ AlL IIIIl CSI GLC S Gr... Length Pitch Broce 5 PLF. 0.0 '" 5. 3,9 [y--5,O][ 0'0] 0-10. 2 -3 0,00 0.16 0.16 I 4 SPf 2100f-I,B 52,88 0,00.24. Brg, , I Vert,Ro 2211.5' IIor,Ro -53.8' 1- 5 I _I 999.00 999,90 99,001 4 SPf 2100'-1,8 43.13 0.00 .,20" Brg, '2 Vert,Ro 0,0' IIor,Ro 53,8' 0- 2 57 -51 0.00 0.06 0.06 1 .. SPf 2tOOt-1.8 161.38 -Bending Web- .-.-.--...-.-.-....-.;..--....-_.-.......-......~.... 2- 3 129 -115 0,00 0.06 0.06 1 4 SPf 211Xlf-I,8 161.38 -BendIng...... [~ASCE PerpIL++][OC 16,OO][OF 1,60][Nlll] 3- 4 129 -115 0,01 0,01 0,02 8 4 SPf 2100f-l,8 161.38 .Bendlng ...... Repetitive FoctO~ Used: Yes 8.10 32 -29 0.00 0.01 0.01 1 4 SPf 2100'-1.8 161,38 .-Bendlng ...... 3 PLF e 2,2 '" 3. 4.6 (y-17,O)( 0'01 6- 9 55 -55 0,00 0.05 0,05 I 4 SPf 2100'-1,8161.38 -Bending ...... 3 PLF e -0.3 to 3 e 2.2 (y-17,O)( 0'0) 6- 7 126 -12S 0.00 ll,05 0,05 I 4 SPf 2100f-l,8 161.38-Bendlng...... -3 PLF. 2.2'" -3. 4,6 [..'4,0][10011 5- 7 126 -126 0,00 0.02 0.03 1 4 SPf 2100f-l.8 161.38 -BendIng ...... -3 PLF . -0.3 '" -3. 2,2 [y-14.0)(10011 8-10 42 -38 0,00 0.01 0,01 9 6 SPf 165Of-l.5 7.46 49.71 3 PLF. 0.0'" 3. 3,9 [y--5,O][ 0'01 8- 9 61 -57 0,00 0,01 0.01 1 6 SPf 165Of-l,531l,OO -Vert- 14 PLF. 0,0 tD 14. 3,9 [y- o.O][IOMI 6- 9 72 -72 0,00 0.00 0,01 8 6 SPf 165Of-I,5 38,10157,09 Br9' , I Vert,Ro 61,8' """,Ro -15,9 # Brg, '2 Vert,Ro -0,0' IIor,Ro 15,9 , [07113002) [ALPINE) [WI 1895] [62056--4' FASCIA] IIIlOERHICOfIl()fj) [Page 1] [lCLl. 30,01 [TCOL 4.0][BCDl. 4,O][BCLL O.O][OF 1,15)[OC 16,O)[NII 1 ][SDfF IT (Ho Plywood) __Bearings.._ [X-Lac) [React) [Size] -- [3,89][ 2211)[ -541>][0,13) [3,89)[ 0][ 541>][0.46) Erd'ts "'Ten ~ 0- 2 57 -51 1- 4 30 -19 4- 5 103 -104 4- 7 32 -32 3- 9 19 -17 0- 9 23 -26 4- 9 50 -49 8- 9 47 -43 8-10 32 -29 AlL GU: S Gr.... Length 0,00 1 4 SPF 2100'-1 5,50 0,00 1 4 SPF 2100'-1 161,38 0.04 1 4 SPF 2100,-1 57.89 0,00 8 4 SPF 2100'-1 39.63 0,00 I 4 SPF 2100'-1 39 ,63 0.01 8 4 SPF 2100'-1 58,29 0,02 8 4 SPF 2100'-1 69,01 0,01 8 4 SPF 2100'-1 161.38 0,00 1 4 SPF 2100'-1 5,50 Brace 2 ClB 2 ClB H_ X-Lac V-Loc Plate "Wad .."VeL) def! V(T) ..L 0 -0,29 13,89 0.01 Ll999 0.01 L/999 0.01 I 0,00 0,15 2X4 N 0.01 LI999 0,01 Ll999 0,00 2 0,15 13,28 3X5 H 3 0,15 10,03 3X5 H 4 0.15 5,03 48 H 5 3.59 0.15 2SX4 H 0,00 Ll999 0.00 L/999 0,00 6 3,74 7,03 3X5 H 7 3,74 5.03 3X5 N 8 3.97 13,28 9 3.97 10,03 2X4 10 4,11 13,89 48 0.00 LI999 0,00 Ll999 0,01 0 r 0.0] ....--.-......--...--.................--....--.......... r-RS ASCE PerpIL-.][OC 16,OO][OF 1.60][NII 11 Repetitive FactOrs Used: Yes 3 PLF. 2,2 tD 3. 4,6 [y-17,O][ 0'0] 3 PLF. -0.3 tD 3. 2.2 [..'1,0][ 0'0) -15 PLF. 2.2 tD -15 e 4.6 [y-14.0][100I] -15 PLF . -0,3 tD -15 e 2.2 [..14.0][IOO1J 3 PLF. 0,0 tD 3. 3,9 (y--5,O][ O'OJ -14 PLF. 0.0", -14. 3,9 [y- O.O][IOOIJ Brg. " Vert.Ro -89.5' IIor,Ro 22,7' Br9,'2Vert.R- O.O'IIor,Ro -22,7' dxT __a..............__....___.__..._........-__.............. 0.01 [~AGCE PerpIR+.][OC 16.00][OF 1,60)[NII 1) 0.00 Repetitive hctor.s Used: Yes 3 PLF. 2,2 tD 3 e 4,6 (y_17.0][ 0'0) 3 PLF . -0.3 tD 3. 2,2 ty..17 ,0)( O'OJ -3 PLF. 2.2 '" -3. 4,6 [..14,O][1OM] 0,00 -3 PLF . -0,3 tD -3. 2,2 [..14,O][IOM) 3 PLF. 0,0 '" 3. 3,9 (y--5.0][ O'OJ __n Brg. , I Vert,Ro 13.1 , IIor ,Ro -3.1 # __n Brg.' 2 Vert,lIs -0,0' IIor.Ro 3.1' ..--- -.-..........-.-....-.--....-.-....-.-...=.........-.... 0,01 [.ms ASCE PerpIR-.][OC 16.00J[OF \.60][Nlll1 Repet.itive FactOl"9 Used: Yes 3 PLF. 2,2 tD 3. 4,6 [y-17 ,Oil 0'0) 3 PLF . -0.3 tD 3" 2.2 ty..17,O][ OIJ -15 PLF. 2,2 tD -15. 4.6 [y-14.0][10IlS] -15 PLF . -0.3 tD -15. 2.2 [..14,O][IOMJ 3 PLF. 0,0 '" 3. 3,9 (y-.s,OJ[ 01) Brg. , 1 Vert.R- -40,7' 1Ior,IIs 10,0' Brg, # 2 Vert.Ro -0,0' Hor,Ro -10,0' ........................-.....-....................-....,...--........... [.-FRS AGCE Parl++][OC 16,OO][OF \.60][NMI] Repetitive hcUJrs Used: Yes 3 PLF. 2,2 to 3. 4,6 [y-17 .0][ O'OJ 3 PLF . -0.3 to 3. 2,2 [y-17 .0][ 0'0) -3 PLF. 2.2 tD -3" 4,6 [y-14,OIlIOMJ -3 PLF . -0.3 '" -3" 2.2 [y_14,O][1OMJ 3 PLF. 0,0 tD 3. 3.9 (y-5,OIl 0'0) Br., , 1 Vert.Ro 13.1 , IIor ,lis -3.1 # Brg. , 2 Vert..Ro -0,0 , IIor ,Ro 3.1 # .-----.....---....-....-...........-...-.......--............-- [.-FRS AGCE Perl-+][OC 16.00][OF 1:60)(NM 1] Repetitive Factors Used; Yes 3 PLF. 2,2 '" 3" 4,6 (y-17,O][ 0'0) 3 PLF . -0.3 tD 3 e 2,2 [..17 ,0][ O'OJ -15 PLF. 2,2 to -15. 4,6 [y-14,O][IOMJ -IS PLF . -0.3 tD -15" 2,2 [y-14,O][IOOIJ 3 PLF. 0,0 tD 3. 3,9 (y--5.0][ O'OJ Brg. # 1 Vert.R- -40.7' IIor,Ro 10,0' Brg. # 2 Vert.R- -0,0 # IIor.Ro -10.0 , .-....----..--.--.....---.............-........................- [cr.c ASCf .'nd Lt-.][OC 16 ,OOJ [OF 1,60][NII lJ Repetitive FactOrs Used: Yea 3 PLF. 2,7 to 3" 4,6 [..17 ,0][ O'OJ 3 PLF . -0,3 tD 3. 2,7 [..17.0][ O'OJ -36 PLF. 2,7 tD -36" 4,6 ty..14.0][IOMJ -56 PLF . -0,3 tD -56. 2,7 [y-14,O][IOMJ 3 PLF. 0.0 tD 3. 2.7 [y--S,OIl O'OJ 3 PLF. 2,7 tD 3" 3,9 [y--5,O][ 0'0) ...--...--...........-.......--................-..............-....... [cr.c ASCf .'nd Rt-+][OC 16,oo][OF 1,60][NII1] Repetitive Factors Used: Yes 3 PLF. 1.6 tD 3. 4,6 (y-17.011 O'OJ 3 PLF . -0,3 to 3 e 1,6 [y_17,O][ 0'0) -56 PLF. 1,6 tD -56. 4,6 [y_14,O][I01lSJ -36 PLF . -0,3 tD -36 e 1,6 [y_14,O][IOIlSJ 3 PLF. 0,0 tD 3. 3,9 [y--5,O][ O'OJ .-.-..........---....-.--............................................. +-.---........---....-..............................-..--.+ I 1lUS IS A FASCIA FCII NI EXISTIHG BUILDING, I I I KEEP GETTING. - A ' FASCIA 8EARING ERRCII NIl 1 I CNlNOT RUl IT, I NEED A - STAllPED PR INT G A I I . FASCIA FCII _ALR NIl CNIfIOT - Rill IT, I I I NEED A ST_ED PRIIrT G A ' FASCIA I +..........-.............................---........-............-.....--+