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HomeMy WebLinkAbout436 Eclipse Ind Pkwy Technical - BuildingTECHNICAL Permit# O SF/ Address LI 3 p se-- W tr V Project description i r 11 bukr (44\ b *k c„, Cory eu\ o rr s s+e rr. v v Date the permit was finaled 8=1C, (0 Number of technical pages L i 1 9 Skru ck C\o G REV BRADFORD CONRAD CROW ENGINEERING STRUCTURAL CALCULATIONS For Green Creek Wood Products Building Foundati 4 436 e ct 5e we9tr F` New Sawmill Headrig Installation Port Angeles WA Project No 07750 DATE CIVIL STRUCTURAL MECHANICAL ENGINEERS 7 -28 -09 DESCRIPTION Prepared For Green Creek Wood Products Port Angeles, WA 1 1 I PAGES 1 9925 S.W Nimbus Avenue Suite 110 Beaverton, Oregon 97008 -7387 Phone (503) 213 -2013 Facsimile (503) 213 -2018 Email inforequest @bccengineering.com www bccengineering.com Green Creek Wood Products headrig installation building foundations Port Angeles, WA BCCE JOB NO 07750 TABLE OF CONTENTS DESCRIPTION SECTION_ CODE SUMMARY A LOADING CRITERIA B SEISMIC LOADING C PRELIMINARY LOADS TO FOUNDATION D FEM MODEL OF FOUNDATION E NORTHEAST RETAINING WALL F NORTH END WALL RETAINING WALL G SOUTHEAST RETAINING WALL H REINFORCEMENT DETAILS J ANCHOR BOLT DESIGN BASED ON 'PBS' REACTIONS K VERIFICATION OF 'PBS' REACTIONS TO PRELIM USED IN DESIGN L City of Port Angeles Community Economic Development Department Building Division 321 E. 5 St. Port Angeles, WA 98362 360- 417 -4815 360- 417 -4711 Fax SEISMIC D -1 FROST 12 inches moderate STRUCTURAL DESIGN CRITERIA SNOW 25 psf minimum roof snow load drift not included WIND 100 mph category D within 1,500 ft of shoreline category C beyond that CODES IN EFFECT CITY OOVERNPAENT 2006 International Building Code (IBC) 2006 International Residential Code (IRC) 2006 International Mechanical Code (IMC) 2006 International Fire Code (IFC) 2006 Uniform Plumbing Code (UPC) 2006 Washington State Energy Code (WSEC) 2006 Washington State Ventilation and Indoor Air Quality Code (VIAQ) 2006 International Property Maintenance Code (IMPC) 2005 National Electrical Code (NEC) 2003 American National Standards Institute (ANSI -117) 1997 Uniform Sign Code (USC) 1997 Uniform Code For Building Conservation (UCBC) First Edition Washington State Historic Building Code (WSHBC) For more information regarding Washington State Building Codes go to htto. /www.sbcc.wa.aov /sbccindx.html For more information regarding City of Port Angeles construction codes adopted and amendments to international codes go to the Building Code Chapter 14 03 at httv.// www .citvofoa.us /muntcioalcode.htm T:Forms /Building Division/Structural Design Criteria Codes in Effect 1 AL BRADFORD Project CONRAD Job Ref. CROW FNCINF ERIK; CO. GREEN CREEK WOOD PRODUCTS 07750 CML' STRUCTUR AL' MECNANICAL ENGINEERS Section Sheet no. /rev 9925 SW NIMBUS AVE. SUITE 110 j- OArb C.�1'�►41\n1t -vi1Z)V'r7-1,9^/ BEAVERTON, OR 97008 Calc. by Date Chk'd by Date App'd by Date PH 503 213 -2013 FAX. 503 213 -2018 WFP I SP a By) 0)1 n1'\ $4-1E11 Roo w 10 \PO SN°J S ,S i Document2 It LS�� �oC1,Gw \A( ?Pc IC si LOA T 2 Map of 436 Eclipse West Dr Port Angeles, WA by MapQuest M ROVES7 A 436 Eclipse West Dr, Port Angeles, WA 98363-9431 Directions and maps are informational only We make no warranties on the accuracy of their content, road conditions or route usability or expeditiousness. You assume all risk of use. MapQuest and its suppliers shall not be liable to you for any loss or delay resulting from your use of MapQuest. Your use of MapQuest means you agree to our Page 1 of 1 1 http.//www.mapquest.corn/maps/436+Eclipse+West+Dr+Port+Angeles+WA+98363 5/233/2008 k °O 5 4 1 �f �1 p pc 1 1-1-) C \1 f 3 S'0 =-7 F S' F L \Nf 4 Project AL BRADFORD Job Ref. CONRAD CROW ENGINFERMG CO. C ST RUCTUR AL MECHAM AL ENGINEERS GREEN CREEK WOOD PRODUCTS 07750 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503-213-2013 FAX. 503-213-2018 Document2 Section u Calc. by 1 NIT \'`I 1 RfACI■ONJ Date Chled by WFP S OE 4 .7.. i 0 Sf; A- 1 3 1 g 1 Sf 1 ..5 1 D =I 1 Wri- Pl: t- EA/ 5 1 1 1 1 1 1 1 1— i CpsF-, 3 1 PLf i 5 I 1 1 i 1 4 1 LA L _i I i. .1, 6 1 i 1 1 Date /\/D WALLS Sheet no./rev App'd by Date 6 z AL BRADFORD CONRAD CROW ENGINEERING CO. Project GREEN CREEK WOOD PRODUCTS Job Ref. 07750 CIVIL 'SI RUCTUR N.' MECHAM& ENGINEERS Section Sheet no./rev (..tAA E. %1 A 10V 9925 SW NIMBUS AVE. SUITE 110 LOAD RA LT BEAVERTON, OR 97008 Calc. by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX. 503-213-2018 WFP 14 Or oe 4. 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SUITE 110 BEAVERTON, OR 97008 Calc. by Date /J Chk'd by Date App'd by Date PH 503 -213 -2013 FAX. 503-213-2018 WFP 1 I i L r 4 W x i 3 u 1 Q1 Z Z S� 1 LOR ?EC\ 1 Document3 1—N o N,. 3 z? —1 I 0 0 °l 0 11,1 3o U s 3 E x4� a-t& 12 Project Name GREEN CREEK WOOD PRODUCTS Date Wed Sep 17 16 28 20 PDT 2008 Conterminous 48 States 2005 ASCE 7 Standard Latitude 48 0975 Longitude -123 495 Spectral Response Accelerations Ss and S1 Ss and S1 Mapped Spectral Acceleration Values Site Class B Fa 1 0 Fv 1 0 Data are based on a 0 01 deg grid spacing Period Sa (sec) (g) 0 '2 1 124 (Ss Site Class B) 1 0 0 487 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude 48 0975 Longitude -123 495 Spectral Response Accelerations SMs and SM1 SMs FaSs and SM1 FvS1 Site Class D Fa 1 05 Fv 1 513 Period Sa (sec) (g) 0 2 1 181. 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SUITE 110 BEAVERTON, OR 97008 Calc. by Date Chk'd by Date App'd by Date PH 503-213-2013 FAX. 503-213-2018 WFP •1� IVOJ 0 44 Ja (15 1- CAS E C 1-1- K PA,C L O Id r u (116 k I 30 s ti 2 00 r D 116' to e Document3 (0 1-15 Q s r L Sti5M\L AT LOti L3R3£it [N- T 6) 16 2 2' z TZr6 Azr q= b x L 1 1 1,4 C v t it x 0 136 sF \I 14 11 0 20 AL CONRAD CROW ENGINES RING CO. CIVIL'STRUC1 ORAL MECHNICAL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 213 -2013 FAX. 503 213 -2018 Document3 TSB 13 \-,A0 T� jT vq LE N;IN i C 3 \4 Project Section 0 F;, s iMiC ©1N G 6 s nit /A-nIA GREEN CREEK WOOD PRODUCTS Y' JEISM Calc. by Date Chk'd by WFP oU Q I, .11 ZW I P tA 0? S W 1 4r )Od -)1 ‘,C -lo S I I ;old %r v? t_1c-i 4 Z 143 r4 1 kr Lo'■ L.01 Date 0 yc‘c kr,EZ `3 s F S�SM<<, Si L'\diEr\ 5\.1 O 25 L D 5' 4 /coL 3 COL 02s L 69 125 PSF 3 1-49 3 3F ID. k IW Fs 1 -1 1021 Job Ref. 07750 Sheet no. /rev App'd by Date 14 t- r i 6r 3 off O 3 k E;/ 21 A L BRADFORD Project Job Ref. C08RAD CROW ENGINEERING CO. GREEN CREEK WOOD PRODUCTS 07750 CIVIL'S1RJCTURPL'MECHAMCPL ENGINEERS Section c Sheet no. /rev 9925 SW NIMBUS AVE. SUITE 110 N J �V1 to JEISMI BEAVERTON, OR 97008 Calc. by Date Chk'd by Date App'd by Date PH 503 213 -2013 FAX. 503 213 -2018 WFP (D 0 Document3 U 93 sF 1d ?sf- U O3 k 1 -13 1 k Z O wAcr s 31 v S tISM 1' C. s' p 1u3 x In P 3, Z k 4 M •o N S! SE,IviilL OH" I r 1 2.33 s k i6 .n _1 b a s 335 Fr 111x'260 014 3 1 k r x 21 I k L. *CI.'OES FO■N0/i3OA/ 22 1 AL BRADFORD CONRAD CROW ENGINEERING CO. CAAL•STRUCTUR AL MECHANC AL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503-213-2013 FAX. 503-213-2018 07750 Project Job Ref. GREEN CREEK WOOD PRODUCTS 07750 Section Sheet no./rev b ION LoA vivIr.‘A R.( Calc. by Date Chk'd by Date App'd by Date oe WFP 1 -r- L.)- I I 1- 1 DfA Liok0 i r 1 i ilk.hov■jt. IA 1- 10 y I )-0 (tri; /1 T. 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William F Phaup 07750 Dec 03, 2008; 11:29 AM IES VisualAnalysis 6 00.0108 `E 1 frd= 1 tit N189 N188 N187 4186 N185 N184 N183 N182 N181 N257 N256 N255 N250 N251 N252 N253 N254 N249 N248 N247 -N246 N180 N179 ?e!�.!i.!1? an,a.aP� fe6r'L,i'( �x�y @'Y 'F: �t' r At�LrSiFii" #.�.rtr.i4'i�6u'g�tSf'Y'CNivt� ai..rfni'�l u� It e•t:r N420 N258 •N242 N227 N215 N241 N218 N214 N240 N219 N213 N235N220 N212 N236 N221 N211 N237 N222 N210 N238 N223 N209 N239 N224 N208 N234 N225 N207 N233 N226 N206 N232 N217 N205 -N231. N2-16 N204 N243 N203 .N272 N287 N271 N286 N270 N285 N265 N28ii N267 N282 N268 N283 N269 N284 N264 N279 N263 N278 N262 N277 -N261 N276 N418 01 N415 4201 N414 N00 N409 N198 N410 4197 4411 1 N412 N195 N413 N194 N408 X110"1 N407 41 92 N406 1 91 N405 Nov-11 o N432 N330 N433 N360 N373 N386 N401 N431 N329 N435 N359 N372 N385 N400 N430 N328 N436 N358 N371 N384 N399 N429 N323 N437 N353 N366 N379 N394 N428 N324 N441 N354 N367 N380 N395 N427 N325 N442 N355 N368 N381 N396 N426 N326 N443 N356 N369 N382 N397 N425 N327 N444 •N357 N370 N383 N398 N424 N322 N445 N352 N365 N378 N393 N423 N321 N446 N351 N364 N377 N392 N422 N320 N439 N350 N363 N376 N391 N421 N319 N438 N349 N362• N375 N390 GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co William F Phaup 07750 Dec 03 2008; 11 30 AM IES VisualAnalysis 6.00 0108 03 43 58 20 M M OM E M r- MI MN M NM MI N MI r NM MI NM MI MN MO I r- 1•11 INS GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co. William F Phaup 07750 Dec 03 2008; 11 16 AM Load Case D IES VisualAnalysis 6 00 0108 1� GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co. William F Phaup 07750 Dec 03, 2008, 11 17 AM Load Case: E +X IES VisualAnalysis 6.00 0108 MI r M r MO i MO NM r MI r GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co. William F Phaup 07750 Dec 03 2008; 11 17 AM Load Case: E +Z IES VisualAnalysis 6.00 0108 GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co William F Phaup 07750 Dec 03, 2008; 11 17 AM Load Case: E -X IES VisualAnalysis 6.00.0108 MI r M r UM r M MS MI OM MI I M NM E I MI r- I I r MN M- NM M• GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co William F Phaup 07750 Dec 03, 2008 11 17 AM Load Case. E -Z IES VisualAnalysis 6.00.0108 GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co William F Phaup 07750 Dec 03, 2008' 11 17 AM Load Case: L IES VisualAnalysis 6 00.0108 r M E MI MO r MI MI i MI MI MN MI r MI MN OM NM MI NM NM MI MI MI MI GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co. William F Phaup 07750 Dec 03, 2008' 11.21 AM Load Case: S IES VisualAnalysis 6.00 0108 GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co. William F Phaup 07750 Dec 03, 2008; 11:21 AM Load Case: W +X IES VisualAnalysis 6.00.0108 h' NM NM NM i i r GREEN CREEK. 07750q.vap Bradford Conrad Crow Engineering Co. William F Phaup 07750 Dec 03, 2008 11:21 AM Load Case W -X IES VisualAnalysis 6 00 0108 7 GREEN CREEK VisualAnalysis 6 00 Report Company Bradford Conrad Crow Engineering Co Engineer William F Phaup Billing 07750 Project File 07750q yap Folder C \PROJECTS \TEMP- 07750 -Green Creek \BLD FTNG\ Table of Contents Project Header Table of. Contents Model Summary Member Unity Checks Design Criteria Material Properties Member Elements Nodes Load Case Summary Load Cases Member Linear Loads Member Point Loads Design Groups Design Group Results Model Summary Structure Type Space Frame The model is non linear 394 Nodes, and 4686 Degrees of Freedom The size of the model is 30 ft in the X direction 0 ft in the Y direction 172 2 ft in the Z direction 18 Member Elements 370 Spring Supports Member Unity Checks Unity Member Status 0 9995 BmZ001 0 9901 BmX005 0 9444 BmX016 0 9443 BmX013 0 9271 V001 0 9091 BmX001 0 8991 BmX003 0 8866 BmX007 0 8736 BmX002 0 8385 BmX006 Group Model Shape Designed GB -BLD(W Rectangle 24X36 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -BLD(E Rectangle 24X36 Designed GB -BLD(N Rectangle 24X48 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Design Shape Messages? Rectangle 24X36 None Rectangle 18X24 None Rectangle 18X24 None Rectangle 18X24 None Rectangle 24X36 None Rectangle 24X48 None Rectangle 18X24 None Rectangle 18X24 None Rectangle 18X24 None Rectangle 18X24 None 1 -Wed Dec 03 1052:53 2008 MI I OM I M r N MI MN MI MI MN Unity Member 0 8358 BmX011 0 8223 BmX012 0 8112 BmX010 0 8067 BmX008 0 7823 BmX004 0 6395 BmX014 0 4812 BmX015 0 4591 BmX009 Design Criteria Material Properties Member Elements Member Section BmZ001 BmX001 BmX002 BmX003 BmX004 BmX005 BmX006 BmX007 BmX008 BmX009 Rectangle 24X36 Rectangle 24X48 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 IIIII Status Group Model Shape Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Designed GB -CROSS Rectangle 18X24 Vertical Direction Y, Ground Elevation 0 00 ft Occupancy Category II Seismic Data Spectral Acceleration (SDS) 0 150 Seismic Design Category D Overstrength Omega() X =2 5 Z =2 5 Seismic Redundancy Rho X =1 Z =1 Wind Data Speed 90 0 mph Gust Factor 0 85 Roof Height 0 0 ft Hurricane Prone? No Material Strength Elasticity Poisson Density Therm Coeff Ksi Ksi K /in ^3 in /in /deg -F Concrete 3 000 3122 000 0 1700 0 000 7 220e -006 ■I MI r I MI Design Shape Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Rectangle 18X24 Material (1)Node (2)Node Length Rzl Rz2 One Way Framing ft Concrete N001 N002 172 20 Fix Fix Normal Bracing Concrete N420 N003 30 000 Fix Fix Normal Beam Concrete N258 N260 30 000 Fix Fix Normal Beam Concrete N243 N245 30 000 Fix Fix Normal Beam Concrete N229 N230 26 000 Fix Fix Normal Beam Concrete N203 N111 30 000 Fix Fix Normal Beam Concrete N274 N275 26 000 Fix Fix Normal Beam Concrete N289 N290 26 000 Fix Fix Normal Beam Concrete N040 N126 26 000 Fix Fix Normal Beam Concrete N332 N333 26 000 Fix Fix Normal Beam 2 -Wed Dec 03 1052.53 2008 Messages? None None None None None None None None Member Section Nodes Node Material (1)Node (2)Node Length Rzl Rz2 One Way Framing ft BmX010 Rectangle 18X24 Concrete N440 N434 26 000 Fix Fix Normal Beam BmX011 Rectangle 18X24 Concrete N059 N145 26 000 Fix Fix Normal Beam BmX012 Rectangle 18X24 Concrete N066 N152 26 000 Fix Fix Normal Beam BmX013 Rectangle 18X24 Concrete N388 N389 26 000 Fix Fix Normal Beam BmX014 Rectangle 18X24 Concrete N403 N404 26 000 Fix Fix Normal Beam BmX015 Rectangle 18X24 Concrete N418 N419 26 000 Fix Fix Normal Beam BmX016 Rectangle 18X24 Concrete N002 N004 26 000 Fix Fix Normal Bracing V001 Rectangle 24X36 Concrete N003 N004 172 20 Fix Fix Normal Bracing X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N001 20 000 0 000 20 000 Yes No No No No No N002 20 000 0 000 192 20 Yes No Yes No No No N003 46 000 0 000 20 000 No No No No No No N004 46 000 0 000 192 20 No No Yes No No No N005 20 000 0 000 21 000 No No No No No No N006 20 000 0 000 23 000 No No No No No No N007 20 000 0 000 25 000 No No No No No No N008 20 000 0 000 27 000 No No No No No No N009 20 000 0 000 29 000 No No No No No No NO10 20 000 0 000 31 000 No No No No No No NO11 20 000 0 000 33 000 No No No No No No N012 20 000 0 000 35 000 No No No No No No N013 20 000 0 000 37 000 No No No No No No N014 20 000 0 000 39 000 No No No No No No N015 20 000 0 000 41 000 No No No No No No N016 20 000 0 000 43 000 No No No No No No NO17 20 000 0 000 45 000 No No No No No No N018 20 000 0 000 47 000 No No No No No No N019 20 000 0 000 49 000 No No No No No No NO20 20 000 0 000 51 000 No No No No No No NO21 20 000 0 000 53 000 No No No No No No NO22 20 000 0 000 55 000 No No No No No No NO23 20 000 0 000 57 000 No No No No No No NO24 20 000 0 000 59 000 No No No No No No NO25 20 000 0 000 61 000 Yes No No No No No NO26 20 000 0 000 63 000 No No No No No No NO27 20 000 0 000 65 000 No No No No No No NO28 20 000 0 000 67 000 No No No No No No NO29 20 000 0 000 69 000 No No No No No No NO30 20000 0 000 71 000 No No No No No No c_rl NO31 20 000 0 000 73 000 No No No No No No 3 -Wed Dec 03 1052.53 2008 OM MN MI MI I MN IIIII MN MI MI all MI E E O r• MN i- MI r 1 r- r Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft NO32 20 000 0 000 75 000 No No No No No No NO33 20 000 0 000 77 000 No No No No No No NO34 20 000 0 000 79 000 No No No No No No NO35 20 000 0 000 81 000 No No No No No No NO36 20 000 0 000 83 000 No No No No No No NO37 20 000 0 000 85 000 No No No No No No NO38 20 000 0 000 87 000 No No No No No No NO39 20 000 0 000 89 000 No No No No No No N040 20 000 0 000 91 000 Yes No No No No No N041 20 000 0 000 93 000 No No No No No No N042 20 000 0 000 95 000 No No No No No No N043 20 000 0 000 97 000 No No No No No No N044 20 000 0 000 99 000 No No No No No No N045 20 000 0 000 101 00 No No No No No No N046 20 000 0 000 103 00 No No No No No No N047 20 000 0 000 105 00 No No No No No No N048 20 000 0 000 107 00 No No No No No No N049 20 000 0 000 109 00 No No No No No No N050 20 000 0 000 111 00 No No No No No No N051 20 000 0 000 113 00 No No No No No No N052 20 000 0 000 115 00 No No No No No No N053 20 000 0 000 117 00 No No No No No No N054 20 000 0 000 119 00 No No No No No No N055 20 000 0 000 121 00 No No No No No No N056 20 000 0 000 123 00 No No No No No No N057 20 000 0 000 125 00 No No No No No No N058 20 000 0 000 127 00 No No No No No No N059 20 000 0 000 129 00 Yes No No No No No N060 20 000 0 000 131 00 No No No No No No N061 20 000 0 000 133 00 No No No No No No N062 20 000 0 000 135 00 No No No No No No N063 20 000 0 000 137 00 No No No No No No N064 20 000 0 000 139 00 No No No No No No N065 20 000 0 000 141 00 No No No No No No N066 20 000 0 000 143 00 Yes No No No No No N067 20 000 0 000 145 00 No No No No No No N068 20 000 0 000 147 00 No No No No No No N069 20 000 0 000 149 00 No No No No No No N070 20 000 0 000 151 00 No No No No No No N071 20 000 0 000 153 00 No No No No No No N072 20 000 0 000 155 00 No No No No No No N073 20 000 0 000 157 00 No No No No No No N074 20 000 0 000 159 00 No No No No No No N075 20 000 0 000 161 00 No No No No No No N076 20 000 0 000 163 00 No No No No No No N077 20 000 0 000 165 00 No No No No No No CD N078 20 000 0 000 167 00 No No No No No No 4 -Wed Dec 03 10 52.53 2008 Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N079 20 000 0 000 169 00 No No No No No No N080 20 000 0 000 171 00 No No No No No No N081 20 000 0 000 173 00 No No No No No No N082 20 000 0 000 175 00 No No No No No No N083 20 000 0 000 177 00 No No No No No No N084 20 000 0 000 179 00 No No No No No No N085 20 000 0 000 181 00 No No No No No No N086 20 000 0 000 183 00 No No No No No No N087 20 000 0 000 185 00 No No No No No No N088 20 000 0 000 187 00 No No No No No No N089 20 000 0 000 189 00 No No No No No No N090 20 000 0 000 191 00 No No No No No No N091 46 000 0 000 21 000 No No No No No No N092 46 000 0 000 23 000 No No No No No No N093 46 000 0 000 25 000 No No No No No No N094 46 000 0 000 27 000 No No No No No No N095 46 000 0 000 29 000 No No No No No No N096 46 000 0 000 31 000 No No No No No No N097 46 000 0 000 33 000 No No No No No No N098 46 000 0 000 35 000 No No No No No No N099 46 000 0 000 37 000 No No No No No No N100 46 000 0 000 39 000 No No No No No No N101 46 000 0 000 41 000 No No No No No No N102 46 000 0 000 43 000 No No No No No No N103 46 000 0 000 45 000 No No No No No No N104 46 000 0 000 47 000 No No No No No No N105 46 000 0 000 49 000 No No No No No No N106 46 000 0 000 51 000 No No No No No No N107 46 000 0 000 53 000 No No No No No No N108 46 000 0 000 55 000 No No No No No No N109 46 000 0 000 57 000 No No No No No No N110 46 000 0 000 59 000 No No No No No No N111 46 000 0 000 61 000 No No No No No No N112 46 000 0 000 63 000 No No No No No No N113 46 000 0 000 65 000 No No No No No No N114 46 000 0 000 67 000 No No No No No No N115 46 000 0 000 69 000 No No No No No No N116 46 000 0 000 71 000 No No No No No No N117 46 000 0 000 73 000 No No No No No No N118 46 000 0 000 75 000 No No No No No No N119 46 000 0 000 77 000 No No No No No No N120 46 000 0 000 79 000 No No No No No No N121 46 000 0 000 81 000 No No No No No No N122 46 000 0 000 83 000 No No No No No No N123 46 000 0 000 85 000 No No No No No No ,p N124 46 000 0 000 87 000 No No No No No No N125 46 000 0 000 89 000 No No No No No No 5 -Wed Dec 03 1052.53 2008 i i I IIMI N N IMII NM M E E MN E MN MN Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N126 46 000 0 000 91 000 No No No No No No N127 46 000 0 000 93 000 No No No No No No N128 46 000 0 000 95 000 No No No No No No N129 46 000 0 000 97 000 No No No No No No N130 46 000 0 000 99 000 No No No No No No N131 46 000 0 000 101 00 No No No No No No N132 46 000 0 000 103 00 No No No No No No N133 46 000 0 000 105 00 No No No No No No N134 46 000 0 000 107 00 No No No No No No N135 46 000 0 000 109 00 No No No No No No N136 46 000 0 000 111 00 No No No No No No N137 46 000 0 000 113 00 No No No No No No N138 46 000 0 000 115 00 No No No No No No N139 46 000 0 000 117 00 No No No No No No N140 46 000 0 000 119 00 No No No No No No N141 46 000 0 000 121 00 No No No No No No N142 46 000 0 000 123 00 No No No No No No N143 46 000 0 000 125 00 No No No No No No N144 46 000 0 000 127 00 No No No No No No N145 46 000 0 000 129 00 No No No No No No N146 46 000 0 000 131 00 No No No No No No N147 46 000 0 000 133 00 No No No No No No N148 46 000 0 000 135 00 No No No No No No N149 46 000 0 000 137 00 No No No No No No N150 46 000 0 000 139 00 No No No No No No N151 46 000 0 000 141 00 No No No No No No N152 46 000 0 000 143 00 No No No No No No N153 46 000 0 000 145 00 No No No No No No N154 46 000 0 000 147 00 No No No No No No N155 46 000 0 000 149 00 No No No No No No N156 46 000 0 000 151 00 No No No No No No N157 46 000 0 000 153 00 No No No No No No N158 46 000 0 000 155 00 No No No No No No N159 46 000 0 000 157 00 No No No No No No N160 46 000 0 000 159 00 No No No No No No N161 46 000 0 000 161 00 No No No No No No N162 46 000 0 000 163 00 No No No No No No N163 46 000 0 000 165 00 No No No No No No N164 46 000 0 000 167 00 No No No No No No N165 46 000 0 000 169 00 No No No No No No N166 46 000 0 000 171 00 No No No No No No N167 46 000 0 000 173 00 No No No No No No N168 46 000 0 000 175 00 No No No No No No N169 46 000 0 000 177 00 No No No No No No N170 46 000 0 000 179 00 No No No No No No N171 46 000 0 000 181 00 No No No No No No co N172 46 000 0 000 183 00 No No No No No No 6 -Wed Dec 03 1052:53 2008 Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N173 46 000 0 000 185 00 No No No No No No N174 46 000 0 000 187 00 No No No No No No N175 46 000 0 000 189 00 No No No No No No N176 46 000 0 000 191 00 No No No No No No N177 21 000 0 000 20 000 No No No No No No N178 21 000 0 000 192 20 No No No No No No N179 23 000 0 000 20 000 No No No No No No N180 25 000 0 000 20 000 No No No No No No N181 27 000 0 000 20 000 No No No No No No N182 29 000 0 000 20 000 No No No No No No N183 31 000 0 000 20 000 No No No No No No N184 33 000 0 000 20 000 No No No No No No N185 35 000 0 000 20 000 No No No No No No N186 37 000 0 000 20 000 No No No No No No N187 39 000 0 000 20 000 No No No No No No N188 41 000 0 000 20 000 No No No No No No N189 43 000 0 000 20 000 No No No No No No N190 45 000 0 000 20 000 No No No No No No N191 23 000 0 000 192 20 No No No No No No N192 25 000 0 000 192 20 No No No No No No N193 27 000 0 000 192 20 No No No No No No N194 29 000 0 000 192 20 No No No No No No N195 31 000 0 000 192 20 No No No No No No N196 33 000 0 000 192 20 No No No No No No N197 35 000 0 000 192 20 No No No No No No N198 37 000 0 000 192 20 No No No No No No N199 39 000 0 000 192 20 No No No No No No N200 41 000 0 000 192 20 No No No No No No N201 43 000 0 000 192 20 No No No No No No N202 45 000 0 000 192 20 No No No No No No N203 16 000 0 000 61 000 No No No No No No N204 22 000 0 000 61 000 No No No No No No N205 24 000 0 000 61 000 No No No No No No N206 26 000 0 000 61 000 No No No No No No N207 28 000 0 000 61 000 No No No No No No N208 30 000 0 000 61 000 No No No No No No N209 32 000 0 000 61 000 No No No No No No N210 34 000 0 000 61 000 No No No No No No N211 36 000 0 000 61 000 No No No No No No N212 38 000 0 000 61 000 No No No No No No N213 40 000 0 000 61 000 No No No No No No N214 42 000 0 000 61 000 No No No No No No N215 44 000 0 000 61 000 No No No No No No N216 22 000 0 000 53 750 No No No No No No N217 24 000 0 000 53 750 No No No No No No N218 42 000 0 000 53 750 No No No No No No up N219 40 000 0 000 53 750 No No No No No No 7 Wed Dec 03 1052 53 2008 NM NM OM NM r NM MI NM MI r MN I N MN E r N MN MI MI MI NM N r N MI I OM I- w IMII Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N220 38 000 0 000 53 750 No No No No No No N221 36 000 0 000 53 750 No No No No No No N222 34 000 0 000 53 750 No No No No No No N223 32 000 0 000 53 750 No No No No No No N224 30 000 0 000 53 750 No No No No No No N225 28 000 0 000 53 750 No No No No No No N226 26 000 0 000 53 750 No No No No No No N227 44 000 0 000 53 750 No No No No No No N229 20 000 0 000 53 750 Yes No No No No No N230 46 000 0 000 53 750 No No No No No No N231 22 000 0 000 47 200 No No No No No No N232 24 000 0 000 47 200 No No No No No No N233 26 000 0 000 47 200 No No No No No No N234 28 000 0 000 47 200 No No No No No No N235 38 000 0 000 47 200 No No No No No No N236 36 000 0 000 47 200 No No No No No No N237 34 000 0 000 47 200 No No No No No No N238 32 000 0 000 47 200 No No No No No No N239 30 000 0 000 47 200 No No No No No No N240 40 000 0 000 47 200 No No No No No No N241 42 000 0 000 47 200 No No No No No No N242 44 000 0 000 47 200 No No No No No No N243 16 000 0 000 47 200 No No No No No No N244 20 000 0 000 47 200 Yes No No No No No N245 46 000 0 000 47 200 No No No No No No N246 22 000 0 000 35 200 No No No No No No N247 24 000 0 000 35 200 No No No No No No N248 26 000 0 000 35 200 No No No No No No N249 28 000 0 000 35 200 No No No No No No N250 38 000 0 000 35 200 No No No No No No N251 36 000 0 000 35 200 No No No No No No N252 34 000 0 000 35 200 No No No No No No N253 32 000 0 000 35 200 No No No No No No N254 30 000 0 000 35 200 No No No No No No N255 40 000 0 000 35 200 No No No No No No N256 42 000 0 000 35 200 No No No No No No N257 44 000 0 000 35 200 No No No No No No N258 16 000 0 000 35 200 No No No No No No N259 20 000 0 000 35 200 Yes No No No No No N260 46 000 0 000 35 200 No No No No No No N261 22 000 0 000 71 210 No No No No No No N262 24 000 0 000 71 210 No No No No No No N263 26 000 0 000 71 210 No No No No No No N264 28 000 0 000 71 210 No No No No No No N265 38 000 0 000 71 210 No No No No No No cs N266 36 000 0 000 71 210 No No No No No No p N267 34 000 0 000 71 210 No No No No No No 8 -Wed Dec 03 1052:53 2008 Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N268 32 000 0 000 71 210 No No No No No No N269 30 000 0 000 71 210 No No No No No No N270 40 000 0 000 71 210 No No No No No No N271 42 000 0 000 71 210 No No Nb No No No N272 44 000 0 000 71 210 No No No No No No N274 20 000 0 000 71 210 Yes No No No No No N275 46 000 0 000 71 210 No No No No No No N276 22 000 0 000 78 790 No No No No No No N277 24 000 0 000 78 790 No No No No No No N278 26 000 0 000 78 790 No No No No No No N279 28 000 0 000 78 790 No No No No No No N280 38 000 0 000 78 790 No No No No No No N281 36 000 0 000 78 790 No No No No No No N282 34 000 0 000 78 790 No No No No No No N283 32 000 0 000 78 790 No No No No No No N284 3.0 000 0 000 78 790 No No No No No No N285 40 000 0 000 78 790 No No No No No No N286 42 000 0 000 78 790 No No No No No No N287 44 000 0 000 78 790 No No No No No No N289 20 000 0 000 78 790 Yes No No No No No N290 46 000 0 000 78 790 No No No No No No N319 22 000 0 000 103 67 No No No No No No N320 24 000 0 000 103 67 No No No No No No N321 26 000 0 000 103 67 No No No No No No N322 28 000 0 000 103 67 No No No No No No N323 38 000 0 000 103 67 No No No No No No N324 36 000 0 000 103 67 No No No No No No N325 34 000 0 000 103 67 No No No No No No N326 32 000 0 000 103 67 No No No No No No N327 30 000 0 000 103 67 No No No No No No N328 40 000 0 000 103 67 No No No No No No N329 42 000 0 000 103 67 No No No No No No N330 44 000 0 000 103 67 No No No No No No N332 20 000 0 000 103 67 Yes No No No No No N333 46 000 0 000 103 67 No No No No No No N349 22 000 0 000 129 00 No No No No No No N350 24 000 0 000 129 00 No No No No No No N351 26 000 0 000 129 00 No No No No No No N352 28 000 0 000 129 00 No No No No No No N353 38 000 0 000 129 00 No No No No No No N354 36 000 0 000 129 00 No No No No No No N355 34 000 0 000 129 00 No No No No No No N356 32 000 0 000 129 00 No No No No No No N357 30 000 0 000 129 00 No No No No No No N358 40 000 0 000 129 00 No No No No No No N359 42 000 0 000 129 00 No No No No No No N360 44 000 0 000 129 00 No No No No No No 9 -Wed Dec 03 10'52:53 2008 NM M MI MN M■ MN MI M OM w I N MI I• NM =I um mu No moi ow am am mir Nim mu I= NIN Node X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft N362 22 000 0 000 143 00 No No No No No No N363 24 000 0 000 143 00 No No No No No No N364 26 000 0 000 143 00 No No No No No No N365 28 000 0 000 143 00 No No No No No No N366 38 000 0 000 143 00 No No No No No No N367 36 000 0 000 143 00 No No No No No No N368 34 000 0 000 143 00 No No No No No No N369 32 000 0 000 143 00 No No No No No No N370 30 000 0 000 143 00 No No No No No No N371 40 000 0 000 143 00 No No No No No No N372 42 000 0 000 143 00 No No No No No No N373 44 000 0 000 143 00 No No No No No No N375 22 000 0 000 156 75 No No No No No No N376 24 000 0 000 156 75 No No No No No No N377 26 000 0 000 156 75 No No No No No No N378 28 000 0 000 156 75 No No No No No No N379 38 000 0 000 156 75 No No No No No No N380 36 000 0 000 156 75 No No No No No No N381 34 000 0 000 156 75 No No No No No No N382 32 000 0 000 156 75 No No No No No No N383 30 000 0 000 156 75 No No No No No No N384 40 000 0 000 156 75 No No No No No No N385 42 000 0 000 156 75 No No No No No No N386 44 000 0 000 156 75 No No No No No No N388 20 000 0 000 156 75 Yes No No No No No N389 46 000 0 000 156 75 No No No No No No N390 22 000 0 000 170 50 No No No No No No N391 24 000 0 000 170 50 No No No No No No N392 26 000 0 000 170 50 No No No No No No N393 28 000 0 000 170 50 No No No No No No N394 38 000 0 000 170 50 No No No No No No N395 36 000 0 000 170 50 No No No No No No N396 34 000 0 000 170 50 No No No No No No N397 32 000 0 000 170 50 No No No No No No N398 30 000 0000 170 50 No No No No No No N399 40 000 0 000 170 50 No No No No No No N400 42 000 0 000 170 50 No No No No No No N401 44 000 0 000 170 50 No No No No No No N403 20 000 0 000 170 50 Yes No No No No No N404 46 000 0 000 170 50 No No No No No No N405 22 000 0 000 184 75 No No No No No No N406 24 000 0 000 184 75 No No No No No No N407 26 000 0 000 184 75 No No No No No No N408 28 000 0 000 184 75 No No No No No No N409 38 000 0 000 184 75 No No No No No No csi N410 36 000 0 000 184 75 No No No No No No N N411 34 000 0 000 184 75 No No No No No No -10 -Wed Dec 03 1052:53 2008 Node N412 32 000 0 000 184 75 No No No No No No N413 30 000 0 000 184 75 No No No No No No N414 40 000 0 000 184 75 No No No No No No N415 42 000 0 000 184 75 No No No No No No N416 44 000 0 000 184 75 No No No No No No N418 20 000 0 000 184 75 Yes No No No No No N419 46 000 0 000 184 75 No No No No No No N420 16 000 0 000 20 000 No No No No No No N421 22 000 0 000 91 000 No No No No No No N422 24 000 0 000 91 000 No No No No No No N423 26 000 0 000 91 000 No No No No No No N424 28 000 0 000 91 000 No No No No No No N425 30 000 0 000 91 000 No No No No No No N426 32 000 0 000 91 000 No No No No No No N427 34 000 0 000 91 000 No No No No No No N428 36 000 0 000 91 000 No No No No No No N429 38 000 0 000 91 000 No No No No No No N430 40 000 0 000 91 000 No No No No No No N431 42 000 0 000 91 000 No No No No No No N432 44 000 0 000 91 000 No No No No No No N433 44 000 0 000 114 33 No No No No No No N434 46 000 0 000 114 33 No No No No No No N435 42 000 0 000 114 33 No No No No No No N436 40 000 0 000 114 33 No No No No No No N437 38 000 0 000 114 33 No No No No No No N438 22 000 0 000 114 33 No No No No No No N439 24 000 0 000 114 33 No No No No No No N440 20 000 0 000 114 33 Yes No No No No No N441 36 000 0 000 114 33 No No No No No No N442 34 000 0 000 114 33 No No No No No No N443 32 000 0 000 114 33 No No No No No No N444 30 000 0 000 114 33 No No No No No No N445 28 000 0 000 114 33 No No No No No No N446 26 000 0 000 114 33 No No No No No No Load Case Summary 9 Service Load Cases 52 Equation Combinations Load Cases Load Case Design Checks cr 1)D X Y Z Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ ft ft ft Seismic Type Results Analyze? Envelope? -NA- -NA- Yes Yes No -11 -Wed Dec 03 10'52:53 2008 I M NM IIIIII O N r NM MI NM MI M Load Case 2)E +X 4)E +Z 5)E -X 7)E -Z (11)L (16)S (18)W +X (22)W -X (26)16 -1 (27)16 -2Lr (28)16 -2S (29)16 -3Lr +L (30)16 3Lr +W +X (31)16 -3Lr +W -X (32)16 -3S +L (33)16 -3S +W +X (34)16 -3S +W +X +Y (35)16 -3S +W -x (36)16 -4Lr +X (37)16 -4Lr -X (38)16 -4S +X (39)16 -4S +X +Y (40)16 -4S -X (41)16 -5 +X +30 +Z (42)16 -5 +X +30 +Z OS (43)16 -5 +X +30 -Z (44)16 -5 +X +30 -Z OS (45)16 -5 +Z +30 +X (46)16 -5 +Z +30 +X OS (47)16 -5 +Z +30 -X (48)16 -5 +Z +30 -X OS (49)16 -5 X +30 +Z (50)16 -5 X +30 +Z OS (51)16 -5 X +30 -Z (52)16 -5 X +30 -Z OS (53)16 -5 Z +30 +X (54)16 -5 Z +30 +X OS (55)16 -5 Z +30 -X (56)16 -5 Z +30 -X OS (57)16 -6 +X (58)16 -6 +X +Y (59)16 -6 -X (60)16 -7 +X +30 +Z (61)16 -7 +X +30 +Z OS (62)16 -7 +X +30 -Z (63)16 -7 +X +30 -Z OS c (64)16 -7 +Z +30 +X (65)16 -7 +Z +30 +X OS E Design Checks NA- NA- -NA- NA- -NA- NA- NA- NA- Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) Strength (LRFD) NM MI MO M IIIII Seismic Type Results Analyze? Envelope? -NA- NA- NA- -NA- NA- -NA- NA- -NA- NA- NA- NA- NA- -NA- NA- NA- NA- NA- NA- -NA- -NA- -NA- -NA- NA- Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength NA- -NA- NA- Redundancy Overstrength Redundancy Overstrength Redundancy Overstrength None No No None No No None No No None No No Yes Yes No None No No None No No None No No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No Yes Yes No 12 -Wed Dec 03 10'52:53 2008 Load Case Design Checks (66)16 -7 (.67)16 -7 (68)16 -7 (69)16 -7 (70) 16 -7 (71)16 -7 (72)16 -7 (73)16 -7 (74)16 -7 (75)16 -7 (76) D +L (77)Live +Z +30 -X +Z +30 -X X +30 +Z X +30 +Z X +30 -Z X +30 -Z Z +30 +X Z +30 +X Z +30 -X Z +30 -X Member Linear Loads This item is empty Member Point Loads Load Case D D D D D D D D D D D D D D D D D D D D D D D Strength (LRFD) OS Strength (LRFD) Strength (LRFD) OS Strength (LRFD) Strength (LRFD) OS Strength (LRFD) Strength (LRFD) OS Strength (LRFD) Strength (LRFD) OS Strength (LRFD) Defl D L Defl L only Check the selection state Member Direction Offset Force Moment ft K K -ft BmZ001 DY BmX001 DY BmX001 DY BmZ001 DY BmX001 DY BmX001 DY BmZ001 DY BmZ001 DY BmZ001 DY BmZ001 DY BmZ001 DY BmX002 DY BmX002 DY BmX002 DY BmX002 DY BmX003 DY BmX003 DY BmX003 DY BmX003 DY BmX004 DY BmX004 DY BmX004 DY BmX005 DY Seismic Type Results Analyze? Envelope? Redundancy Yes Yes No Overstrength Yes Yes No Redundancy Yes Yes No Overstrength Yes Yes No Redundancy Yes Yes No Overstrength Yes Yes No Redundancy Yes Yes No Overstrength Yes Yes No Redundancy Yes Yes No Overstrength Yes Yes No -NA- Yes Yes No -NA- Yes Yes No 0 670 1 500 11 580 12 830 17 420 23 420 45 830 69 830 105 83 135 83 172 20 1 11 17 23 1 11 17 23 7 13 19 1 or report properties 500 580 420 420 500 580 420 420 580 420 420 500 6 500 1 000 2 500 8 900 2 500 -2 500 11 50 -12 10 13 30 13 30 -11 30 1 000 -2 500 2 500 2 500 1 000 -2 500 -2 500 2 500 -2 500 2 500 2 500 1 000 -NA- NA- NA- -NA- -NA- NA- NA- NA- NA- NA- -NA- NA- -NA- NA- NA- NA- -NA- NA- -NA- NA- -NA- NA- NA- -13 -Wed Dec 03 1052:53 2008 INN NM MN MI MO MI MO OM MN MN NM I Load Case Member Direction Offset Force Moment ft K K -ft D BmX005 DY 11 580 -2 500 -NA- D BmX005 DY 17 420 -2 500 -NA- D BmX005 DY 23 420 -2 500 -NA- D BmX006 DY 7 580 -2 500 -NA- D BmX006 DY 13 420 -2 500 -NA- D BmX006 DY 19 420 -2 500 -NA- D BmX007 DY 7 580 -2 500 -NA- D BmX007 DY 13 420 -2 500 -NA- D BmX007 DY 19 420 -2 500 -NA- D BmX008 DY 7 580 -2 500 -NA- D BmX008 DY 13 420 -2 500 -NA- D BmX008 DY 19 420 -2 500 -NA- D BmX009 DY 7 580 -2 500 -NA- D BmX009 DY 13 420 -2 500 -NA- D BmX009 DY 19 420 -2 500 -NA- D BmX010 DY 7 580 -2 500 -NA- D BmX010 DY 13 420 -2 500 -NA- D BmX010 DY 19 420 -2 500 -NA- D BmX011 DY 7 580 -2 500 -NA- D BmX011 DY 13 420 -2 500 -NA- D BmX011 DY 19 420 -2 500 -NA- D BmX012 DY 7 580 -2 500 -NA- D BmX012 DY 13 420 -2 500 -NA- D BmX012 DY 19 420 -2 500 -NA- D BmX013 DY 7 580 -2 500 -NA- D BmX013 DY 13 420 -2 500 -NA- D BmX013 DY 19 420 -2 500 -NA- D BmX014 DY 7 580 -2 500 -NA- D BmX014 DY 13 420 -2 500 -NA- D BmX014 DY 19 420 -2 500 -NA- D BmX015 DY 7 580 -2 500 -NA- D BmX015 DY 13 420 -2 500 -NA- D BmX015 DY 19 420 -2 500 -NA- D V001 DY 0 670 -6 500 -NA- D V001 DY 12 830 -8 900 -NA- D V001 DY 45 830 -11 50 -NA- D V001 DY 69 830 -12 10 -NA- D V001 DY 105 83 -13 30 -NA- D V001 DY 135 83 -13 30 -NA- D V001 DY 172 20 -11 30 -NA- E+X BmX001 DX 1 500 6 600 -NA- E+X BmZ001 DY 0 670 2 991 -NA- E+X BmX001 DY 1 500 10 200 -NA- E+X BmX001 DY 11 580 -10 20 -NA- E+X BmZ001 DY 12 830 4 100 -NA- cs, E +X BmZ001 DY 45 830 5 300 -NA- Cr' E +X BmZ001 DY 69 830 5 600 -NA- -14 -Wed Dec 03 1•52.53 2008 Load Case Member Direction Offset Force Moment ft K K -ft E +X BmZ001 DY 105 83 6 100 -NA- E+X BmZ001 DY 135 83 6 100 -NA- E+X BmZ001 DY 172 20 5 200 -NA- E+X BmX002 DX 1 500 6 600 -NA- E+X BmX002 DY 1 500 10 200 -NA- E+X BmX002 DY 11 580 -10 20 -NA- E+X BmX003 DX 1 500 6 600 -NA- E+X BmX003 DY 1 500 10 200 -NA- E+X BmX003 DY 11 580 -10 20 -NA- E+X BmX005 DX 1 500 6 600 -NA- E+X BmX005 DY 1 500 10 200 -NA- E+X BmX005 DY 11 580 -10 20 -NA- E+X V001 DY 0 670 -2 991 -NA- E+X V001 DY 12 830 -4 100 -NA- E+X V001 DY 45 830 -5 300 -NA- E+X V001 DY 69 830 -5 600 -NA- E+X V001 DY 105 83 -6 100 -NA- E+X V001 DY 135 83 -6 100 -NA- E+X V001 DY 172 20 -5 200 -NA- E+Z BmX001 DY 11 580 10 800 -NA- E+Z BmX001 DY 17 420 10 800 -NA- E+Z BmX001 DY 23 420 10 800 -NA- E+Z BmZ001 DY 105 83 13 500 -NA- E+Z BmZ001 DY 135 83 -13 50 -NA- E+Z BmX001 DZ 11 580 2 600 -NA- E+Z BmX001 DZ 17 420 2 600 -NA- E+Z BmX001 DZ 23 420 2 600 -NA- E+Z BmX002 DY 11 580 -10 80 -NA- E+Z BmX002 DY 17 420 -10 80 -NA- E+Z BmX002 DY 23 420 -10 80 -NA- E+Z BmX002 DZ 11 580 2 600 -NA- E+Z BmX002 DZ 17 420 2 600 -NA- E+Z BmX002 DZ 23 420 2 600 -NA- E+Z BmX004 DY 7 580 10 800 -NA- E+Z BmX004 DY 13 420 10 800 -NA- E+Z BmX004 DY 19 420 10 800 -NA- E+Z BmX004 DZ 7 580 2 600 -NA- E+Z BmX004 DZ 13 420 2 600 -NA- E+Z BmX004 DZ 19 420 2 600 -NA- E+Z BmX005 DY 11 580 -10 80 -NA- E+Z BmX005 DY 17 420 -10 80 -NA- E+Z BmX005 DY 23 420 -10 80 -NA- E+Z BmX005 DZ 11 580 2 600 -NA- E+Z BmX005 DZ 17 420 2 600 -NA- E+Z BmX005 DZ 23 420 2 600 -NA- E +Z BmX006 DY 7 580 10 800 -NA- -4 E +Z BmX006 DY 13 420 10 800 -NA- -15 -Wed Dec 03 1052.53 2008 NM I I MI r MI MN MI IIIII E IIIIII E NM M MN MS MI MI NM r NM NM MO OM I MI MI I Load Case Member Direction Offset Force Moment ft K K -ft E +Z BmX006 DY 19 420 10 800 -NA- E+Z BmX006 DZ 7 580 2 600 -NA- E+Z BmX006 DZ 13 420 2 600 -NA- E+Z BmX006 DZ 19 420 2 600 -NA- E+Z BmX007 DY 7 580 -10 80 -NA- E+Z BmX007 DY 13 420 -10 80 -NA- E+Z BmX007 DY 19 420 -10 80 -NA- E+Z BmX007 DZ 7 580 2 600 -NA- E+Z BmX007 DZ 13 420 2 600 -NA- E+Z BmX007 DZ 19 420 2 600 -NA- E+Z BmX008 DY 7 580 10 800 -NA- E+Z BmX008 DY 13 420 1,0 800 -NA- E+Z BmX008 DY 19 420 10 800 -NA- E+Z BmX008 DZ 7 580 2 600 -NA- E+Z BmX008 DZ 13 420 2 600 -NA- E+Z BmX008 DZ 19 420 2 600 -NA- E+Z BmX009 DZ 7 580 2 600 -NA- E+Z BmX009 DZ 13 420 2 600 -NA- E+Z BmX009 DZ 19 420 2 600 -NA- E+Z BmX010 DY 7 580 -10 80 -NA- E+Z BmX010 DY 13 420 -10 80 -NA- E+Z BmX010 DY 19 420 -10 80 -NA- E+Z BmX010 DZ 7 580 2 600 -NA- E+Z BmX010 DZ 13 420 2 600 -NA- E+Z BmX010 DZ 19 420 2 600 -NA- E+Z BmX011 DY 7 580 10'800 -NA- E+Z BmX011 DY 13 420 10 800 -NA- E+Z BmX011 DY 19 420 10 800 -NA- E+Z BmX011 DZ 7 580 2 600 -NA- E+Z BmX011 DZ 13 420 2 600 -NA- E+Z BmX011 DZ 19 420 2 600 -NA- E+Z BmX012 DY 7 580 -10 80 -NA- E+Z BmX012 DY 13 420 -10 80 -NA- E+Z BmX012 DY 19 420 -10 80 -NA- E+Z BmX012 DZ 7 580 2 600 -NA- E+Z BmX012 DZ 13 420 2 600 -NA- E+Z BmX012 DZ 19 420 2 600 -NA- E+Z BmX013 DY 7 580 10 800 -NA- E+Z BmX013 DY 13 420 10 800 -NA- E+Z BmX013 DY 19 420 10 800 -NA- E+Z BmX013 DZ 7 580 2 600 -NA- E+Z BmX013 DZ 13 420 2 600 -NA- E+Z BmX013 DZ 19 420 2 600 -NA- E+Z BmX014 DY 7 580 -10 80 -NA- E+Z BmX014 DY 13 420 -10 80 -NA- y E +Z BmX014 DY 19 420 -10 80 -NA- Co E +Z BmX014 DZ 7 580 2 600 -NA- -16 -Wed Dec 03 1052.53 2008 Load Case Member Direction Offset Force Moment ft K K -ft E +Z BmX014 DZ 13 420 2 600 -NA- E+Z BmX014 DZ 19 420 2 600 -NA- E+Z V001 DY 105 83 13 500 -NA- E+Z V001 DY 135 83 -13 50 -NA- E-X BmX001 DX 1 500 -6 600 -NA- E-X BmZ001 DY 0 670 -2 991 -NA- E-X BmX001 DY 1 500 -10 20 -NA- E-X BmX001 DY 11 580 10 200 -NA- E-X BmZ001 DY 12 830 -4 100 -NA- E-X BmZ001 DY 45 830 -5 300 -NA- E-X BmZ001 DY 69 830 -5 600 -NA- E-X BmZ001 DY 105 83 -6 100 -NA- E-X BmZ001 DY 135 83 -6 100 -NA- E-X BmZ001 DY 172 20 -5 200 -NA- E-X BmX002 DX 1 500 -6 600 -NA- E-X BmX002 DY 1 500 -10 20 -NA- E-X BmX002 DY 11 580 10 200 -NA- E-X BmX003 DX 1 500 -6 600 -NA- E-X BmX003 DY 1 500 -10 20 -NA- E-X BmX003 DY 11 580 10 200 -NA- E-X BmX005 DX 1 500 -6 600 -NA- E-X BmX005 DY 1 500 -10 20 -NA- E-X BmX005 DY 11 580 10 200 -NA- E-X V001 DY 0 670 2 991 -NA- E-X V001 DY 12 830 4 100 -NA- E-X V001 DY 45 830 5 300 -NA- E-X V001 DY 69 830 5 600 -NA- E-X V001 DY 105 83 6 100 -NA- E-X V001 DY 135 83 6 100 -NA- E-X V001 DY 172 20 5 200 -NA- E-Z BmX001 DY 11 580 -10 80 -NA- E-Z BmX001 DY 17 420 -10 80 -NA- E-Z BmX001 DY 23 420 -10 80 -NA- E-Z BmZ001 DY 105 83 -13 50 -NA- E-Z BmZ001 DY 135 83 13 500 -NA- E-Z BmX001 DZ 11 580 -2 600 -NA- E-Z BmX001 DZ 17 420 -2 600 -NA- E-Z BmX001 DZ 23 420 -2 600 -NA- E-Z BmX002 DY 11 580 10 800 -NA- E-Z BmX002 DY 17 420 10 800 -NA- E-Z BmX002 DY 23 420 10 800 -NA- E-Z BmX002 DZ 11 580 -2 600 -NA- E-Z BmX002 DZ 17 420 -2 600 -NA- E-Z BmX002 DZ 23 420 -2 600 -NA- E-Z BmX004 DY 7 580 -10 80 -NA- c E -Z BmX004 DY 13 420 -10 80 -NA- cD E -Z BmX004 DY 19 420 -10 80 -NA- 17 Wed Dec 03 1052:53 2008 MI NM M MI I• r MI MI MI MI OM I MI MI Load Case Member Direction Offset Force Moment ft K K -ft E -Z BmX004 DZ 7 580 -2 600 -NA- E-Z BmX004 DZ 13 420 -2 600 -NA- E-Z BmX004 DZ 19 420 -2 600 -NA- E-Z BmX005 DY 11 580 10 800 -NA- E-Z BmX005 DY 17 420 10 800 -NA- E-Z BmX005 DY 23 420 10 800 -NA- E-Z BmX005 DZ 11 580 -2 600 -NA- E-Z BmX005 DZ 17 420 -2 600 -NA- E-Z BmX005 DZ 23 420 -2 600 -NA- E-Z BmX006 DY 7 580 -10 80 -NA- E-Z BmX006 DY 13 420 -10 80 -NA- E-Z BmX006 DY 19 420 -10 80 -NA- E-Z BmX006 DZ 7 580 -2 600 -NA- E-Z BmX006 DZ 13 420 -2 600 -NA- E-Z BmX006 DZ 19 420 -2 600 -NA- E-Z BmX007 DY 7 580 10 800 -NA- E-Z BmX007 DY 13 420 10 800 -NA- E-Z BmX007 DY 19 420 10 800 -NA- E-Z $mX007 DZ 7 580 -2 600 -NA- E-Z BmX007 DZ 13 420 -2 600 -NA- E-Z BmX007 DZ 19 420 -2 600 -NA- E-Z BmX008 DY 7 580 -10 80 -NA- E-Z BmX008 DY 13 420 -10 80 -NA- E-Z BmX008 DY 19 420 -10 80 -NA- E-Z BmX008 DZ 7 580 -2 600 -NA- E-Z BmX008 DZ 13 420 -2 600 -NA- E-Z BmX008 DZ 19 420 -2 600 -NA- E-Z BmX009 DZ 7 580 -2 600 -NA- E-Z BmX009 DZ 13 420 -2 600 -NA- E-Z BmX009 DZ 19 420 -2 600 -NA- E-Z BmX010 DY 7 580 10 800 -NA- E-Z BmX010 DY 13 420 10 800 -NA- E-Z BmX010 DY 19 420 10 800 -NA- E-Z BmX010 DZ 7 580 -2 600 -NA- E-Z BmX010 DZ 13 420 -2 600 -NA- E-Z BmX010 DZ 19 420 -2 600 -NA- E-Z BmX011 DY 7 580 -10 80 -NA- E-Z BmX011 DY 13 420 -10 80 -NA- E-Z BmX011 DY 19 420 -10 80 -NA- E-Z BmX011 DZ 7 580 -2 600 -NA- E-Z BmX011 DZ 13 420 -2 600 -NA- E-Z BmX011 DZ 19 420 -2 600 -NA- E-Z BmX012 DY 7 580 10 800 -NA- E-Z BmX012 DY 13 420 10 800 -NA- E-Z BmX012 DY 19 420 10 800 -NA- E -Z BmX012 DZ 7 580 -2 600 -NA- E-Z BmX012 DZ 13 420 -2 600 -NA- 18 -Wed Dec 03 1052.53 2008 Load Case Member Direction Offset Force Moment ft K K -ft E -Z BmX012 DZ 19 420 -2 600 -NA- E-Z BmX013 DY 7 580 -10 80 -NA- E-Z BmX013 DY 13 420 -10 80 -NA- E-Z BmX013 DY 19 420 -10 80 -NA- E-Z BmX013 DZ 7 580 -2 600 -NA- E-Z BmX013 DZ 13 420 -2 600 -NA- E-Z BmX013 DZ 19 420 -2 600 -NA- E-Z BmX014 DY 7 580 10 800 -NA- E-Z BmX014 DY 13 420 10 800 -NA- E-Z BmX014 DY 19 420 10 800 -NA- E-Z BmX014 DZ 7 580 -2 600 -NA- E-Z BmX014 DZ 13 420 -2 600 -NA- E-Z BmX014 DZ 19 420 -2 600 -NA- E-Z V001 DY 105 83 -13 50 -NA- E-Z V001 DY 135 83 13 500 -NA- L BmX001 DY 1 500 -33 40 -NA- L BmX001 DY 11 580 -4 500 -NA- L BmX001 DY 17 420 -4 500 -NA- L BmX001 DY 23 420 -4 500 -NA- L BmZ001 DY 45 830 -3 800 -NA- L BmZ001 DY 69 830 -1 300 -NA- L BmX002 DY 1 500 -33 40 -NA- L BmX002 DY 11 580 -4 500 -NA- L BmX002 DY 17 420 -4 500 -NA- L BmX002 DY 23 420 -4 500 -NA- L BmX003 DY 1 500 -33 40 -NA- L BmX003 DY 11 580 -4 500 -NA- L BmX003 DY 17 420 -4 500 -NA- L BmX003 DY 23 420 -4 500 -NA- L BmX004 DY 7 580 -4 500 -NA- L BmX004 DY 13 420 -4 500 -NA- L BmX004 DY 19 420 -4 500 -NA- L BmX005 DY 1 500 -33 40 -NA- L BmX005 DY 11 580 -4 500 -NA- L BmX005 DY 17 420 -4 500 -NA- L BmX005 DY 23 420 -4 500 -NA- L BmX006 DY 7 580 -4 500 -NA- L BmX006 DY 13 420 -4 500 -NA- L BmX006 DY 19 420 -4 500 -NA- L BmX007 DY 7 580 -4 500 -NA- L BmX007 DY 13 420 -4 500 -NA- L BmX007 DY 19 420 -4 500 -NA- L BmX008 DY 7 580 -4 500 -NA- L BmX008 DY 13 420 -4 500 -NA- L BmX008 DY 19 420 -4 500 -NA- CYD L BmX009 DY 7 580 -4 500 -NA- L BmX009 DY 13 420 -4 500 -NA- 19 -Wed Dec 03 1052:53 2008 MI MI N•- r• NM I MB MN r NM N r NM NM N MN MI MI MI MN MI Load Case Member Direction Offset Force Moment ft K K -ft L BmX009 DY 19 420 -4 500 -NA- L BmX010 DY 7 580 -4 500 -NA- L BmX010 DY 13 420 -4 500 -NA- L BmX010 DY 19 420 -4 500 -NA- L BmX011 DY 7 580 -4 500 -NA- L BmX011 DY 13 420 -4 500 -NA- L BmX011 DY 19 420 -4 500 -NA- L BmX012 DY 7 580 -4 500 -NA- L BmX012 DY 13 420 -4 500 -NA- L BmX012 DY 19 420 -4 500 -NA- L BmX013 DY 7 580 -4 500 -NA- 'L BmX013 DY 13 420 -4 500 -NA- L BmX013 DY 19 420 -4 500 -NA- L BmX014 DY 7 580 -4 500 -NA- L BmX014 DY 13 420 -4 500 -NA- L BmX014 DY 19 420 -4 500 -NA- L BmX015 DY 7 580 -4 500 -NA- L BmX015 DY 13 420 -4 500 -NA- L BmX015 DY 19 420 -4 500 -NA- L V001 DY 45 830 -3 800 -NA- L V001 DY 69 830 -1 300 -NA- S BmZ001 DY 0 670 -6 400 -NA- S BmZ001 DY 12 830 -11 00 -NA- S BmZ001 DY 45 830 -11 00 -NA- S BmZ001 DY 69 830 -1000 -NA- S BmZ001 DY 105 83 -11 00 -NA- S BmZ001 DY 135 83 -11 00 -NA- S BmZ001 DY 172 20 -6 400 -NA- S V001 DY 0 670 -6 400 -NA- S V001 DY 12 830 -11 00 -NA- S V001 DY 45 830 -11 00 -NA- S V001 DY 69 830 -10 00 -NA- S V001 DY 105 83 -11 00 -NA- S V001 DY 135 83 -11 00 -NA- S V001 DY 172 20 -6 400 -NA- W+X BmZ001 DY 0 670 4 800 -NA- W+X BmZ001 DY 12 830 14 700 -NA- W+X BmZ001 DY 45 830 19 000 -NA- W+X BmZ001 DY 69 830 20 000 -NA- W+X BmZ001 DY 105 83 22 000 -NA- W+X BmZ001 DY 135 83 22 000 -NA- W+X BmZ001 DY 172 20 12 800 -NA- W+X V001 DY 0 670 -8 400 -NA- W+X V001 DY 12 830 -25 60 -NA- W+X V001 DY 45 830 -33 00 -NA- W +X V001 DY 69 830 -34 70 -NA- c::7 NJ W +X V001 DY 105 83 -38 20 -NA- -20 -Wed Dec 03 1•52.53 2008 Load Case Member Direction Offset Force Moment ft K K -ft W +X V001 DY 135 83 -38 20 -NA- W+X V001 DY 172 20 -22 20 -NA- W-X BmZ001 DY 0 670 -4 800 -NA- W-X BmZ001 DY 12 830 -14 70 -NA- W-X BmZ001 DY 45 830 -19 00 -NA- W-X BmZ001 DY 69 830 -20 00 -NA- W-X BmZ001 DY 105 83 -22 00 -NA- W-X BmZ001 DY 135 83 -22 00 -NA- W-X, BmZ001 DY 172 20 -12 80 -NA- W-X V001 DY 0 670 8 400 -NA- W-X V001 DY 12 830 25 600 -NA- W-X V001 DY 45 830 33 000 -NA- W-X V001 DY 69 830 34 700 -NA- W-X V001 DY 105 83 38 200 -NA- W-X V001 DY 135 83 38 200 -NA- W-X V001 DY 172 20 22 200 -NA- Design Groups Group Elements LL Factor Unity Design Shape Overstrength GB -BLD(E 1 1 0000 0 9271 Rectangle 24X36 No GB -BLD(N 1 1 0000 0 9091 Rectangle 24X48 No GB -BLD(W 1 1 0000 0 9995 Rectangle 24X36 No GB -CROSS 3 1 0000 0 9901 Rectangle 18X24 No GB -CROSS 12 1 0000 0 9444 Rectangle 18X24 No Design Group Results Concrete Beam (ACI318 -05) Report GB- BLD(N) For Group Member Size Rectangle 24X48 Size Width 48 in Height 24 in f'c 3 Ksi Fy 60 Ksi, Tie Fy 60 Ksi Top Cover 2 in, Bottom Cover 3 in Reinforcing Steel Details TL Bars TC Bars 6 #6 TR Bars B Bars BC Bars 6 #6 S Bars (Each Side) 3 #4 Stirrups are #3 s and have 2 legs cn Stirrup Spacings W P are 80 @5 in -21 -Wed Dec 03 1052:53 2008 MI NM MI IIIII NM MN MN NM M M MI I MN M N MI NM OM MI NM MN MI EN M— r— ow mg mg Dist -Mu Reqd -Mu Prov -Rho/ -Rho/ +Mu Reqd +Mu Prov +Rho/ +Rho/ Fr 'St K -ft K -ft Max RhoMin K -ft K -ft Max RhoMin ft 9 178 6 244 8 0 17 0 78 63 43 232 9 0 18 0 81 Dist Vu Reqd Tu Reqd Spa Spa Phi Vc Al Al Fr St K K -ft Reqd Prov K Prov Reqd ft in in in ^2 in ^2 5 29 59 60 82 5 500 5 79 86 3 954 2 728 Location Of Depth To Num Of Section Steel Layers in Left Moment 21 25 1 Center Moment 21 25 1 Right Moment 21 25 1 Positive Moment 20 25 1 Concrete Beam (ACI318 -05) Report GB- BLD(E) For Group Member Size Rectangle 24X36 Size Width 36 in Height 24 in f c 3 Ksi Fy 60 Ksi Tie Fy 60 Ksi Top Cover 2 in Bottom Cover 3 in Reinforcing Steel Details TL Bars TC Bars 6 #6 TR Bars B Bars BC Bars 6 #6 S Bars (Each Side) 2 #4 Stirrups are #3 s and have 2 legs Stirrup Spacings are 700 @3 in Dist -Mu Reqd -Mu Prov -Rho/ -Rho/ +Mu Reqd +Mu Prov +Rho/ +Rho/ Fr St K -ft K -ft Max RhoMin K -ft K -ft Max RhoMin ft 45 92 91 52 242 2 0 22 1 04 171 5 230 3 0 23 1 09 Dist Vu Reqd Tu Reqd Spa Spa Phi Vc Al Al Fr St K K -ft Reqd Prov K Prov Reqd ft in in in ^2 in ^2 45 92 19 39 55 77 7 333 3 59 89 2 595 2 406 Location Of Depth To Num Of Section Steel Layers in Left Moment 21 25 1 Center Moment 21 25 1 22 -Wed Dec 03 1052:53 2008 Right Moment 21 25 Positive Moment 20 25 Concrete Beam (ACI318 -05) Report For Group Member Size Rectangle f'c 3 Ksi, Fy 60 Ksi Tie Fy Reinforcing Steel Details TL Bars TC Bars 6 #6 TR Bars B Bars BC Bars 6 #6 S Bars (Each Side) 1 #4 Stirrups are #3 s and have 2 legs Stirrup Spacings are 410 @5 in Torsional Moment Reduction for Indeterminate Redistribution Was Taken Dist -Mu Reqd -Mu Prov Fr St K -ft K -ft ft 45 92 42 28 242 2 Dist Fr St ft 28 70 Left Moment Center Moment Right Moment Positive Moment Vu Reqd Tu Reqd K K -ft 20 29 91 33 Reinforcing Steel Details TL Bars TC Bars 4 #6 TR Bars Cr B Bars 1 1 GB- BLD(W) 24X36 Size Width 36 in Height 24 in 60 Ksi, Top Cover 2 in, Bottom Cover 3 in -Rho/ Max 0 22 1 04 Spa Reqd in 5 002 Location Of Depth To Num Of Section Steel Layers in 21 25 21 25 21 25 20 25 1 1 1 1 -Rho/ +Mu Reqd +Mu Prov +Rho/ +Rho/ RhoMin K -ft K -ft Spa Prov in 5 121 2 230 3 Phi Vc K 59 89 Al Prov in ^2 4 193 Concrete Beam (ACI318 -05) Report GB- CROSS+ For Group Member Size Rectangle 18X24 Size Width 24 in, Height 18 in Max RhoMin 0 23 Al Reqd in ^2 2 254 f c 3 Ksi Fy 60 Ksi, Tie Fy 60 Ksi Top Cover 2 in Bottom Cover 3 in 1 09 4,- t3`( -IArIZ CALL 5491-1... QIN toNc DsTA !L S, SH aZ RECJiRcoIcENT_ s J 3 D)3cKt T00510■ -23 -Wed Dec 03 1052:53 2008 f�-�� I 1 cci7) r me NE o r um ow EN s g tit ow Mr I I MN MI i w r MI MI r BC Bars 4 #6 S Bars (Each Side) 1 #4 Stirrups are #3 s and have 2 legs Stirrup Spacings are 69 @5 in Torsional Moment Reduction for Indeterminate Redistribution Was Taken Member Dist -Mu Reqd -Mu Prov -Rho/ -Rho/ +Mu Reqd +Mu Prov +Rho/ +Rho/ ID Fr St K -ft K -ft Max RhoMin K -ft K -ft Max RhoMin ft BmX005 4 108 1 113 9 0 31 1 44 23 27 106 0 0 33 1 54 BmX003 4 102 5 113 9 0 31 1 44 22 62 106 0 0 33 1 54 BmX002 4 99 54 113 9 0 31 1 44 22 95 106 0 0 33 1 54 Member Dist Vu Reqd Tu Reqd Spa Spa Phi Vc Al Al ID Fr St K Reqd Prov K Prov Reqd ID ft in in in ^2 in ^2 BmX005 25 15 56 19 56 -.5 050 5 28 10 3 156 1 188 BmX003 2 46 09 0 7 125 5 28 10 3 703 0 BmX002 30 14 48 8 844 7 125 `N 5 28 10 1 727 1 307 Member Location Of Depth To Num Of ID Section Steel Layers in ti [4.. ,t..t. BmX002 Left Moment 15 25 1 BmX002 Center Moment 15 25 1 BmX002 Right Moment 15 25 1 BmX002 Positive Moment 14 25 1 Concrete Beam (ACI318 -05) Report GB -CROSS For Group Member Size Rectangle 18X24 Size Width 24 in Height 18 in f c 3 Ksi Fy 60 Ksi Tie Fy 60 Ksi Top Cover 2 in Bottom Cover 3 in Reinforcing Steel Details TL Bars TC Bars 4 #6 TR Bars B Bars Q C�11) Po� T-f! C►t 3 Dl- -25 BC Bars 4 #6 t S Bars (Each Side) 2 #4 Stirrups are #3 s and have 2 legs Stirrup Spacings are 74 @4' in Torsional Moment Reduction for Indeterminate Redistribution Was Taken -24 -Wed Dec 03 1052:53 2008 Member Dist -Mu Reqd -Mu Prov -Rho/ -Rho/ +Mu Reqd +Mu Prov +Rho/ +Rho/ cn ID Fr St K -ft K -ft Max RhoMin K -ft K -ft Max RhoMin rn ft BmX016 26 6 081 113 9 0 31 1 44 57 09 106 0 0 33 1 54 BmX015 14 73 22 46 113 9 0 31 1 44 46 34 106 0 0 33 1 54 BmX014 26 38 73 113 9 0 31 1 44 67 80 106 0 0 33 1 54 BmX013 26 55 04 113 9 0 31 1 44 99 32 106 0 0 33 1 54 BmX012 26 41 45 113 9 0 31 1 44 87 19 106 0 0 33 1 54 BmX011 26 39 19 113 9 0 31 1 44 88 62 106 0 0 33 1 54 BmX009 13 87 12 04 113 9 0 31 1 44 48 67 106 0 0 33 1 54 BmX008 26 41 46 113 9 0 31 1 44 85 53 106 0 0 33 1 54 BmX007 26 54 68 113 9 0 31 1 44 94 00 106 0 0 33 1 54 BmX006 26 52 10 113 9 0 31 1 44 88 90 106 0 0 33 1 54 BmX004 26 56 65 113 9 0 31 1 44 82 94 106 0 0 33 1 54 BmX010 26 43 77 113 9 0 31 1 44 86 01 106 0 0 33 1 54 2P Member Dist Vu Reqd Tu Reqd S Spa Phi Vc Al Al ID Fr St K K -ft r Reqd Prov K Prov Reqd ID ft in in in ^2 in ^2 BmX016 23 40 15 30 (215_1, 51 4 235 4 28 10 3 291 1 062 BmX015 0 4 790 20 60 8 313 4 28 10 3 732 1 147 BmX014 4 333 15 26 7 586 7 125 4 28 10 3 767 0 BmX013 26 18 47 8 956 7 125 4 28 10 1 384 1 307 BmX012 4 333 15 54 2 315 7 125 4 28 10 3 679 0 BmX011 4 333 14 54 2 954 7 125 4 28 10 3 513 0 BmX009 0 4 559 4 734 24 4 28 10 3 838 0 BmX008 4 333 15 48 7 117 7 125 4 28 10 3 835 0 BmX007 26 16 84 11 25 6 556 4 28 10 1 549 1 307 BmX006 26 16 42 13 25 6 118 4 28 10 1 707 1 307 BmX004 26 15 93 14 09 5 949 4 28 10 1 890 1 307 BmX010 24 27 16 11 16 87 5 456 4 28 10 2 370 1 296 Member Location Of Depth To Num Of ID Section Steel Layers in BmX010 Left Moment 15 25 1 BmX010 Center Moment 15 25 1 BmX010 Right Moment 15 25 1 BmX010 Positive Moment 14 25 1 25 -Wed Dec 03 1052.53 2008 N MN N NM In I MB NM I 11•1 11111 111111 N I f WHiiarrr F `phaup. 07750 GREEN CREEK •Bradford (onrad Crow _Engineering Co. NORTHEAST RETAINING WALL Code: IBC 2003 #5 bars 12 in Wall General Burial Depth Material Rebar Fy Concrete Pc Unit Weight Footing Footing Thickness Heel Length Toe Length Heel Bar Size Heel Bar Spacing Hook Heel Bars Downward Heel Bar Cover Toe Bars Hook Into Stem Toe Bar Cover Key Has Key 2 f 60 ksi 3 ksi 150 lb/ft' 24 in 0.5 ft 1.83 ft #5 12 in Yes 2 in Yes 3 in No 3ft General Stem Type Single Tapered Bars Developed Top No Has Lateral Support (Restrained WJo Extension Above Backfill 0.5 ft Geometry Stem Top Thickness 8 in Tapered No Bar Cover 2 in Reinforcement Dowel Bar Size #5 Dowel Bar Spacing 12 in Bars are Centered Yes Dowel Bar Embedment Hook into Toe Has Lapped Bars No Cutoff Alternate Bars No IES QuickRWall I- IH 1.83ft0.5ft Load Case: Load Case 1 8 in 125 psf (surcharge) DL= 012k/ft ft LL 0.31 k/ft� #5 @12 in 4.5 ft 24 in 1.. i 0.5 ft #5 bars 12 in 6.5 ft 4ft Loads Backfill Retained Height 4 ft Slope 0° Gamma (weight) 135 lb/ft Use Equiv. Fluid Pressure (EFP) a Equiv. Fluid Density 65lb/ft' Has Water in Backfill t'(o Passive Pressure Toe Calculation Method EFP Equiv. Fluid Density 65 IMF Gamma (weight) 135 Ib/ft' Apply Only to Key No Overburden Depth To Ignore 0 ft Surcharge (Uniform) Surcharge Type Pressure Surcharge Pressure 125 psf Surcharge (Line /Strip) Type None Axial Load Apply Axial Load On Stem Yes Axial Dead Load 0.12 k/t Axial Live Load 0.31 k/ft Axial Load Eccentricity 1 ft Lateral Load Apply Lateral Pressure To Stem No Seismic Loading Has Backfill Seismic Load Yes Kh 0.20 Kv 0.00 YEFP 65 Ib /ft 24 in 125 psf (surcharge) DL= 0.12k /ftU ft 4 i LL 0.31 k/ft Assumptions Restrained Against Sliding Neglect Bearing Heel Use Vert. Comp. for OT Use Vert. Comp. for Sliding Use Vert. Comp. for Bearing Use Surcharge for Sliding OT Use Surcharge for Bearing Neglect soil over toe Neglect Backfill Wt. for Coulomb Factor Soil Wt as Dead Use Passive Force for OT Assume Pressure to Top Geotechnical Friction Coefficent Wall Friction Angle Stability Criteria Required F.S. for Overturning Required F.S. for Sliding Allowable Bearing Pressure Req'd Bearing Location YEFP 65 lb/ft C. r Yes Yes No No Yes Yes Yes No No Yes Yes Yes 0.35 0° 1.50 1.50 3000 psf Under footing Page 1 of 31 Monday, December 01, 2008 4 58 PM 68 William; F Phaup Project Ttle Bradford Conrad Crow Engineering Co. Description of the projeCtis displayed here. Code: IBC 2003 Load Combinations 1 4D 1.2D 1.6L 1.6H 1.2D 0.5L 1.6W 1.2D 0.5L 1.0E 0.9D 1.6H 1.0E 0.9D 1.6H 1.6W Force Calculations Backfill Pressure Pressure calculated via equivalent fluid pressure method. a HYEFP ft) (65 /ft') 390 psf P 2 Ha 2 (6 ft) (390 psf) 1 17 k/ft Surcharge: EFP 651b/ft' YEFP 65 lb/ft K Y 1351b/ft' 0.48 a K 0.48 (125 psf) 60.19 psf Checked Stem Base Mu: 0.17 ft •k/ft 2.52 ft •k/ft 0.54 ft •k/ft 0.91 ft •k/ft 1.58 ft .k/ft 1.22 ft •k/ft P Ha (6 ft) (60.19 psf) 0.36 k/ft Passive Pressure Toe YEFP 65 lb/ft Pressure calculated via equivalent fluid pressure_methicdd. a HYEFP ft) (65 lb /ft') psf P 2 (HPre dP 2 (2 ft) (130 psf) 0.131dft IES QuickRWall Load Case: Load Case 1' Stem Pos Mu: Stern Base Vu: Heel Mu: Heel Vu: Toe Mu: 0.17 ft •k/ft 0.k/ft 0.15 ft •k/ft 0.05 ft •k/ft 0 ft .k/ft 0.64 ft 'k/ft 1.22 k/ft 0.15 ft •k/ft 0.05 ft •k/ft 0 ft •k/ft 0.3 ft •k/ft 0.12 k/ft 0.13 ft •k/ft 0.04 ft •k/ft 0 ft •k/ft 0.3 ft •k/ft 0.27 k/ft 013 ft •k/ft 0.04 ft •k/ft 0 ft •k/ft 0.11 ft kilt 0.98 k/ft 0.09 ft •k/ft 0.03 ft •k/ft 0 ft •k/ft 0.11 ft •k/ft 0.83 k/ft 0.09 ft 'k/ft 0.03 ft 'k/ft 0 ft •k/ft Location 3 3ft 2 ft Location 2 H 2 (6 ft) 3 ft 390 psf Location H P Hkey 2 3 ft 0 ft 0.67 ft 3 0.13 k/ft 0.67 ft t 2 ft Toe Vu: 0 ft •k/ft 0 ft •k/ft 0 ft •k/ft 0 ft •k/ft 0 ft •k/ft 0 ft •k/ft 117k/ft Page 2 of 31 Monday, December 01, 2008 4 55 PM 69 1 William F Ph'aup Force Calculations Seismic Load Dynamic static force (Mononobe Okabe eqn) 8' arctan 1 k arctan 1 1 0 2 00] 11.31 Kae sine (R cos e' sin sin (p e' S) 1 sg sin (d) S) sin (4) 0' a) 2 [sin (p S 8) sin (a +R)� sine (90° 30° 11.31°) cos (11.31°) sin (90 sin (90° 11.31 0 1 +sgrt [sin (30° 0 sin (3) 11.31° 00)] 1 2 s (90° 0° 11.31 sin (0° 90 0.473 Pae 2 KaeYW (1 k 2 (0.473) (1351b/ft (6 ft) (1 0.00) 1 15 k/ft Static only force (Coulomb eqn) Ka sin (R 0) sin sin (p S) [1 +sgrt in (p S) 1 sin (a p).1 I sin (90° 30 sin (90 sin (90° 0 1 sqrt sin s i n (30° 90° 0° )sin (30° 0 90 2 (90° 0.333 Pa 2 K 1 (0.333) (135 lb /ft (6 ft) 0.81 k/ft IES QuickRWall Lead Case: Load Case) 90.68 psf 22.67 psf Net dynamic force oPae Pae P 1 15 k/ft 0.81 k/ft 0.34 k/ft acting at 0° Location 0.6H 0.6 (6 ft) 3.6 ft To arrive at pressure used to determine stem moments, apply inverted triangular pressure plus a uniform portion to bring resultant to 0.611 0.34 k/ft r 3.6 ft Page 3 of 31 Monday, December 01, 2008 4 55 PM 70 William F 'Phaup Project Title I Bradford Conrad Crow Engineering Co. Descr lotion Of the project is displayed "here. Code: IBC 2003 Load Case: "Load Case 1 Force Calculations Wall Weights Backfill Weights Bearing Pressure IES QuickRWall ..W d2 r W, dl W3 d3 WI y1A1 (150 /ft (5.99 ftZ) 0.9 k/ft W2 y2A2 (150 Mall (3 ft 0.45 k/ft d 1.5 ft d 2.16 ft W3 y3A3 (1351b/ft (2 ftZ) 0.27 k/ft d 2.75 ft f R W W2 W3 P P Dl iyl i I.l�xial 0.9 k/ft 0.45 k/ft 0.27 k/ft 0 loft 0.061dft *A:12 k/ft 0.31 k/ft 2.11 k/ft (82.4% dead, 17 6% live, 9.0% earth) M W 1d1 W2d2 W3d3 Pavbf 'rah P sur,hdsur,h ,p sur,w sur,v DLaxiale L Pseis y (1.5 ft) (0.9 k/ft)(2.16 ft) (0.45 k/ft) (2.75 ft) (0.27 k/ft) (0 k/ft) (3 ft) (1 17 k/ft) aft (0.36 k/ft) 3 ft (0.0610 (22..75 ft) (0.12 k/ft) (1 16 ft) (0.31 k/ft) (1 16 ft) (0.34 k/ft) (3.6 ft) 0.91h1' k/ft _M 0.91 ftk/ft 0.43 ft (off of footing; can't compute bearing pressure) R 2.11 k/ft Page 4 of 31 Monday, December 01, 2008 4 55 PM 71 William `F .Phaup Project Title Bradford Conrad. Crow Engineering.Co. Description of the 'project jsdisptayed.here. Code: IBC 2003 Force Calculations Friction Force IES QuickRWall 7 77/1-) t, 'Load Case: toad Case 1 F µR (0.35) (1.8 k/ft) 0.63 k/ft Note: Bearing resultant used here was decreased'by 0 k/ft to remove vertical backfill component effect. (prevent vertical backfill component from contributing to sliding resistance) Note: Bearing resultant used hereyas decreased by 0.31 k/ft to remove axial live load effect. (prevent live load from.Eohtnbuting to sliding resistance) Page 5 of 31 Monday, December 01, 2008. 4 55 PM 72 William F Phaup 'ProjectTitte 'BradfordConrad -.Grow Engineers ig:CO. Description of the project.fs displayed here. Code: IBC 2€03 Stability Checks Overturning Check Overturning Moments Backfill pressure Surcharge (resulting lateral) Seismic force Resisting Moments W1 (footing) W2 (stem) W3 (soil) Passive pressure toe Surcharge (applied vertical) Axial force (DL only) ,r F.S. RM 3.46,ftk /ft 0.745 (fails) OTM 4:65 ft•k/ft Bearing Capacity Check Resultant is not under footing (fails) A- t\ •F-©.JrJ P t∎Ohi Force 0.9 k/ft 0 45 k/y 0.27ddft 013k/ft 0 06 klft 012k/ft 1AI SENT Loadtase: Load Case 1. Force Distance Moment 1 17 k/ft 2 ft 2.34 ft:k/ft 0.36 k/ft 3 ft 1 08 fttk/ft 0.34 k/ft 3.6 ft 1.22 ft/ft Total: 4 65- ft•k/ft Distance Moment 1 5 ft 1.35 ft•k /ft 2.16 ft 0.97 fttk/ft 2.75ft 074fttk/ft 0.67 ft 2.75 ft 116ft Total: 0.09 ft.k/ft 0.17 ft.k/ft 0.14 fttk/ft 3 46 ft•k/ft S 'TO LONL,R M r�1Ntc� ut�, Sliding Check Check not performed; restrained against sliding. TREsoL' Uw ALRNCE.O w A L 0 r N\ vi 5 �1 CZ 0 53 "e) AM5 Rrsv Rat 1_, is No J IES QuickRWall Page 6 of 31 Monday, December 01, 2008 4 55 PM 73 1Ni11iarri.F Phaup Project Title Bradford .Conrad Crow Engineering Co. Description of the project is displayed here. Code: IBC 2003 Heel Check '11111 1 1 1111111 bats i2 It (neglect bearing pressure) fer) 24 in Design Forces Controlling combination: 1.2D 1.6L 1.6H Min Tensile Strain Check Extreme tensile strain 0.0880 0.004 Development #5 bars 12 in: Developed by 90° hook ,Load Case: Load Case 1 wb 540 psf (backfill) s 125 psf (surcharge) w 300 psf (concrete) J Flexure Check 4)Mu 4A (d a/2) 0.90 (0.31 ire/ft) (60 ksi) [21.69 in (0.61 in) /2] 29.83 ft•k/ft Min Reinforcement Check Shear Check oV [2 sqrt (0] d (0.75) [2 sqrt (3000 psi)] (21.69 in) 21.38 k/ft (1)Vu V Not needed: capacity 1/3 greater than req'd: 29.83 ft kJft 197.550 M 0.15 tbk/ft M 1.20 2 n L 1.20 2 mbL 1.60 2 n L 1.20 2 (300 psf) (0.5 ft) 1.20 2 (540 psf (0.5 ft) 2 1.60 2 (125 psf) (0.5 ft) 0.15 ft-k/ft M stem base 2.52 ft•k/ft 0.15 ftk/ft (does not control for heel) V I.200) 1.20cobL 1.60n 1.20 (300 psf) (0.5 ft) 1.20 (540 psf) (0.5 ft) 1.60 (125 psf) (0.5 ft) 0.6 k/ft 1 (0.02pxfOgrt (Q) db (0.02 (1 0) (1 0) (60 ksi) /sqrt (3 ksi)) (0.63 in) 13.69 in La 0.7 (13.69 in) 9.59 in (reduction allowed by ACI 12.5.3a) Excess reinforcement reduction of 12.5.3 (d) 0.5 %L.d 0.5% (9.59 in) 0.05 in Actual La (26.96 in) required La (0.05 in) Minimum extension 12db 12 (0.63 in) 7.5 in 7.5 in (actual extension) Minimum inside bend diameter 6d 6 (0.63 in) 3.75 in 5 in (actual diameter) J .1 IES QuickRWall Page 7 of 31 Monday December 01, 2008 4 55 PM 74 William F Phaup Project Title Bradford Conrad Crow Engineering Co. ;Description of the.project:is displayed'here, Code: 113C 2003 Load Case: Load Case I Toe Check TO I CI4 1, A10 ii k1 Rra Ai RFC 6 ‘...u. 0 M \,.I 1-1..\ f-o uN t I l ov c 2 0 33 C. A 0£- 13 F R. rA 5 5-€_<_. C ril e -r- m ,-e. Q \sd if: -r, \ow -&.-s The check could not be performed; either there is no toe, or the overturning moment is too high to calculate meaningful bearing pressure. IES QuickRWall Page 8 of 31 Monday, December 01, 2008 4 55 PM 75 William, F Phaup. Bradford Conrad Crow. Engineering Co. Code: Ii3C 2003 Stem Check C B A Negative Moment Capac; A 0.31 in2 12 in 0 in2 /ft b y @A Negative Moment Capacity B 0.31 in2 0.31 in /ft b 12 in Project Ttie .Description of the project i displayed here. Load Case: Load ,Case J. Ld 1.37ft 12 in d th cover 2 8 in 3.69 in 0 6 2 4 in 4M„ 4A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [4 in (0.61 in) /2] 5 16 ft•k/ft d th cover 2 8 in 3.69 in 0.6� in 4 in 4)M,, 4A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [4 in (0.61 in) /2] 5.16 ft-k/ft Combination: 1.2D 1.6L +1.6H I 4.5 0.6 1.2 1.8 2.4 3 3.6 4.2 4.8 5.4 6 inn Mu (ft'Wft) 4.05 3.6 3.15 2.7 2.25 (ft) 1.8 1.35 0.9 0.45 IES QuickRWall Page 9 of 31 Monday, December 01, 2008 4 55 PM 76 William "F .Phaup Project Title Bradford Conrad Crow Engineering Co. Description >of. the.project is dispiayed here. Code: IBC "2003 Load Case:: toad Case 1 Stem Check Development length from C to B (#5 12 in) 3 f. apyX 3 60000 psi (1 0) (1.0) (0.8) (1.0) 26.29 db 40 sqrt (f 'c K�' 40 sqrt (3000 psi) 2.50 d J where: c d 0.625 in 6.40 2.5 use 2.5 b where: a 1.0 (5512' fresh concrete below) p 1.0 (bars not coated) y 0.8 (bar size #6) x 1 0 (normal wt concrete) K 0 (no transverse reinforcement) c 4 in (lesser of bar ctr to outer edge or half of or to ctr spacing) Ld d db (26.29) (0.625 in) 16.43 in Shear checks base: V„ 1.22 k/ft 4 V„ 4) [2 sqrt (f d (0.75) [2 sqrt (3000 psi)] (4 in) 3.94 k/ft 54 in: V„ 0 k/ft (N„ 4) [2 sqrt (f d (0.75) [2 sqrt (3000 psi)] (4 in) 3.94 k/ft Development of bars into footing #5 bars 12 in: Developed by 90° hook Ldh (0.02pxf (f db (0.02 (1.0) (1.0) (60 ksi) /sqrt (3 ksi)) (0.63 in) 13.69 in Ldh 0.7 (13.69 in) 9.59 in (reduction allowed by ACI 12.5.3a) Excess reinforcement reduction of 12.5.3 (d) 48.9 %Ld 48.9% (9.59 in) 4.69 in Actual Ldh (21 in) required Ldh (4.69 in) Minimum extension 12db 12 (0.63 in) 7.5 in 5. 23.77 in (actual extension) Minimum inside bend diameter 6db 6 (0.63 in) 3.75 in 5 in (actual diameter) Check Minimum Steel At 0 in: At 54 in: Lower limit 200d 200 (4 in) 0.16 in 2 /ft A limit f 60000 psi smin A s 5.16 ft k/ft Check not needed: capacity 1/3 greater than req'd: 2.52 ft k/ft 2.045 �s.min 3 *sqrt (f d 3 *sqrt (3000 psi) 4 in 0.131 in /ft b f 60000 psi A 0.31 in 12 in 0 in2 /ft b b D 4)Vn> V u N./ .V„ V„ IES QuickRWall Page 10 of 31 Monday, December 01, 2008 4 55 PM 77 Phaup Bradford Conrad Crow Engineering Co. Code: IBC 2003 Stem Check Check Min Tensile Strain At 0 in: Project Title Extreme tensile strain 0.0138 0.004 At 54 in: Extreme tensile strain 0.0000 0.004 POthiPtion of the 'project is displayed here. Load Case: Load Case 1 IES QuickRWall Page 11 of 31 Monday, December 01, 2008 4 55 PM 78 Wil liam Phaup Bradford Conrad Crow Engirieering Co. Code. IBC 2003 Load Combinations 1 4D 1.2D 1.6L 1.6H 1.2D 0.5L 1.6W 1.20 0.5L 1.0E 0.9D +1.611+1.0E 0.9D 1.6H 1.6W Force Calculations Backfill Pressure Surcharge: YEFP 65 lb/ft Pressure calculated via equivalent fluid pressure method. a HyEFp (6 ft) (65 lb /ft') 390 psf P 2 Ha 2 (6 ft) (390 psf) 1 17 k/ft EFP 65 lb /ft' Ka y 135 lb/ft' 0.48 a K 0.48 (125 psf) 60.19 psf P Ha (6 ft) (60.19 psf) 0.36 k/ft Passive Pressure Toe YEFP 65 lb/ft Pressure calculated via equivalent fluid pressure a HYEFP (2 ft) (65 lb/ft psf P 2 (Hpres jcr 2 2ft (130 psf) 0.13 k/ft IES QuickRWall Project Title Description of the project, is displayed here. Load Case: WIND Checked Stem Base Mu: Stem Pos Mu: Stem Base Vu: Heel Mu: Heel Vu: Toe Mu: 0.17 ft •k/ft 0.17 ft .k/ft 0 k/ft 0.15 ft .k/ft 0.05 ft •k/ft 0 ft .k/ft 3.59 ft •k/ft 1 71 ft .k/ft 1.22 k/ft 0.15 ft .k/ft 0.05 ft •k/ft 0 ft .k/ft 0.88 ft •k/ft 0.64 ft •k/ft 0.12 k/ft 0.13 ft .k/ft 0.04 ft •k/ft 0 ft .k/ft 1.24 ft •k/ft 0.64 ft .k/ft 0.27 k/ft 0.13 ft .k/ft 0.04 ft .k/ft 0 ft •k/ft 1.58 ft •k/ft 0.11 ft .k/ft 0.98 k/ft 0.09 ft •k/ft 0.03 ft .k/ft 0 ft •k/ft 1.22 ft .k/ft 0.11 ft .k/ft 0.83 k/ft 0.09 ft •k/ft 0.03 ft .k/ft 0 ft .k/ft 390 psf Location 3 3ft 2 ft Location 2 H 2 (6 ft) 3 ft Location 3 Hk 2 8 0 ft 0.67 ft 0.13 k/ft 0 67 ft 2 ft Toe Vu: 0 ft .k/ft 0 ft .k/ft 0 ft •k/ft Oft •k/ft 0 ft .k/ft 0 ft •k/ft 117k/ft Page 12 of 31 Monday, December 01, 2008 4 55 PM 79 Williaim. F Phaup Force Calculations Seismic Load Dynamic static force (Mononobe Okabe eqn) 6' arctan 1 k, arch 1 0 0 .00 11.31 sin (8 0') Kae sin (4 S) sin (t. e' a) 1 cos 9' sin =p sin (p 6' s) 1 +sgrt sin (p s e') sin (a p) sin= (90° 30° 11.31°) cos (11.31 sin (90 sin (90° 11.31 0 [1 sqrt [sin (30° 0 sin (30° 11.31° 00)1 2 sin (90 0° 11.31°) sin (0 90°)J 0.473 Pae 2 Kae I k 2 (0.473) (135 lb /ft') (6 ft) 2 (1 0.00) 1.15 k/ft Static only force (Coulomb eqn) Load Case: WIND sin= (p eo) Ka sirep sin (p 8) [1 sgrt [sin (p s) sin I sine (90° 30 sine (90 sin (90 0 1 sgrt [sin (30° 0 sin (30° 011 sin (90° 0 sin (0 90 0.333 Pa 2 KayH2 2 (1351b/ft') (6 ft) 2 0.81 k/ft 90.68 psf 22.67 psf Net dynamic force Pae Pae Pa 1 15 k/ft 0.81 k/ft 0.34 k/ft acting at 0° Location 0.6H 0.6 (6 ft) 3.6 ft To arrive at pressure used to determine stem moments, apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H 0.34 k/ft 3.6 ft IES QuickRWall Page 13 of 31 Monday, December 01, 2008 4 55 PM 80 r NVilliam F Phaup Project Tti ;.Bradford Conrad Craw Engineering: Co. Description.of theproject is di here. 1 Code: IBC 2003 load Case: WIND Force Calculations 1 Wall Weights W1 YIA1 W2 y2A2 d1 1.5 ft d 2.16 ft (150 lb/f0 (5.99 ft 0.9 k/ft (1501b /ft (3 ftz) 0.45 k/ft d 1Wt 1 Back fill Weights I W3 Y3A3 (1351b/ft (2 ft 0.27 k/ft d3 2.75 ft 0 4 d3 I Bearing Pressure I I R W W2 W3 Pav +Psur +DL,jat 0.9 k/ft 0.45 k/ft 0.27 k/ft 0 k/ft O.k/ft 0.12 k/ft 0.98 k/ft 2.78 k/ft (62.6% dead, 37 4 Pe, 0.0% earth) M Wid1 W2d2 W PVbf Pah Psur,hdsur,h Psur,vdsur,v DLIe 1 Laxiale Pseis0.6J3 (1.5 ft) (0.9 k/ft), +'(2.16 ft) (0.45 k/ft) F (2.75 ft) (0.27 k/ft) (0 k/ft) (3 ft) (1 17 k/ft) aft 0.36 k/ft) 3 ft (0.061c/ft) (.75 ft) (0.12 k/ft) (1 16 ft) (0.98 k/ft) (1 16 ft) (0.34 k/ft) (3.6 ft) 0.13 ft•k%ft d M 0.13 ft k/ft R 2.78 k/ft 0.05 ft (off of footing; can't compute bearing pressure) PL_CiksE Rc_ Z To Noif S ©V PAS+ S 4 i4 3 1 Page 14 of 31 Monday, December 01, 2008 4.55 PM 8 IES QuickRWali Willlah') F Phaup Project;Titie Bradford Conrad Crow Engineering Co. Description of theproject is displayed here. Code: IBC 2003 Force Calculations Friction Force 17 Load -Case: WIND F µR (0.35) (1.8 k/ft) 0.63 k/ft Note: Bearing resultant used here was decrease y 0 k/ft to love vertical backfill component effect. (prevent vertical backfill component m contributing to sliding resistance) Note: Bearing resultant used here was decreased by 0.98 k/ft to remove axial live load effect. (prevent live load from coriting to sliding resistance) IES QuickRWall Page 15 of 31 Monday, December 01, 2008 4 55 PM 82 William Phaup Project Till Bradford Conrad Crow Engineering Co. DeStripticin of the *led is dispfayed here. Code: IBC 2003 Stability Checks Overturning Check Overturning Moments IES QuickRWall Backfill pressure Surcharge (resulting lateral) Seismic force Resisting Moments W1 (footing) W2 (stem) W3 (soil) Passive pressure toe Surcharge (applied vertical) Axial force (DL only) F.S. RM 3.46 ft k/ft 0.745 (fails) OTM 4.65 ft•k/ft Bearing Capacity Check Resultant is not under footing (fails) M OM f rsiT 1,NVO N ,Goad Case: WIND Force 1 17 k/ft 0.36 k/ft 0.34 k/ft Force 0 -k/ft 0.45 k/ft 0.27 k/ft 0.13 k/ft 0 06 k/ft 0.12 k/ft Distance Moment 2 ft 2. k/ft 3 ft 708 ft-k/ft 3.6/1.22 ft•k/ft d al: 4.65 ft•k/ft Distance Moment 1.5 ft 1 35 ft-k/ft 2.16 ft 0.97 ft•k/ft 2.75 ft 0.74 ft•k/ft 0.67 ft 0.09 ft•k/ft 2.75 ft 0.17 ft-k/ft 116ft 0.14ft•k/ft Total: 3.46 ft•k/ft l 'AsS \JM E i/\& 3A SRN CE S s©ii L9M3 M ai/ t O' 3o c.Ros3 C At1 13kA. f- /Fr A r Sliding Check Check not performed; restrained against sliding. nc “x► `iQ NO iE ON PALES r� oM R Page 16 of 31 Monday, December 01, 2008 4.55 PM 83 1 1 William'F Phaup .Bradford: Conrad Crow. Engineering Co. Heel Check 111111a 111 1111 11111 1111111 Code: IBC 2003 Load Case: WIND Il i II'I #5 tlai`3 iR 11 'fer) Min Tensile Strain Check (bb 540 psf (backfill) w s 125 psf (surcharge)-- we 300 psf (concrete) 24 in Design Forces Controlling combination: 1.2D 1.6L 1.6H Project Title. Description of. the project is displayed here, I i (neglect bearing pressure) L M„ stem base 3.59 ft-lc/ft 0.15 ft-k/ft (does not control for heel) Extreme tensile strain 0.0880 0.004 Development #5 bars 12 in: Developed by 90° hook M„ 1.20 2 ca L 1.20 2 cobL 1.60 2 (0,1, 1.20 2 (300 psf) (0.5 ft) 2 1.20 2 (540 psf) (0.5 ft) 1.60 2 (125 psf) (0.5 ft) 2 0.15 ft-lc/ft V„ 1.20w 1.200bL 1.6064_, 1.20 (300 psf) (0.5 ft) 1.20 (540 psf) (0.5 ft) 1.60 (125 psf) (0.5 ft) 0.6 k/ft Shear Check 4 V [2 sqrt (f d (0.75) [2 sqrt (3000 psi)] (21.69 in) 21.38 k/ft 4,Vn V Flexure Check (M„ •A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [21.69 in (0.61 in) /2] 29.83 ft-k/ft Ldh (0.02p f (f db (0.02 (I 0) (1.0) (60 ksi) /sqrt (3 ksi)) (0.63 in) 13.69 in Ldh 0.7 (13.69 in) 9.59 in (reduction allowed by ACI 12.5.3a) Excess reinforcement reduction of 12.5.3 (d) 0.5 %Ld 0.5% (9.59 in) 0.05 in Actual Ldb (26.96 in) required Ldh (0.05 in) V Minimum extension 12db 12 (0.63 in) 7.5 in 7.5 in (actual extension) Minimum inside bend diameter 6db 6 (0.63 in) 3.75 in 5 in (actual diameter) J Min Reinforcement Check greater e9 OM, 29.83 ft-lc/ft Not needed: capacity 1/3 eater than r d: M 0.15 ft-k/ft 197.550 4M„ M„ IES QuickRWall Page 17 of 31 Monday December 01, 2008 4 55 PM 84 William F Phaup :ProjectTtle Bradford Conrad Crow,Engineenng Co. Description of.the- project is displayed here. Code: TBC 2003 Load.Case: WIND Toe Check. The check could not be performed; either there is no toe, or the overturning moment is too high to calculate meaningful bearing pressure. Rri:er\ 6 4- ZA IES QuickRWall Page 18 of 31 Monday, December 01, 2008 4 55 PM 85 William F Phaup Project Title Bradford Conrad Crow Engineering C 'IBC 2003 Load case; WIND Stem Check A Negative Moment Capac, y A 0.31 in 0.31 in /ft b 12 in d th Negative Moment Capacity B 0.31 in 12 in 0 in2 /ft b d th cover 2 8 in 3.69 in Descriptioii•of the project is displayed here. Ld 1.37 ft #5 12 in cover 2 8 in 3.69 in 0.63 in 4 in 4)M„ 4A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [4 in (0.61 in) /2] 5.16 ft-lc/f1 0.63 in 4 in 2 4,M„ 4A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [4 in (0.61 in) /2] 5.16 ft-lc/ft Combination: 1.2D 1.6L 1.6H 4.5 t 3.6 0.6 1.2 1.8 24 3 3.6 4.2 4.8 5.4 6 4 Mu (ft'k/ft) 4.05 3.15 2.7 2.25 (ft) 1.8 1.35 0.9 0.45 IES QuickRWall Page 19 of 31 Monday, December 01, 2008 4 55 PM 86 William F Phaup Project Title Bradford Conrad Crow pngirieering Co. pescripti the project is displayed here. Code: IBC 2003 load Case: WIN) Stem Check Development length from C to B #5 12 in) 3 f apyX 3 60000 psi OA (1.0) (0.8) (1.0) 26.29 db 40 sqrt (fJ (c K, 40 sqrt (3000 psi) 2.50 L db L,d db d (26.29) (0.625 in) 16.43 in Shear checks base: V. 1.22 k/ft �V 4 [2 sqrt (f„)] d (0.75) [2 sqrt (3000 psi)] (4 in) 3.94 k/ft 54 in: V. 0 k/ft d)V [2 sqrt (f d (0.75) [2 sqrt (3000 psi)] (4 in) 3.94 k/ft Development of bars into footing #5 bars 12 in: Developed by 90° hook Check Minimum Steel At 0 in: At 54 in: where: c d 0.625 in 6.40 2.5 use 2.5 b where: a 1 0 (512' fresh concrete below) p 1.0 (bars not coated) y 0.8 (bar size 5 #6) 1 0 (normal wt concrete) K 0 (no transverse reinforcement) c 4 in (lesser of bar ctr to outer edge or half of ctr to ctr spacing) Ldh (0.02pxf V db (0.02 (1.0) (1 0) (60 ksi) /sqrt (3 ksi)) (0.63 in) 13.69 in Ldh 0.7 (13.69 in) 9.59 in (reduction allowed by ACI 12.5.3a) Excess reinforcement reduction of 12.5.3 (d) 69.6 %Ld 69.6% (9.59 in) 6.67 in Actual Lilt (21 in) required L dh (6.67 in) Minimum extension 12db 12 (0.63 in) 7.5 in 23.77 in (actual extension) Minimum inside bend diameter 6db 6 (0.63 in) 3.75 in 5 in (actual diameter) Check not needed: capacity 1/3 greater than req'd: 5 16 ft k/ft 1 436 V 3.59 ft•k/ft A 3 sgrt (f�). 3 *sqrt (3000 si b As,min f d 60000 psi 4 in 0.131 it Lower limit 200d 200 (4 in) 0.16 in /ft A A f 60000 psi snug Amin 2 b 1 in 0.31 in2 /ft b b m o V„ V �V >V IES QuickRWall Page 20 of 31 Monday, December 01, 2008 4 55 PM 87 William F .Phaup Project Tide Bradford Conrad Crow Engineering Co. Description of the project is displayed here. Code: IBC 2003 Load Case: WIND Stem Check Check Min Tensile Strain At 0 in: Extreme tensile strain 0.0138 0.004 At 54 in: Extreme tensile strain 0.0000 0.004 IES QuickRWail Page 21 of 31 Monday, December 01, 2008 4 55 PM 88 William E .Phaup Project Title Bradford :Conrad Crow Engineering Co. Description of.the project is displayed her Code: IBC 2003 Load Combinations 1 4D 1.2D 1.6L 1.6H 1.2D 0.5L 1.6W 1.2D 0.5L 1.0E 0.9D 1.6H 1.0E 0.9D 1.6H 1.6W Force Calculations Bacll Pressure Pressure calculated via equivalent fluid pressure method. a HYEFP ft) (651b/ft 390 psf P 2 Ha 2 (6 ft) (390 psf) 1 17 k/ft Surcharge: YEFP 65 Ib /ft EFP 65 lb /ft Ka Y 1301b /ft 0.50 a K 0.50 (125 psf) 62.5 psf PS Has (6 ft) (62.5 psf) 0.37 k/ft Checked Stem Base Mu: 0 ft •k/ft 1.91 ft •k/ft 0:25 ft •k/ft 0.6 ft •k/ft 146 ft •k/ft 1 11 ft •k/ft load "Case: WIND: Stem Pos Mu: 0 ft .k/ft -0 ft .k/ft -0 ft .k/ft -0 ft -k/ft -0 ft •k/ft -0 ft •k/ft Stem Base Vu: Heel Mu: Heel Vu: Toe Mu: 0 k/ft O ft .k/ft 0.05 ft •k/ft O ft .k/ft 1.23 k/ft 0.15 ft .k/ft 0.05 ft •k/ft 0 ft .k/ft 1.06 k/ft 0.13 ft .k/ft 0.04 ft •k/ft 0 ft .k/ft 0.27 k/ft 0.13 ft .k/ft 0.04 ft .k/ft 0 ft .k/ft 0.98 k/ft 0.09 ft •k/ft 0.03 ft .k/ft 0 ft .k/ft 1 77 k/ft 0.09 ft •k/ft 0.03 ft •k/ft 0 ft •k/ft 390 psf Location 3 3 2 ft Location 2 H 2 (6 6 11) 3 ft 2 ft Toe Vu: 0 ft .k/ft O ft .k/ft 0 ft •k/ft 0 ft .k/ft 0 ft .k/ft 0 ft .k/ft 1 17 k/ft IES QuickRWall Page 22 of 31 Monday December 01, 2008 4 55 PM 89 1 William Phaup Bradford Conrad:CroW Engineering Co. Code: IBC 2003 Load Case: WIND Force Calculations Passive Pressure Toe y 200 lb/ft 30° c 0 psf Project `i itle Description of the project is displayed here. 600 psf K tan' [45° tan [45° 3�°] 3.00 o ydbK 2c *sqrt (K (2001b/ft (1 ft) 3.00 2 (0 psf) *sqrt (3.00) 600 psf Pp 2 (Hpress) 6 2 (1 ft) (600 psf) 0.3 k/ft Lateral Pressure P a (Fib H (1 170 psf) (4 75 ft 4.25 ft) 0.58 k/ft Location Hwa11 (Hb H 6.5 ft (4 75 ft 4.25 ft) 2 ft Location H 3 ss Hk 3ft 0 ft 0.33 ft 0.3 k/ft U.JJ IL 0.58 k /fts IES QuickRWail Page 23 of 31 Monday, December 01, 2008 4 55 PM 90 Wiiliarli F Phaup Force Calculations Seismic Load 87.32 psf 3.6 ft 0.33 k/ft 21.83 psf K 1 I 1 1 IES QuickRWall Page 24 of 31 Monday, December 01, 2008 4 55 PM 91 1 Dynamic static force (Mononobe Okabe eqn) 9' arctan 1 k arctan 1 0.00, 11.31 v Kae sin' (p +m 01 cos 9' sin sin ((3 8' S) 1 sqrt [sin S 8) sin (a +13) 2 sine (90° 30° 11.31 cos (11.31°) sin' (90 sin (90° 11.31 0 1 sqrt [sin (90 00 (30° 0 sin (30° 11.31° 00)] 2 11.31) sin (0 90°)J 0.473 Pae 2 KaeYH (1 k 1 (0.473) (1301b/ft (6 ft) (1 0.00) 1 11 ldft Static only force (Coulomb eqn) Load.Case: WIND tJP' sine (p (b) sin'p sin ((3 S) 1 +sgrt [sin (p 8) sin p) 2 sine (90° +_30 sin' (90 sin (90° 0 [1 sqrt rsi.n 90° 30° 0° 0°) sin sin 0 90 2 0.333 P 2 K 2 (0.333) (130lb /ft') (6 ft) 0.78 k/ft Net dynamic force APae Pae Pa 1 11 k/ft 0.78 k/ft 0.33 k/ft acting at 0° Location 0.6H 0.6 (6 ft) 3.6 ft To arrive at pressure used to determine stem moments, apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H William F Phaup 'Bradford`ConradCCrow Engineering Co. Code: IBC 2003" Load Case: WIND -UP Force Calculations Wall Weights Backfill Weights Bearing Pressure dR R 1W3 d3 R= W W2 +W3 P av Psur 0.9 k/ft 0.45 k/ft 0.26 k/ft 0 k/ft 0.06 k/ft 1.67 k/ft (96.3% dead, 3 7% live, 0.0% earth) M dR= 2.61 ft.k/ft 1.67 k/ft Project Ttle ©escription of the.prpject is displayed here. d1 Psur,hdsur,h d2 M =Wd +P b P H 1 1 2 2 3 3 P P 3 Psur,vdsur,v Pseis Platdlat (1.5 ft) (0.9 k/ft) (2.16 ft) (0.45 k/ft) -t'(2.75 ft) (0.26 k/ft) (0 k/ft) (3 ft) (1 17 k/ft) a 0.37 k/ft) 3 ft (0.06 k/ft) (2.75 ft) (0.33 k/ft) (3.6 ft) (0.58 k/ft) (2 ft) 2.61 ft.k/ft 1.56 ft (off of footing; can't compute bearing pressure) WI YtAt (1501b/ft (5.99 ft 0.9 k/ft W2 Y2A2 (150 (3 ft 0.45 k/ft di 1.5 ft d2 2.16 ft W3 y3A3 (1301b/ft (2 11 0.26 k/ft d3 2.75 ft IES QuickRWall Page 25 of 31 Monday, December 01, 2008 4.55 PM 92 William F Phaup. Project Titie t Bradford .Conrad Crow Engineering Co. Desthptibn of the project is display Code: IBC 2003 Load Case: 'WIND -UP Force Calculations Friction Force F µP (0.35) (1.67 k/ft) 0.59 k/ft Note: Bearing resultant used here was decreased by 0 k/ft to remove vertical backfill component effect. (prevent vertical backfill componenkfrom contributing to sliding resistance) IES QuickRWall Page 26 of 31 Monday, December 01, 2008 4 55 PM 93 William F Phaup ,'Bradford Conrad Crow Engineering Co. Code: IBC 2003 Stability Checks Overturning Check Overturning Moments Backfill pressure Surcharge (resulting lateral) Lateral pressure Seismic force Resisting Moments W1 (footing) W2 (stem) W3 (soil) Passive pressure toe Surcharge (applied vertical) F.S RM 3.31 ft-k/ft OTM 5.H ft-k/ Bearing Capacity Check Resultant is not under footing (fails) Force 117k/ft 0.37 k/ft 0.58 k/ft 0.33 k/ft 0.569 (fails) Project Title Description of. the,project is displayed-here. Load Case: WIND -UP Distance Moment r 2 ft 2.34 ftk%ft 3 ft 1 ft-k/ft 2ft i 17ft•k/ft 3.6 fj/ 1 18 ft-k/ft Total: 5.81 ft•k/ft Force Distance Moment 0.9k/ f 1.5ft 1.35ft•k/ft 0.4 k/ft 2.16 ft 0 97 ft-k/ft .26 k/ft 2.75 ft 0.71 ft•k/ft 0.3 k/ft 0.33 ft 0 1 ft•k/ft 0 06 k/ft 2.75 ft 0 17 ft-k/ft Total: 3.31 ftk/ft ?LE I \SE PA c ').3 C 31 Sliding Check Check not performed; restrained against sliding. so No i c. dN IES QuickRWall Page 27 of 31 Monday, December 01, 2008 4 55 PM 94 William F Phaiap Project:litle 'Bradford'Cbnrad Crow. Engineering Co: Description int the project is displayed here: Heel Check (i 41.. :#5 bard Code: IBC 2003 Load Case: -WIND =IIP 11111'1 I ii lif 1111111 1111111 (neglect bearing pressure) tob 520 psf (backfill) COS 125 psf (surcharge)- c 300 psf (concrete) 2 rer) 24 in Design Forces Controlling combination: 1.2D 1.6L 1.611 M 1.20 2 o 1.20 2 s 1L 1.60 2 co L 1.20 2 (300 psf) (0.5 ft) 2 1.20 2 (520 psf) (0.5 ft) 2 1.60 2 (125 psf) (0.5 ft) 0.15 ft•k/ft M„ stem base 1.91 ft•k/ft 0.15 ft•k/ft (does not control for heel) Min Reinforcement Check Not needed: capacity 1/3 greater than req'd: 29.83 ft k/ft 201.555 V 0.15 ft•k/ft V„ 1.20w 1.200AbL 1.60co 1.20 (300 psf) (0.5 ft) 1.20 (520 psf) (0.5 ft) 1.60 (125 psf) (0.5 ft) 0.59 k/ft Shear Check 0 [2 sqrt (f d (0.75) [2 sqrt (3000 psi)] (21.69 in) 21.38 k/ft �V V„ Min Tensile Strain Check Extreme tensile strain 0.0880 0.004 V Flexure Check 4M„ 4A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [21.69 in (0.61 in) /2] 29.83 ft•k/ft Development #5 bars 12 in: Developed by 90° hook Ldh (0.02pxf (f db (0.02 (1 0) (1 0) (60 ksi) /sqrt (3 ksi)) (0.63 in) 13.69 in Ldh 0.7 (13.69 in) 9.59 in (reduction allowed by ACI 12.5.3a) Excess reinforcement reduction of 12.5.3 (d) 0.5 %Ld 0.5% (9.59 in) 0.05 in Actual Ldh (26.96 in) required Ldh (0.05 in) Minimum extension 12db 12 (0.63 in) 7.5 in 7.5 in (actual extension) V Minimum inside bend diameter 6db 6 (0.63 in) 3 75 in 5 5 in (actual diameter) V IES QuickRWall Page 28 of 31 Monday, December 01, 2008 4 55 PM 95 William F Phaup Bradford Conrad Crow Engineering Co. Code: IBC 2003 Toe Check Pr©ject Title DeSCriPtiori:Of the project is displayed' here. Load Case: WIND -UP The check could not be performed; either there is no toe, or the overturning moment is too high to calculate meaningful bearing pressure. PLEAS ?A t‘t s C“'i VOTE. 04 TES QuickRWall Page 29 of 31 Monday December 01, 2008 4 55 PM 96 1NiHiarii.F Phaurt Project,Title ;Bradford Conrad Crow Engineering Co. Descriptian.of the:project is displayed here. Code: IBC 2003 Stem Check B A Negative Moment Capac, y A 0.31 in 0.31 in /ft b 12 in Negative Moment Capacity B 0.31 in 12 in 0 in2 /ft b Load Case: 'WIND UP Ld 1.37 ft -#5 @12 in d th cover 2 L 8 in 3.69 in 0'62 in 4 in mM •A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [4 in (0.61 in) /2] 5.16 ft•k/ft d th cover 2 8 in 3.69 in 0'62 m 4 in (I)M„ 4A (d a/2) 0.90 (0.31 in /ft) (60 ksi) [4 in (0.61 in) /2] 5.16 ft•k/ft Combination: 1.2D 1.6L 1.6H 1 -0.3 0.4 1.1 1.8 2.5 3.2 3.9 4.6 5.3 6 4 n, Mu (ft'Wft) .4.5 14.05 1 3.6 3.15 2.7 2.25 (ft) 1.8 1.35 0.9 0.45 IES QuickRWall Page 30 of 31 Monday, December 01, 2008 4 55 PM 97 1 t 1 William F Phaup Bradford Conrad_Crow Engineering Co. Project Title :Description of the project is displayed here. Code: IBC 2003 Load Case: ;WIND -UP Stem Check Development length from C to B #5 12 in) 3 f,, apyx 3 60000 psi (10) (1.0) (0.8) (1 0) 26.29 db 40 sqrt (f rc Kb- 40 sqrt (3000 psi) 2.50 L d where: e 0.625 in 6.40 2.5 use 2.5 db where: a 1.0 (<12' fresh concrete below) p 1.0 (bars not coated) y 0.8 (bar size #6) T. 1.0 (normal wt concrete) K 0 (no transverse reinforcement) c 4 in (lesser of bar ctr to outer edge or half of ctr to ctr spacing) Ld db db (26.29) (0.625 in) 16.43 in Shear checks base: V„ 1.23 k/ft 0V 0 [2 sqrt (fa] d (0.75) [2 sqrt (3000 psi)] (4 in) 3.94 k/ft 54 in: V„ 0 k/ft (1)V„ 0 [2 sqrt (f„)] d (0.75) [2 sqrt (3000 psi)] (4 in) 3.94 k/ft Development of bars into footing #5 bars 12 in: Developed by 90° hook Ld, (0.02pxf (fa) db (0.02 (1.0) (1 0) (60 ksi) /sqrt (3 ksi)) (0.63 in) 13.69 in L,db 0.7 (13 69 in) 9.59 in (reduction allowed by ACI 12.5.3a) Excess reinforcement reduction of 12.5.3 (d) 37.0%Ld 37.0% (9.59 in) 3.55 in Actual L.db (21 in) required Ldb (3.55 in) Minimum extension 12db 12 (0.63 in) 7.5 in 23 77 in (actual extension) Minimum inside bend diameter 6db 6 (0.63 in) 3.75 in 5 in (actual diameter) Check Minimum Steel At 0 in: Check not needed: capacity 1/3 greater than req'd: Check Min Tensile Strain At 0 in: Extreme tensile strain 0.0138 0.004 �Mn M 5.16 ft•k/ft 2 700 1.91 ft•k/ft 4Vn Vu J 4V >V„ IES QuickRWall Page 31 of 31 Monday December 01, 2008 4 55 PM 98 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503-213-2013 Retain Pro 2007 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Registration RP 1128065 RP2007 -R Criteria Retained Height 4.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0 00 1 Height of Soil over Toe 0.00 in Water height over heel 0.0 ft Wind on Stem 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel 120.0 psf Used To Resist Sliding Overturning Surcharge Over Toe 0.0 psf Used for Sliding Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Design Summary Wall Stability Ratios Overturning 161 OK Slab Resists All Sliding I Total Bearing Load .resultant ecc. Soil Pressure Toe Soil Pressure Heel Allowable Soil Pressure Less Than ACI Factored Toe ACI Factored Heel Footing Shear Toe Footing Shear Heel Allowable Sliding Calcs Slab Resists All Lateral Sliding Force Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1,662 lbs 11.97 in IBC 2006 1.200 1.600 1 600 1.600 1 000 Cantilevered Retaining Wall Design I 1 105 psf OK 0 psf OK 3,000 psf Allowable 1,326 psf 0 psf 6.5 psi OK 2.9 psi OK 82.2 psi Sliding 1,287.0 lbs Soil Data Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65 0 psf /ft Toe Active Pressure Passive Pressure Soil Density Heel Soil Density Toe FootingilSoil Friction Soil height to ignore for passive pressure 0.00 in Lateral Load Applied to Stem Lateral Load .Height to Top .Height to Bottom Stem Construction Design Height Above FtE ft Wall Material Above 'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB fa/Fa Total Force Section lbs Moment. Actual ft-#= Moment. .Allowable Shear .Actual psi Shear Allowable psi Wall Weight Rebar Depth 'd' in LAP SPLICE IF ABOVE in LAP SPLICE IF BELOW in HOOK EMBED INTO FIG in Masonry Data fm psi Fs psi Solid Grouting Modular Ratio 'n' Short Term Factor Equiv Solid Thick. Masonry Block Type Masonry Design Method ASD Concrete Data fc Fy Title North End wall Job 07750 Gre Dsgnr JFB Description. 0.0 #/ft 000ft 0.00 ft Page: Date: JUL 23,2009 This Wall in File: TIACTIVE PROJECTS107750.GreenCreek. 35 0 psf /ft 250.0 psf /ft 125.00 pcf 0.00 pcf 0.300 Top Stem Stem OK 0.00 Concrete 8.00 5 18.00 Edge 0.464 1,231 4 1,908.1 4 112.3 22.2 82.2 100 0 4.63 21.36 9.59 psi 3,000 0 psi 60,000.0 Footing Dimensions Strengths Toe Width Heel Width 'Total Footing Width Footing Thickness Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall Poisson's Ratio Key Width Key Depth Key Distance from Toe Code: IBC 2006 2.83 ft 1 17 4.00 18.00 in 12.00 in 0.00 in 1 08 ft fc 3,000 psi Fy 60,000 psi Footing Concrete Density 150.00 pcf Min. As 0.0018 Cover Top 2.00 in Btm.= 3.00 in Adjacent Footing Load 0.0 lbs 0.00 ft 0.00 in 0.00 ft 0.0 ft 0.300 99 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503 -213 -2013 Retain Pro 2007 24-JuI -2008, (c) 1989-2008 www.retainpro.com /support for latest release Registration RP- 1128065 RP2007 -R Footing Design Results Toe Factored Pressure 1,326 Mu' Upward 0 Mu' Downward 0 Mu: Design 1,908 Actual 1 -Way Shear 6.51 Allow 1 -Way Shear 82.16 Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing None Spec'd Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load Stem Above Soil DESIGNER NOTES: 983.1 343.2 39 4 Cantilevered Retaining Wall Design Heel 0 psf 0 ft-# 135 ft-# 135 ft-# 2.87 psi 82.16 psi Summary of Overturning Resisting Forces Moments .OVERTURNING. Force Distance Moment Item lbs ft ft-# 1.83 2.75 0.50 1,802.4 943.8 19.7 Total 1,287.0 O.T.M. 2,726.5 Resisting /Overturning Ratio 1.61 Vertical Loads used for Soil Pressure 1,662.1 lbs Vertical component of active pressure used for soil pressure Title North End wall Job 07750 Grey Dsgnr JFB Description. Other Acceptable Sizes Spacings Toe: Not req'd, Mu S Fr Heel: Not req'd, Mu S Fr Key Slab Resists Sliding No Force on Key Page: Date: JUL 23,2009 This Wall in File: T•\ACTIVE PROJECTS \07750.GreenCreek. Force lbs .RESISTING. Distance ft Code: IBC 2006 Moment ft-# 943.3 226.4 Soil Over Heel 251 7 3.75 Sloped Soil Over Heel Surcharge Over Heel 60.4 3.75 Adjacent Footing Load Axial Dead Load on Stem Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) 450.0 3.16 1 423.5 Earth Stem Transitions= Footing Weight 900.0 2.00 1,800.0 Key Weight 1.58 Vert. Component 4.00 Total 1,662.1 lbs R.M.= 4,393.2 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 100 #0 @0.in @Toe #0 @0.in Heel 8.in Conc w/ #5 18.in o/c Designer select all horiz. reinf s See Appendix A wit 4' -0' 2' 10' 1 -2' s 1 T 2' 3' 1 -6' X V 4' -6' V 101 Sliding Restraint 1104.9psf 120.psf 102 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503 213 -2013 Retain Pro 2007 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Registration RP- 1128065 RP2007 -R Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem 4.00 ft 0.50 ft 0.00 1 0.00 in 0.0 ft 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. [Surcharge Loads Surcharge Over Heel 0.0 psf Used To Resist Sliding Overturning Surcharge Over Toe 0.0 psf Used for Sliding Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Kae for seismic earth pressure Ka for static earth pressure Difference: Kae Ka Using Mononobe -Okabe Seed Whitman procedure F P W P Weight Multiplier Earth Pressure Seismic Load Design Kh 0.200 g Stem Weight Seismic Load Design Summary Wall Stability Ratios Overturning 2.24 OK Slab Resists All Sliding Total Bearing Load .resultant ecc. 1,602 lbs 6.75 in Soil Pressure Toe 738 psf OK Soil Pressure Heel 63 psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored Toe 886 psf ACI Factored Heel 75 psf Footing Shear Toe 4.2 psi OK Footing Shear Heel 2.0 psi OK Allowable 82.2 psi Sliding Calcs Slab Resists All Sliding Lateral Sliding Force 754.5 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1 000 Cantilevered Retaining Wall Design Soil Data Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf /ft Toe Active Pressure Passive Pressure Soil Density Heel Soil Density Toe FootingliSoil Friction Soil height to ignore for passive pressure 0 00 in Lateral Load .Height to Top .Height to Bottom 35.0 psf /ft 250.0 psf /ft 125.00 pcf 0.00 pcf 0.300 Lateral Load Applied to Stem 0.0 #/ft 0.00 ft 0.00 ft Stem Construction Design Height Above FtE Wall Material Above 'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB fa/Fa Total Force Section Moment. Actual Moment. .Allowable Shear .Actual Shear .Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE in LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Title North end wall with Seismic Page: Job 07750.Grei Dsgn• JFB Date: JUL 28,2009 Description. This Wall in File: T•1ACTIVE PROJECTS107750.GreenCreek. 0.200 g Added seismic base force Top Stem Stem OK 0.00 Concrete 8.00 5 18.00 Edge 0.270 668.0 1 111.9 4 112.3 psi 9 7 psi 82.2 100.0 in 4.63 21.36 9.59 ft lbs ft-# psi psi psi psi 0.373 0.243 0.130 Medium Weight ASD 3,000 0 60,000.0 Code: IBC 2006 Footing Dimensions Strengths Toe Width Heel Width Total Footing Width Footing Thickness 18.00 in Key Width Key Depth Key Distance from Toe Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall Poisson's Ratio Added seismic base force 2.83 ft 1.17 4.00 12.00 in 0.00 in 1 08 ft fc 3,000 psi Fy 60,000 psi Footing Concrete Density 150.00 pcf Min. As 0.0018 Cover Top 2.00 in Btm.= 3.00 in 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 174.5 lbs 90.0 lbs 103 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503 213 -2013 Retain Pro 2007 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Registration RP 1128065 RP2007 -R Footing Design Results I Toe Heel 886 75 psf 0 14 ft-# 0 110 ft-# 909 96 ft-# 4.21 2.01 psi 82.16 82.16 psi Factored Pressure Mu' Upward Mu' Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way. Shear Toe Reinforcing Heel Reinforcing Key Reinforcing None Spec'd None Spec'd None Spec'd Cantilevered Retaining Wall Design I Summary of OverturninV ResiistinV Forces Moments .OVERTURNING. Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure -39.4 0.50 Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load Stem Above Soil Seismic Earth Load 174.5 Seismic Stem Self Wt 90.0 Total Resisting /Overturning Ratio Vertical Loads used for Soil Pressure DESIGNER NOTES 754.5 529 4 1.83 970.5 Vertical component of active pressure used for soil pressure Other Acceptable Sizes Spacings Toe: Not req'd, Mu S Fr Heel: Not req'd, Mu S Fr Key Slab Resists Sliding No Force on Key 19.7 3.30 575.9 3.75 337.5 O.T.M. 1,864.2 2.24 1,601 7 lbs Title North end wall with Seismic Job 07750.Grer Dsgnr• JFB Description. This Wall in File: T•WCTIVE PROJECTS\07750.GreenCreek. Force lbs Soil Over Heel 251 7 Sloped. Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) 450.0 Earth Stem Transitions= Footing Weight 900.0 Key Weight Vert. Component Page: Date: JUL 28,2009 .RESISTING. Distance Moment ft ft-# 3.75 3.16 2.00 1.58 4 00 Code: IBC 2006 943.3 1 423.5 1,800.0 Total 1,601 7 lbs R.M.= 4 166.8 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 104 I 1 1 Sliding Restraint 1 1 #0 @0.in @Toe #0 @0.in Heel 8.in Conc w/ #5 18.in o/c Designer select all horiz. reinf. s See Appendix A 2' 10' 1 -2' 2' 6" 4' -0' 1 -6' 3' V A V V A Sliding Restraint Pp= 281.25# 62.638psf 738.19psf 754.52# 106 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503-213-2013 Retain Pro 2007 24- Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Registration RP- 1128065 RP2007 -R Criteria Retained Height 4.00 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 1 Height of Soil over Toe 0 00 in Water height over heel 0.0 ft Wind on Stem Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel 120 0 psf Used To Resist Sliding Overturning Surcharge Over Toe 0 0 psf Used for Sliding Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load .resultant ecc. Added Force Req'd for 1.5 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf /ft Toe Active Pressure 35.0 psf /ft Passive Pressure 250.0 psf /ft Soil Density Heel 125.00 pcf Soil Density Toe 0.00 pcf 0.0 psf FootingllSoil Friction 0.300 Soil height to ignore for passive pressure 0 00 in 0.0 lbs 0.0 lbs 0.0 in 3.62 OK 1.50 OK 2,327 lbs 1.96 in Soil Pressure Toe 725 psf OK Soil Pressure Heel 439 psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored Toe 869 psf ACI Factored Heel 527 psf Footing Shear Toe 1 4 psi OK Footing Shear Heel 3.1 psi OK Allowable 671 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 718.2 lbs less 100% Passive Force 382.8 lbs less 100% Friction Force 698.0 lbs 0.0 lbs OK 0 0 lbs OK IBC 2006 1.200 1.600 1.600 1.600 1 000 Cantilevered Retaining Wall Design Lateral Load Applied to Stem Lateral Load .Height to Top .Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Stem Construction Design Height Above Ftc Wall Material Above 'Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB fa/Fa Total Force Section Moment. Actual Moment. .Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Masonry Data fm psi Fs psi Solid Grouting Modular Ratio 'n' Short Term Factor Equiv Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Title SE Retaining Wall Page: Job 07750 Gr Dsgnr JFB Date. JUL 23,2009 Description. This Wall in File: T•1ACTIVE PROJECTS\07750.GreenCreek. J Top Stem Stem OK ft 0.00 Concrete 8.00 5 18.00 Edge 0.250 lbs 663.0 ft-# 1 027 4 4 112.3 psi 11.9 psi 82.2 100.0 in 4.63 in= 21.36 11 74 psi psi Medium Weight ASD 3,000.0 60,000.0 Footing Dimensions Strengths Toe Width Heel Width Total Footing Width Footing Thickness Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall Poisson's Ratio Key Width Key Depth Key Distance from Toe Adjacent Footing Load Code: IBC 2006 2.00 ft 2.00 4.00 21.00 in 12.00 in 0.00 in 1 08 ft fc 2,000 psi Fy 60,000 psi Footing Concrete Density 150.00 pcf Min. As 0.0018 Cover Top 2.00 in Btm.= 3.00 in 0.0 lbs 2.00 ft 0 00 in 6.50 ft Line Load -0.8 ft 0.300 107 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503 213 -2013 Retain Pro 2007 24- Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Registration RP- 1128065 RP2007 -R Footing Design Results Toe Factored Pressure 869 Mu' Upward 1 625 Mu' Downward 630 Mu: Design 995 Actual 1 -Way Shear 1.37 Allow 1 -Way Shear 67.08 Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing. None Spec'd Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load Stem Above Soil DESIGNER NOTES: 578.6 193.2 -53.6 Cantilevered Retaining Wall Design Heel 527 psf 502 ft-# 984 ft-# 482 ft-# 3.14 psi 67.08 psi Other Acceptable Sizes Spacings Toe: Not req'd, Mu S Fr Heel: Not req'd, Mu S Fr Key Not Req'd Mu <S *Fr Summary of Overturning Resisting Forces Moments .OVERTURNING. Force Distance Moment Item lbs ft ft-# 1.92 2.88 0.58 1 109.0 555.5 -31.3 Total 718.2 O.T.M. 1,633.2 Resisting /Overturning Ratio 3.62 Vertical Loads used for Soil Pressure 2,326.7 lbs Vertical component of active pressure used for soil pressure Title SE Retaining Wall Job 07750 Gr Dsgnr JFB Description. Page: Date: JUL 23,2009 This Wall in File: T•WCTIVE PROJECTS107750.GreenCreek. Code: IBC 2006 I .RESISTING. Force Distance Moment lbs ft ft-# Soil Over Heel 666.7 3.33 2,222.2 Sloped Soil Over Heel Surcharge Over Heel 160.0 3.33 533.3 Adjacent Footing Load Axial Dead Load on Stem Axial Live Load on Stem Soil Over. Toe Surcharge Over Toe Stem Weight(s) 450.0 2.33 1,050.0 Earth Stem Transitions= Footing Weight 1,050.0 2.00 2,100.0 Key Weight 1.58 Vert. Component 4.00 Total 2,326.7 lbs R.M.= 5,905.6 Axial live load NOT included" in total displayed or used for overturning resistance, but is included for soil pressure calculation. 108 #0 @0.in @Toe #0@0.in Heel 8.in Conc w/ #5 18.in o/c Designer select all horiz. reinf. s See Appendix A s 2' -0' 2' -0' 4' -0' 2' 6" I' 1 -9' 3' V 4' -6' A V 4 109 724.52psf 120.psf Pp= 382.81# 438.82psf 718.2# 110 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503 213 -2013 Retain Pro 2007 24 -Jul -2008, (c) 1989 -2008 www.retainpro.comisupport for latest release Registration RP- 1128065 RP2007 -R LCriteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe 0.00 in Water height over heel 0.0 ft Wind on Stem 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. [Surchar Loads Surcharge Over Heel 0.0 psf Used To Resist Sliding Overturning Surcharge Over Toe 0.0 psf Used for Sliding Overturning [Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Earth Pressure Seismic Load Design Kh 0.200 g Stem Weight Seismic Load Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load .resultant ecc. Soil Pressure Toe 718 psf Soil Pressure Heel 322 psf Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored Toe 861 psf ACI Factored Heel 386 psf Footing Shear Toe 2.4 psi OK Footing Shear Heel 3.1 psi OK Allowable 671 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd I 4.00 ft 0.50 ft 0.00 1 3.32 OK 1.51 OK 2,425 lbs 3.56 in 814 7 lbs 505.3 lbs 727.6 lbs 0.0 lbs OK for 1.5 1 Stability 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2006 1.200 1.600 1.600 1.600 1.000 Cantilevered Retaining Wall Design OK OK Soil Data Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf /ft Toe Active Pressure 35.0 psf /ft Passive Pressure 330.0 psf /ft Soil Density Heel 125 00 pcf Soil Density Toe 0.00 pcf FootingliSoil Friction 0.300 Soil height to ignore for passive pressure 0.00 in Lateral Load Applied to Stem Lateral Load .Height to To .Height to Bottom Kae for seismic earth pressure Ka for static earth pressure Difference: Kae Ka Using Mononobe -Okabe Seed Whitman procedure Modular Ratio 'n' Short Term Factor Equiv Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Title SE Wall with Seismic Page: Job 07750 Gr Dsgnr• JFB Date: JUL 23,2009 Description. 0.0 #/ft 000ft 0.00 ft F P W P Weight Multiplier Stem Construction Design Height Above Ftc ft Wall Material Above 'Mt Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB fa/Fa Total Force Section lbs Moment. Actual ft-#= Moment. Allowable Shear .Actual psi Shear .Allowable psi Wall Weight Rebar Depth 'd' in LAP SPLICE IF ABOVE in LAP SPLICE IF BELOW in HOOK EMBED INTO FTG in Masonry Data fm psi= Fs psi Solid Grouting This Wall in File: T•1ACTIVE PROJECTS107750.GreenCreek. 0.373 0.243 0.130 Footing Dimensions Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc 2,000 psi Fy 60,000 psi Footing Concrete Density 150.00 pcf Min. As 0.0018 Cover Top 2.00 in Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall Poisson's Ratio Added seismic base force 0.220 g Added seismic base force psi psi= Top Stem Stem OK 0 00 Concrete 8.00 5 18.00 Edge 0.275 677.0 1 132.1 4 112.3 9.9 82.2 100.0 4 63 21.36 11 74 Medium Weight ASD 3,000.0 60 000.0 Code: IBC 2006 2.50 ft 2.17 4.67 21.00 in 12.00 in 0.00 in 1.08 ft 0.0 lbs 2.00 ft 0.00 in 6.50 ft Line Load -0.8 ft 0.300 190.7 lbs 99.0 lbs 111 Bradford Conrad Crow Engineering Co. 9925 SW Nimbus Ave Suite 110 Beaverton, OR 97008 ph. 503 213 -2013 Retain Pro 2007 24 -Jul -2008, (c) 1989 -2008 www.retainpro.com /support for latest release Registration RP 1128065 RP2007 -R Footing Design Results I Toe Heel Factored Pressure 861 386 psf Mu' Upward 0 492 ft-# Mu' Downward 0 1 030 ft-# Mu: Design 909 538 ft-# Actual 1 -Way Shear 2.45 3.06 psi Allow 1 -Way Shear 67.08 67 08 psi Other Acceptable Sizes Spacings Toe Reinforcing None Spec'd Toe: Not req'd, Mu S Fr Heel Reinforcing None Spec'd Heel: Not req'd, Mu S Fr Key Reinforcing None Spec'd Key Not Req'd Mu <S *Fr Summary of Overturnin$ Resistin9 Forces Moments .OVERTURNING. Force Distance Moment lbs ft ft-# 578.6 1 92 1 109 0 Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Seismic Earth Load Seismic Stem Self Wt DESIGNER NOTES: Load Stem Above Soil 190.7 99.0 Cantilevered Retaining Wall Design 53.6 0.58 31.3 3.45 4 00 396.0 Total 814 7 G.T.M. 2,131.8 Resisting /Overturning Ratio 3.32 Vertical Loads used for Soil Pressure 2,425.3 lbs Vertical component of active pressure used for soil pressure Title SE Wall with Seismic Job 07750 Gr Dsgnr JFB Description. This Wall in File: T•1ACTIVE PROJECTS107750.GreenCreek. Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth Stem Transitions Footing Weight Key Weight Vert. Component 658.1 Force lbs 750.2 450.0 1,225.1 .RESISTING. Distance ft 3.92 Page: Date: JUL 23,2009 2.83 Code: IBC 2006 Moment ft-# 2,938.3 1,275.0 2.33 2,858.7 1.58 4 67 Total 2,425.3 lbs R.M.= 7,072.0 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 112 U #0@0. in @Toe #0@0. in Heel 8.in Conc w/ #5 18.in o/c Designer select all horiz. reinf. ■It See Appendix A Z-6' 2'-2' •Gt 4'-8' 3 1/2 4'-0' 2' 3' 1 -9' 6" A A V 4' V 113 Pp= 505.31# 321.57psf 717 75psf 814 74# 114 AL BRADFORD Project Job Ref. CONRAD CROW ENGINEERING co. GREEN CREEK WOOD PRODUCTS 07750 C. CML' SIRUCTURl4'MECWWCA ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 213 -2013 FAX. 503 213 -2018 STD 07750 CalcPad.doc Section Sheet no. /rev C oNCREcf IZEtfttr DETAILS Calc. W ate OCr Chk'd by Date App'd by Date RD i3E/v IL d 41:L HOQ's D F J L.W l-I 5r0 )40Ov Di: vi l:fA✓tf),I d p (0" (,000o 5 i 2Z 6�P 0 1-1. 0 b' F 7g ft I0 A 3400 16 115 AL BRADFORD Project CONRAD CROW ENGINE ERNI: CO. 4e. CISIL•STRUCTURAL MECHANCit. ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503-213-2013 FAX. 503-213-2018 D 6 0,00 ps1 3 07750-CalcPad.doc GREEN CREEK WOOD PRODUCTS Section r t__04./(RCIF, TZ '1,t/ c DES4 It-I Calc. by Date Chk'd by Date WFP S)00- 0 g i i i____ i ,I, 5is" 1 t-■ 3 1 Job Ref. 07750 Sheet no,/rev App'd by Date 1 A El 11;1 f2 II t 1! 116 1 AL BRADFORD CONRAD CROW ENGINEERING CO. ja CIVIL. ST RUCTUH MECHAM AL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 Calc. by Date PH 503-213-2013 FAX. 503-213-2018 WFP Otk /404 0 DE\41.0?A10,1+ 9 1 4 :7: J Oi Document3 j IA To? Project r 00 S' V 100p GREEN CREEK WOOD PRODUCTS Section 1 14 CORatol£Nr 1 LA3 ><1"3 x DETAIL Chk'd by 1-0P .12 x 0 Date e "kr 113)1k C&or 1,11 to 5 1 ,Q 14 3 62 w x (9 615 2. 4. \A i 13o r Lk? 0 x 613 2 1 1 -1 ■/.1 Q L.3 LO k ?5=. 3 Id Job Ref. 07750 Sheet no./rev App'd by Date 4. 117 AL BRADFORD CONRAD CROWENCINEFRING CO. CIVIL•STRUCTURALJJINECHNICAL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 Ca lc. by Date Chk'd by PH 503-213-2013 FAX. 503-213-2018 WFP a ivo„, 0 Document3 oote LL 0' S Project Job Ref. GREEN CREEK WOOD PRODUCTS 07750 Section Sheet no./rev e elD 4 c 1 A5 Date 1 App'd by Date ,e0-1 1 1 118 AL BRADFORD Project Job Ref. CONRAD caowENGINEERING co. GREEN CREEK WOOD PRODUCTS 07750 G CI' L' Si RJCTURAL MECIW$CAL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503- 213 -2013 FAX. 503 213 -2018 SITvA t�� �L� C70SS r 'l7 0 01J1 T II- 0 k r; I\A d Sl Document4 Ly PI w D ivft,ilonl ENO Section Sheet no. /rev t UtnA IJkA r✓1 C,Rojs Calc. by Date Chk'd by WFP ©Z 17fc. 0 Z3 1k9 h D (NCB P V 2 k 5 t wA i 1514 M►M 0R91N.A vh C3 0 ;k C rA, x 0 SJ X 01 Date C 3 Milos'. fi ©o ff App'd by Date 119 A BRADFORD CONRAD CROW ENGINEERING CO. G CIVIL •STRUCTUR MECHNMC ENGINEERS GREEN CREEK WOOD PRODUCTS Bo 9925 SW NIMBUS AVE. SUITE 110 CA-p EA Cc BEAVERTON, OR 97008 Calc. by Date Chk'd by Date App'd by Date PH 503 213 -2013 FAX. 503 213 -2018 WFP O1i €t 0 e Document5 S UGAR DE51, NA,R; A Project Section i 0 I co 007 -2_64 .36'966 52'40 ?0V 71 160 0 ��►U 62 1 3 31 72. t S Job Ref. 07750 Sheet no. /rev 120 4 BRADFORD Project Job Ref. 1 CONRAD caowFN IH GINrFR CO. GREEN CREEK WOOD PRODUCTS 07750 G CIVIL' ST RJCTURPL•MECHM1CUL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 =213 -2013 FAX. 503- 213 -2018 0;Z 3 \o hl D E3 Document5 1 A A k Section Sheet no. /rev C►r)E Q w\ 6Q0Ss Calc. by Date Chk'd by WFP ©L Et 0Q `32: o tl 5 tL 3 3 0 000 I/ 3 Date 3-6113 Lr3 -k rst i I G U I ose App'd by Date o 5 2 121 A L BRADFORD BRRFD CROW ENGINE FARM CO. ja CIVIL STRUCT MECHANICAL ENGINEERS 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 Calc. by Date n Chk'd by N� PH 503 213 -2013 FAX. 503 213 -2018 WFP GG V Document3 P Project GREEN CREEK WOOD PRODUCTS Section Y I■-AS1.€R S (ct.vtivi o :�o [o f (A A+) 300 e' )61,„i x 4st ,e a0X D ts' p x,30,00 C32u -6 1811-1 Ic Slab F e T L JO 1 -1 751-1} Date Job Ref. Sheet no. /rev 60 cop App'd by Date 07750 122 AL BRADFORD CONRAD CROW ENGINFF CLING CO. CIYIL' STRUCTURAL• MECHANICAL ENGINEERS Bradford Conrad Crow Engineering Co. 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 213 -2013 FAX. 503 213 -2018 ANCHOR BOLT DESIGN (ACI318 -051 MULTIPLE ANCHOR BOLT DESIGN (ACI 318 -051 S M� C I (TYP) C a2 I S X (TYP) pr Loads and factors Factored design tensile load; Reduction factor for tensile load; Factored design shear load; Project Section Cale. by JFB PP' and QQ' Extreme columns LL and MM' Extreme rows P e Q r I i L• i L' Y t Bolt configuration Multiple anchor bolt geometry Type of anchor bolt; Diameter of anchor bolt; Effective cross sectional area of anchor Number of bolts in the extreme row Number of bolts in the extreme column; Total number of bolts in the system; Embedded depth of each anchor bolt; Member thickness; Edge distance (along shear force direction); Edge distance (normal to shear force direction) Spacing of anchors in the group along (X axis) Spacing of anchors in the group along (Y axis), Bearing area of head of anchor bolt; Material properties Specified compressive strength of concrete; Specified yield strength of anchor steel; Job Ref. Green Creek Headrig Installation 07750 Sheet no. /rev. Building Anchor Bolts Date Chk'd by 8/10/2009 f c 3000 psi futa 60000 psi N 38.40 kips �t =0.70 Vua 10.56 kips F Date Cast -in- headed d 0.750 in Asa 7t xd0 2 /4 0.442 N 2 N n (Nr x NG) Or 2) x (N 2)) 4 h 10.000 in h 24.000 in c 14.000 in Ca2 14.000 in S 4.000 in S 4.000 in Abrg 0.650 in A M N ua Loading configuration p V ua 1 App'd by Date TEDDS calculation version 1.0.02 123 A L BRADFORD CONRAD CRO1M ENrINEFRING CO. CIVIL 'STRUCTURAL 'MECHANICAL ENGINEERS Bradford Conrad Crow Engineering Co. 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503- 213 -2013 FAX. 503 213 -2018 Project Section Calc. by JFB Green Creek Headrig Installation Building Anchor Bolts Date Chk'd by 8/10/2009 Date Job Ref. 07750 Sheet no /rev 2 App'd by Date Reduction factor for shear load; (f) 0.65 Bending moments Moment acting about major axis of rotation (X- axis)* M 0.00 kip_ft Moment acting about minor axis of rotation (Y -axis) M 0.00 kip_ft Eccentricity in X direction; e 0.00 in Eccentricity in Y direction; e 0.00 in For two number of bolts in a column Distance of loads from left support; Y ((0.5 x S e 2.00 in Reaction at left support; T (N x Y+ M S 19.200 kips Reaction at right support; T Nua T 19.200 kips Maximum reaction, T max (abs (T abs (T 19.200 kips For two number of bolts in a row Distance of loads from left support; X ((0.5 x SO e 2.00 in Reaction at left support; T (N x X M S 19.200 kips Reaction at right support; TxR Nua TXL 19.200 kips Maximum reaction; T max (abs (T abs (T 19.200 kips Check tensile strength of anchor bolt Maximum reaction in the bolt; R (T T 38.400 kips Nominal tensile strength of anchor bolt (D.5.1.2) (I)N n x (I) x Ase x futa 74.22. kips PASS Nominal tensile strength of anchor is greater than maximum tensile force in bolt Check concrete breakout strength of anchor bolt in tension Coefficient for concrete breakout strength in tension (D.5.2.2) 1( 24.00 Concrete breakout strength of anchor in tension (D 5.2.1 D -5) Nb kc x (f X 1 psi) x hef x 1 in 41.569 kips Projected concrete failure area of a group of anchors, for calculation of strength in tension, AN (Cal (N 1) x Sy 1.5 x h x (C (N 1) x S 1.5 x he) 702579 mm Projected concrete failure area of an anchor for calculation of strength in tension (if not limited by edge distance or spacing) ANco 9 x h 900.000 in Minimum distance from center of shaft to the edge of concrete c min (cal cat) 14.000 in Modification factor for edge effects (D.5.2.5), Wed_N 0 7 0.3 x ca_min (1.5 X her) 0.980 Modification factor for no cracking at service loads (D.5.2.6) W 1.25 Modification factor for uncracked concrete (D.5.2.7); Wcp_N 1.00 Modification factor for group loaded eccentrically in tension (D.5.2.4) Wec N max (1 1 (1 ((2 x emax) (3 x hef)))) 1.000 Nominal concrete breakout strength; 4)Ncbg yt X ANc ANco X Wec N x •ed_N x Wc_N X Wcp_N X Nb 43.131 kips PASS Nominal concrete breakout strength of anchor in tension is greater than required strength Check pullout strength of anchor bolt in tension Pullout strength of anchor in tension (D.5.3) N 8 x Abrg x f 15.600 kips Modification factor for pullout strength of concrete based on cracking condition 124 AL BRADFORD COHRAD CROW ENGINEERING CO. CIVIL SI RUM UR AL'MECHANCAL E NGINEERS Bradford Conrad Crow Engineering Co 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 213 -2013 FAX. 503 213 -2018 Project Section Calc. by JFB Modification factor for edge effects (D 6.2.6) Interaction of tensile and shear forces Design tensile strength of anchor (D 7.2) Design shear strength of anchor (D 7 1), Interaction check; Job Ref. Green Creek Headrig Installation 07750 Sheet no. /rev Building Anchor Bolts Date Chk'd by 8/10/2009 Date 3 App'd by Date lv 1.40 Nominal pullout strength of anchor group in tension; 4 N 4t x yl x N x n 61 152 kips PASS Nominal pullout strength of anchor is greater than required strength Check concrete side -face blowout strength of anchor bolt Nominal side face blowout strength (D.5.4.2) ON 4t x 160 x cal X 'I(Abrg) X *f'c x 1 psi) 69.241 kips S max (S S 4.00 in Nominal side face blowout strength of group (D 5 4.2) 4Nsbg ct x (1 (S (6 x cal))) x 4Nsb 50.777 kips PASS Nominal side -face blowout strength of anchor is greater than required strength Check shear strength of anchor bolt Nominal shear strength of anchor bolt (D.6.1.2) 4Vsa Os X n X 0 6 x Ase x futa 41.351 kips PASS Nominal shear strength of anchor is greater than required strength Check concrete breakout strength of anchor bolt in shear Load bearing length of anchor l min (her 8 x d 6.000 in Concrete breakout strength of anchor in shear Vb 8 x (l d x *do) x 4 I(f b x 1 psi) x (c 30.129 kips Projected concrete failure area of a single anchor Av 1.5 x c x (1.5 x cal c 735.000 in Projected concrete failure area, for calculation of strength in shear if not limited by corner influences, spacing, or member thickness Avco 4.5 x c 882.000 in Wed_v =07+ 0.3xc /(1.5x c =0.900 Modification factor based on cracking conditions and presence of supplementary reinforcement (D 6.2.7) Wc_v 1 40 Modification factor for anchor groups loaded eccentrically in tension (D 6.2.5) Wee v max (1 1 (1 ((2 x emax) (3 x h 1.000 Nominal concrete breakout strength(D 6.2.1 D -22); (1)V x Avo Avoo x Wee v x Wed_V x WC v x Vb 20.563 kips PASS Nominal concrete breakout strength of anchor in shear is greater than required strength Check concrete pryout strength of anchor bolt in shear Coefficient for pryout strength k 2.0 Nominal concrete pryout strength of anchor 4V ¢s x kop x (4Ncbg /4)t) 80.101 kips PASS Nominal concrete pryout strength of anchor in shear is greater than required strength (1)N min (4N 4N ONO 43.131 kips Nua 0.2 x qN„ Full strength in shear is not permitted OV min (4 V OV 0./ 20.563 kips V 0.2 x qSV„ Full strength in tension is not permitted Nua /ONn +Vua /4Vn FAIL Greater than 1.2 125 A A L CROW ENGINEERING CO. CML' STRUCTURAL 'MECHANICAL ENGINEERS Bradford Conrad Crow Engineering Co. 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 213 -2013 FAX. 503 213 -2018 Project Section Calc. by JFB ANCHOR BOLT DESIGN (ACI318 -051 MULTIPLE ANCHOR BOLT DESIGN (ACI 318 -051 N ua J .S" i Y M4 i M' i C I i (TYP) t C al i S (TYP) P' i I I I i I Q Green Creek Headrig Installation Building Anchor Bolts Date Chk'd by 8/10/2009 Y 'PP' and QQ' Extreme columns r i LL and MM' Extreme rows P e I j X I Q I I L� L' X Date ua Job Ref. A Loading configuration Bolt configuration Multiple anchor bolt geometry Type of anchor bolt; Cast -in- headed Diameter of anchor bolt; d 0.750 in Effective cross sectional area of anchor A it x da 4 0.442 in Number of bolts in the extreme row N 2 Number of bolts in the extreme column; N. 2 Total number of bolts in the system; n (N x N ((N 2) x (N 2)) 4 Embedded depth of each anchor bolt; h 10.000 in Member thickness; h 24.000 in Edge distance (along shear force direction); cal 14.000 in Edge distance (normal to shear force direction) cat 14.000 in Spacing of anchors in the group along (X axis) S 4.000 in Spacing of anchors in the group along (Y axis) S,, 4.000 in Bearing area of head of anchor bolt; Ab 0.650 in Material properties Specified compressive strength of concrete; f 3000 psi Specified yield strength of anchor steel; futa 60000 psi Loads and factors Factored design tensile load; N 18.70 kips Reduction factor for tensile load; (1)t 0.70 Factored design shear load; V„ 9.60 kips Sheet no. /rev 07750 4 App'd by Date TEDDS calculation version 1.0.02 126 AL BRADFORD CONRAD CROW ENGINEERING Co. CIVIL' STRUCTUR MECIW1C ENGINEERS Bradford Conrad Crow Engineering Co. 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503 213 -2013 FAX. 503 213 -2018 Project Section Cale. by JFB Green Creek Headrig Installation Building Anchor Bolts Date Chk'd by 8/10/2009 Date Reduction factor for shear load, cl) 0.65 Bending moments Moment acting about major axis of rotation (X -axis) M 0.00 kip_ft Moment acting about minor axis of rotation (Y -axis) M 0.00 kip_ft Eccentricity in X direction; e 0.00 in Eccentricity in Y direction; e 0.00 in For two number of bolts in a column Distance of loads from left support; Y ((0.5 x S e 2.00 in Reaction at left support; T (N x Y+ M S 9.350 kips Reaction at right support; T Nua TyL 9.350 kips Maximum reaction, T max (abs (T abs (T 9.350 kips For two number of bolts in a row Distance of loads from left support; X ((0.5 x S e 2.00 in Reaction at left support; T (N X X M S 9.350 kips Reaction at right support; TxR Nua TEL 9.350 kips Maximum reaction; T max (abs (Txl-) abs (T 9.350 kips Check tensile strength of anchor bolt Maximum reaction in the bolt; R (T T 18.700 kips Nominal tensile strength of anchor bolt (D.5 1.2) (I)Nsa n x 4t x Asa x futa 74.22 kips Job Ref. 07750 Sheet no. /rev 5 App'd by Date PASS Nominal tensile strength of anchor is greater than maximum tensile force in bolt Check concrete breakout strength of anchor bolt in tension Coefficient for concrete breakout strength in tension (D 5.2.2) k 24.00 Concrete breakout strength of anchor in tension (D 5.2.1 D -5) Nb =1(0 x 'Ar x 1 psi) x hef 1.5 x 1 in 41.569 kips Projected concrete failure area of a group of anchors, for calculation of strength in tension; ANc (Cal (N 1) x S 1.5 x h x (c (N 1) x S 1.5 x hef) 702579 mm Projected concrete failure area of an anchor for calculation of strength in tension (if not limited by edge distance or spacing) ANco 9 x h 900.000 in Minimum distance from center of shaft to the edge of concrete Ca min min (cal cat) 14.000 in Modification factor for edge effects (D.5.2.5) Wed_N 0 7 0.3 x Ca_min (1.5 x he) 0.980 Modification factor for no cracking at service loads (D.5.2.6) V 1.25 Modification factor for uncracked concrete (D.5.2.7)• Vop_N 1.00 Modification factor for group loaded eccentrically in tension (D.5.2.4) Woo N max (1 1 ((2 x emax) (3 x het)))) 1.000 Nominal concrete breakout strength; 4 N 4t x ANc AN x Wec_N X Wed_N X Vc N X Wcp_N x Nb 43.131 kips PASS Nominal concrete breakout strength of anchor in tension is greater than required strength Check pullout strength of anchor bolt in tension Pullout strength of anchor in tension (D.5.3) Np 8 x Ab x f 15.600 kips Modification factor for pullout strength of concrete based on cracking condition 127 A\ L BRADFORD CONRAD CROW E NG INE E RIN G CO CIVIL 'STRUCTURAL MECNANCAL ENGINEERS Bradford Conrad Crow Engineering Co. 9925 SW NIMBUS AVE. SUITE 110 BEAVERTON, OR 97008 PH 503- 213 -2013 FAX: 503 -213 -2018 Project Section Calc. by JFB Green Creek Headrig Installation Building Anchor Bolts Date Chk'd by 8/10/2009 Date Job Ref. 07750 Sheet no. /rev 6 App'd by Date W� 140 Nominal pullout strength of anchor group in tension; 4N 4)t x y, x N x n 61 152 kips PASS Nominal pullout strength of anchor is greater than required strength Check concrete side -face blowout strength of anchor bolt Nominal side face blowout strength (D.5.4.2), 4Nsb x 160 x ca, x 'I(Abrg) x 4(fo x 1 psi) 69.241 kips S max (S S 4.00 in Nominal side face blowout strength of group (D.5.4.2) 4Nsbg x (1 (S (6 x cal))) x (I)Nsb 50.777 kips PASS Nominal side -face blowout strength of anchor is greater than required strength Check shear strength of anchor bolt Nominal shear strength of anchor bolt (D.6 1.2) (I)Vsa 4s x n x 0.6 x Ase x futa 41.351 kips PASS Nominal shear strength of anchor is greater than required strength Check concrete breakout strength of anchor bolt in shear Load bearing length of anchor l min (h 8 x d 6.000 in Concrete breakout strength of anchor in shear Modification factor for edge effects (D 6.2.6)• Vb 8 x (le cle .2 x J(do) X I(fo x 1 psi) x (Cal) 30.129 kips Projected concrete failure area of a single anchor Av 1.5 x c x (1.5 x Cal cez) 735.000 in Projected concrete failure area, for calculation of strength in shear if not limited by corner influences, spacing, or member thickness Avoo 4.5 x C 882.000 in Wed_v 0 7 0.3 x 0,2 (1.5 x Cal) 0.900 Modification factor based on cracking conditions and presence of supplementary reinforcement (D 6.2.7) Wo_v 1.40 Modification factor for anchor groups loaded eccentrically in tension (D 6.2.5) Wee V max (1 1 (1 ((2 x emax) (3 x h 1.000 Nominal concrete breakout strength(D 6.2.1 D -22); 4V c t g (I)s x Ave Avoo x Wee v X Wed_V X We V x Vb 20.563 kips PASS Nominal concrete breakout strength of anchor in shear is greater than required strength Check concrete pryout strength of anchor bolt in shear Coefficient for pryout strength kor 2.0 Nominal concrete pryout strength of anchor (iV x !c x (dN /4)t) 80.101 kips PASS Nominal concrete pryout strength of anchor in shear is greater than required strength Interaction of tensile and shear forces Design tensile strength of anchor (D 7.2) 4 N min (4 )N ON 4N) 43.131 kips N„> 0.2 x HIV„ Full strength in shear is not permitted Design shear strength of anchor (D 7 1) min (4V OV 4V 20.563 kips Vua 0.2 x bV„ Full strength in tension is not permitted Interaction check; N../49N Vu8 4 V0 0.9 PASS Less than 1.2 128 I r— r r all it IIIIIII I r r I r— r r �S Q C U C7 GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co John F Bradford 07750 Aug 10 2009 06 50 PM Load Case. D IES VisualAnalysis 6 00 0117 O 0 1' l Y X L2_ j Jt 2 .500 K GREEN CREEK' 077500 ;een9 Co• John F Bradfod Bradford Conrad Crow E 0775 Aug 10 2009' 06:50 PM Load Case E X IES VisualAnalysis 6 00 0117 Z r MI r r- r r r r r r r r NB MO r GREEN CREEK. 07750o yap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009' 06 50 PM Load Case. E +Z IES VisualAnafysis 6 00 0117 Y X GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009 06:51 PM Load Case. E -X IES VisualAnalysis 6 00.0117 Z Y X NMI MN all r WM UM i BM MI S MI MI r M EN MI MI N O r GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co John F Bradford 07750 Aug 10 2009 06 PM Load Case. E -Z IES VisualAnalysis 6.00 0117 Z Y X GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009 0652 PM Load Case. L IES VisualAnalysis 6 00 0117 X r r 11111 111111 11111 BM an s N— S s MI N OM N M MI MS IIIIII I IIIIII O- MI OM MI all MB MI MI GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009 06 52 PM Load Case. S IES VisualAnalysis 6 00 0117 Z Y X GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009 06 52 PM Load Case. W +X IES VisualAnalysis 6 00 0117 Z Y X MINI i, M r N I• WM Nu ar r- a MN i i• NM MI r• M r- MO r r MO MI r MI GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co John F Bradford 07750 Aug 10 2009 06 56 PM Load Case: D IES VisualAnalysis 6 00 0117 c) GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009' 06:56 PM Load Case. E +X IES VisualAnalysis 6.00 0117 4 MI I r OM I MI O NM r- MI r w MIN OM r MI MI MI all r MO NM MI r• MI In NM MI MI OM MO GREEN CREEK. 07750o yap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009' 06 PM Load Case: E +Z IES VisualAnalysis 6 00 0117 oa r. aun GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009 06.57 PM Load Case: E -X IES VisualAnalysis 6.00 0117 an re r r r ow s r r- r r r r am Ns am Ns Rs as am ow m r r— ma we No ow NE GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co John F Bradford 07750 Aug 10 2009' 06 57 PM Load Case. E -Z IES VisualAnalysis 6 00 0117 .9.:`,71.0(1) ,-1 111 ,V;1(1),(1) ,S :1 ;au;o) ;1.(1111) i;�- :1:;;110(1) GREEN CREEK. 07750o yap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 19 2009 06:58 PM Load Case: L IES VisualAnalysis 6.00.0117 MI M IIINI NM In WM MI MI I NM MI On IIIIII M! MI MO MI N• MI MI M M MI E• GREEN CREEK. 07750o yap Bradford Conrad Crow Engineering Co John F Bradford 07750 Aug 10 2009' 06:58 PM Load Case: S IES VisualAnalysis 6 00 0117 0 GREEN CREEK. 07750o yap Bradford Conrad Crow Engineering Co. John F Bradford 07750 Aug 10 2009 06:58 PM Load Case. W +X IES VisualAnalysis.6 00 0117 No 2. N N NM B NM M 111111 r i MN I Me MI NM NMI OM NMI 1•111 OM OM 1011 MOO NM MI rn GREEN CREEK. 07750o.vap Bradford Conrad Crow Engineering Co John F Bradford 07750 Aug 10 2009 06 59 PM Load Case: W -X IES VisualAnalysis 6 00 0117 PACIFIC BUILDING SYSTEMS MANUFACTURED BY TRU55 —T STRUCTURES, INC 2100 N. PACIFIC HWY WOODBURN, OREGON 11011 PHONE 503 181 -1581 ISA Inc Fabricator Inspection Program FA -405 (See Web At www iasonllne ore) GUSTOMER Green Greek Wood Products PROJECT New Headrig with Eyebrow Fort Angeles, WA JOB No Oq -6GT BUILDING DATA Width (ft) 2633 Length (ft) 112.5 Eave Height (ft) 32. 34.61 Roof Slope (rise /12) 1.012 Dead Load (psf 2.500 Live Load (psf 20.00 Collat Load (psf 5 Snow Load (psf 25 Wind Speed(mph) 100 Wind Code IBC 06 Closed /Open Partial Exposure C Importance Wind 100 Importance Seismic 1.00 Seismic Zone /Gatagory D Seismic Coeff (Fa *Ss) I 'So FILE 0 P4(-; c, !j t ry y I+y E rI-r;LS 11 C Customer Project Location Size Page 1 Of 269 Green Creek Wood Products Job No 09 -6983 New Headrig with Eyebrow Date 8/7/200 Port Angeles WA Designed By KL 26 3 x 172 5 x 32 5 x Checked By Table Of Contents TABLE OF CONTENTS Design Calculation Eave Extension .Design Ln 6 -7 Roof Design Sidewall Design Line A Sidewall Design Line B Endwall Design Line 1 Endwall Design Line 10 Rigid Frame Line 1 Frames Line 2,5,8 Rigid Frame Line 3,4,9 Rigid Frame Line 6 -7 Rigid Frame Line 1.0 Crane Beams Between Line 6 -7 Carrier Beams Line A Design Warnings 1 1 2 25 26 27 28 127 128 149 150 176 177 181 182 186 187 197 198 207 208 221 222 235 236 249 250 258 259 267 268 269 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Pacific Building Systems 2.100 N Pacific Hwy Woodburn, OR 97071 STRUCTURAL DESIGN CALCULATIONS FOR Green Creek Wood Products New Headrig with Eyebrow Port Angeles, WA Port Angeles WA 09 -6983 Date BUILDING DATA Width (ft) 26. 3 Length (ft) 172 5 Eave Height (ft) 32 5/ 34 7 Roof Slope (rise /12 1 00 Dead Load (psf 2 5 Live Load (psf. 2.0 0 Collat Load (psf 5 0 Snow Load (psf 25 0 Wind Spe.ed(mph 100 0 Wind Code IBC 06 Closed /Open P Exposure C Internal Wind Coef.f -0 55, +0 55 Importance Wind 1 00 Impo- t,ance Seismic .1 00 Seismic Design Category= D Seismic Co.ef.f (Fa *Ss) .1 18 Designer Job No Designed By KL Checked By Page 2 Of 269 09 -6983 8/7/2009 09 -6 FRONT S.IDEWALL BASIC LOADS Basic Wind 21 7 Basic Wind 21. 7 WIND PRESSURE /S.UCT.ION Wind Wind Wind Press Suct Long 26. 9 -28 7 31 4. -33 .3 26 9 -2 7 32 5 -21 7 BACK SIDEWALL BASIC LOADS W Deflect Factor 0 70 1 00 Wind_Load_Ratio Deflect Factor 0 70 1 00 WIND PRESSURE /SU.CTION Wind Wind Wind Press Suct Long 26 9 -28 7 31 4 -.33 3 2.6 .9 -28 7 32 .5 -21 7 LEFT ENDWALL BASIC LOADS i Dead Collat Live Load Load Load 2. 5 5 0 20 0 BASIC LOADS AT EAVE Customer Project New Headrig with Eyebrow Location Size Green Creek Wood Products Port Angeles WA 26 3 x .172 5 x 32. 5 x 8/ 7/2 Design Loads For Building Components 8/ 7/2009 2 44pm Edge_Strip_Ratio Zone .Col/ Width Girt ,Panel Jamb 3 00 .1 05 1 0.0 1 05 Girt /Header Panel Jamb .Parapet Edge_Strip_Ratio Zone Col/ Width Girt Panel Jamb 3 00 1. 05 1 00 1 05 Girt/Header Panel Jamb Parapet Job No Date Designed By KL Checked By Page 3 Of 269 09 -6.983 8/7/2009 Edge_Strip_Ratio Snow Basic Wind_LoadRatio Zone Col/ Load Wind Deflect Factor Width Girt Panel Jamb 25 0 21 7 0 70 1 00 .3 00 1 05 1 00 1 05 09- 6 Seis Load 0 30 WIND PRESSURE /SUCTION Wind Press 26 9 26 9 26 9 31 4 32 5 COLUMN Load No Id 18 1 2 3 4 5 6 7 .8 9 1.0 11 .1,2 .13 14 15 16 .17 18 Torsion Wind Seismic 0 00 0 00 Wind Suct 28 7 28 7 28 7 3 3 21 7 RAFTER DESIGN LOADS Load No Id Dead Coll Live 18 1 1 00 1 00 1 00 2 .1 00 1 00 0 0.0 3 0 60 0 00 0 00 4 0 60 0 00 0 00 5 0 60 0 00 0 00 Customer Project Location WIND .COEFFICIENTS Column/Rafter Rafter Surf Wind _l Wind_2 Id Left Right Left Right 1 0 00 0 00 0 00 0 00 2 -1 44 -.1. 00 -0 34 0 10 3 0 00 0 00 0 00 0 0.0 BRACING DESIGN LOADS --Add Snow- Dead Coll Live Snow Drift Slide .1 00 1 00 1. 00 0 00 0 00 0 .1. 00 .1 00 0 00 1 00 1 00 1 1 00 .1 00 0 75 0 00 0 00 0 2. 00 .1 00 0 75 0 00 0 .00 0 1 00 1 00 0 00 0 75 0 00 0 1 00 1 00 0 00 0 75 0 00 0 0 6.0 0 00 0 00 0 00 0 00 0 0 60 0 00 0 00 0 00 0 00 0 0 60 0 00 0 00 0 00 0 00 0 0 6.0 0 00 0 00 0 00 0 00 0 1 11 1 11 0 .00 0 00 0 00 0. 1 11 1 12 0 00 0 00 0 00 0 1 08 .1 08 0 75 0 00 0 CO 0 1 08 .1 08 0 75 0 00 0 00 0 1 08 1 08 0 00 0 00 0 00 0 .1 08 1 08 0 00 0 00 0 00 0 0 49 0 00 0 00 0 00 0 00 0 0 49 0 00 0 00 0 00 0 00 0 Size Design Loads For Building Components Column Girt /Header Jamb Panel Parapet Snow 0 0.0 .1. 00 0 00 0 00 0 00 --Add Snow- Drift Slide 0 00 1 00 0 0.0 0 00 0 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x .172 5 x 32 5 x 00 0 00 00 00 00 00 00 0.0 00 00 00 00. 00 00 00 00 0.0 0 00 1 00 0. 00 0 00 0 00 Column /Brace Wind_2 Left Right -0. 04 -0 91 -1.44 -1 00 -0 .91 -0 04 Wind 1 Left Right 0 00 0 00 0 00 0.00 0 00 0 00 0 00. 0 00 0 00 0 00 0 0 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 .1 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 0 0 0 00 0 00 0 00 0 00 Left 0 00 0 00 1 00 0 0 0 00 Wind_1 Right 0 00 0 00 0 00 1 00 0 00 Job No Date Designed By KL Checked By Long Surface Wind Friction 0 00 0 00 -1 24 0 00 0 00 0 00 Wind_2 Left Right 0 .00 0 00 0 00 0 00 0 75 0 00 0 00 0 75 0 75 0 00 0 00 0 7 0 00 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 .00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 8/ 7/2009 2 44pm Long Column_Wind Wind Press Suct Seis. 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 Wind_2 Left Right 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Page 4 Of 2 09 -6983 8/7/20 .0 0 0 0 0 0 1 .1 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Long Wind 0 00 0 00 0 00 0 00 0 0 0 0 0 0 0 0 0 0. 1 1 0 0 0 0 0 0 0 0 00 00 75 75 75 75 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0. 0 0 0. 0 0 0 0 0 0 -o 0 0 0 0 Seis Id 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 00 00 00 0.0. 00 00 00 0.0 00 .00 70 70 52 .52 .52 52 70 70 09 -6983 6 7 8 .9 .1.0 11 12 .13 .14 .15 .16 17 18 No Aux 4 .0 60 0 0 6.0 0 0 60 0 0 60 0 0 60 0 1. 11 1 .l. 11 1 1 08 1 1. 08 1 1 08 .1 1 08 1 0 71 0 0 71 0 AUXILIARY LOADS Aux Id 1 2 3 4 Aux Name LWIND1L LWIND.1R LWIND2 L LWIND2R ADDI.T.I.ONAL LOADS No Add Surf Basic Add Id Id Load 4 .1 2 2 2 .3 2 4 2 RIGHT ENDWALL BASIC LOADS Dead Load 2 5 Collat Live Load Load 5 0 20 0 BASIC LOADS AT EAVE Seis Torsion Load Wind Seismic 0 3 0 00 0 00 •WIND PRESSURE /SUCTION Wind Wind Press Suct 26 9 -28 7 26 .9 -28 7 26 .9 -28 7 31 4 -33 3 Customer Project Location Size Load Type D D D D Snow Load 25 0 C l Girt /Header Jamb Panel Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Design Loads For Building Components Job No Date Designed By KL Checked By 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 1. 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0. 00 0. 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 00 11 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 11 0 00 0 00 0 00 0. 0.0 .0 00 0 00 0 00 0 00 08 0 75 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 08 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 00 08 0 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 08 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 0 00 0 00 .0 0.0 0 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 No Add_Load Load. Id Coef.f .1 .l 1 00 1 2 1 00 1 .3 1 00 1 4 1. 00 Fx Fy Mom X Y W1 W2 Co Dxl Dx2 0 08 0 08 0 00 0 00 6 00 0 08 0 08 0 00 20 42 26.42 0 04 0 04 0 0.0 .0. 00 6 00 0 04 0 .04 0 00. 20 42 26 42 Basic Wind 21 7 Wind_ Load_ Ratio Deflect Factor 0 70 1 00 Page 5 Of 269 09 -6983 8/7/2009 8/ 7/2009 2 44p 0 1 1 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 Conc Dist Edg.e_Strip_Ratio Zone Width Girt Panel .3 00 1 05 1 00 0 0 0 0 0 0 0 0 0 0 -0 0 0 00 0 00 1 00 2 00 3 00 4 70 0 70 0 52 0 52 0 52 0 52 0 70 0 70 0 Col/ Jamb 1 05 09 -698.3 .32. 5 -21 7 WIND COEFFICIENTS Column /Rafter Surf Wind _1 Id Left Right 1 0 00 0 00 2 -1 04 -1 52 3 0 00 0 00 Customer Project New Headrig with Eyebrow Location Port Angeles. WA Size Design Loads For Building Components Parapet: Rafter Wind_2 Left Right 0. 00 0 00 0 0 -0 42. 0 00 0 00 COLUMN BRACING DESIGN LOADS Load Add_Snow- No. Id Dead Coll Live Snow Drift Slide 18 1 1 00 1. 00 .1. 00 0 00 0 00 0 00 2 1. 00 1 00 0 00 1 00 1 00 .1 00 3 1 00 1 00 0 75 0 00 0 00 0 00 4 1 00 .1. 00 0 75 0 .00 0 00 0. 00 5 1 00 1 00 0 00 0 75 0 00 0 0.0 6. 1. 00 1 00 0 00 0 75 0 00 0 00 7 0 60 0 00 0 00 0 00 0 00 0 00 8 0 60 0 00 0 00 0 00 0 00 0 00 9 0 60 0 00 0 00 0 00 0 00 0 .00 10 0 60 0 00 0 00 0 00 0 00 0 0.0 11 l 11 1 11 0 00 0 00 0 00 0 .00 12 .1 .11 1 11 0 00 0 00 0 00 0 00 13 1 08 1 08 0 75 0 00 0 00 0 00 14 1 08 .1 08 0 75 0 00 0 00 0 00 15 .1 0.8 1 08 0 00 0 .00 0 00 0 00 16. 1 08 1 08 0 00 0 0.0 0 00 0 00 17 0 49 0 00 0 00 0 00 0 00 0 00 .18 .0 49 0 00 0 00 0 00 0 0.0 0 00 Green Creek Wood Products 26 3 x 172 5 x 32. 5 x Column /Brace Wind Left Right 0 00 -0 94 04 -1. 52 -0 94 0 00 RAFTER DESIGN LOADS Load Add_Sno.w- Wind_1 No .Id Dead Coll Live Snow Drift Slide Left Right 18 1 1. 00 .1 00 1 00 0 00 0 00 0 00 0 00 2 1 00 1 00 0 00 1 00 1 00 1 00 0 00 3 0 60 0 00. 0 00 0 00 0 00 0 00 1 00 4. 0 60 0 00 0 00 0 00 0 00 .0 00 0 00 5 0 60 0 00 0 00 0 00 0 0.0 0 00 0 00 6 .0 60 0 00 0 00 0 00 0 00 0 00 0 00 7 0 60 0 00 0 00 0 00 0 00 0 00 0 00 8 0. 60 0 00 0 00 0 00 0 00 •0 00 0 00 9 0 60 0 00 0 00 0 00 0 00. 0 00 0 00 10 0 60 0 00 0 00 0 00 0 00 0 00 0 00 11 1 1.1 1 11 0 00 0 00 0 00 0 00 0 00 12 1. 11 1 .11 0 00 0 00 0 00 0 00 0 00 13 1 08 1 08 0 75 0 00 0 0.0 0 00 0 00 14 1 08 1 08 0 75 0 00 0 00 0 00 0 00 .15 .1 08 1 08 0 00 0 00 0 00 0 0.0 '0 00 16 1 08 1 08 0 00 0 00 0 00 0 00 0 00 Wind .l Wind 2 Left Right Left Right 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 .0 75 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 75 0 00 0 00 0 00 0 0.0 0 75 0 00 0 00 ,0 00 0 00 0 0.0 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 1. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 0.0 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 0 00 0 00 0 00 0 .0 0 0 00 1 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Long Wind 0 00 -1 24 0 00 Job No Date Designed By KL. Checked By 8/ 7/2009 Wind_2 Left Right 0 .00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 1. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Surface Friction 0 00 0. 0 0 0 00 Page 6 Of 269 09 -6983 8/7/2009 2 44pm Long Column_Wind Wind Press S Seis 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 7 0 00 1 00 1 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 1 00 0 00 0 0.0 0 00 0 00 0 7 0 00 0 00 0 00 -0 70 0 00 0 00 0 .00 0 52 0 00 0 00 0 00 -0 52 0 00 0 00 0 00 0 .52 0 00 0 00 0 00 -0 52 0 00 0. 00 .0 00 0 7 0 00 0 00 0 00 -0 70 Long Wind Seis Id 0 00 0 00 0 0 .00 0 00 .0 0 00 0 00 0 0 00 0 00 0 0 00 0 00 0 0 00 0 00 0 1 00' 0 00 1 1 00 0 00 2. 0 00 0 00 3 0 00 0 00. 4 0 00 0 70 0 0 00 -0 70 0 0 00 0 5 0 0 00 -0 52 0 0 00 0 52 0 0 00 -0 52 0 't WIND PRESSURE /SU.CTION Wind Wind Wind Press Suct Suct_Roof 1.6 2 -35 7 0 0 -36 2 18 4. -3.5 7 8 7 -6 3 -14 9 13. .2 -.9 3 3.2 5 -21 7 17 3 09 -6983 ROOFDES Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x AUXILIARY LOADS. No Aux Aux No Add_Load Aux Id Name Load Id Coeff 4 .1 LWIND1_L 1 .1 1 00 2 LWIN.D1_R 1 2 1 00 3 LWIND2_L 1 3 1 00 4 LWIND2 R 1 4 1 0.0 P.urlins Gable Extensions Panels Long Bracing. Building Long Bracing, Wall Edge Zone Long Bracing, Facia /Parapet EDGE CORNER ZONE WIND Wind Surf No Zone Purlin Panel Id Id Zone Id Width Length Press Suct Press Suct 1 2 9 1 0 00 0 .00 1 00 .1 00 1 00 1. 00 3 0 00 6 00 1 00 1. 24 1 0.0 1 .30 4 3 00 0 0.0 1 00 1 .06 1 00 1 .12 5 0 00 6 00 .1 00 1 2.4 1 00 1 30 6 6 00 0 00 1 00 1 2.4 1 00 1 30 7 6 00 6 00 .1 00 1 06 1 00 1 42 8 6 00 6 00 1 00 1 06 .1.00 1 42 9 6 00 12 0.0 1 00 .1 30 .1 00 1 91 10 6 00 12 00 1 00 1 30 1 00 1 91 2 2 1 1 0 00 0 00 1 .00 1 00 1. 00 1 00 Job No Date Designed By Checked By Page 7 Of 269 09 -6983 8/7/20.09 Design Loads For Building Components 8/ 7/2009 2 44pm 17 0 71 0 00 0 00 0 00 0 00 0 00 0. 00 0 0.0 0 00 0 00 0 00 0 70 0 18 0 7.1 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -0 70 0 KL ADD.I.TIONAL LOADS No Add Surf Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 Dist 4 1 2 D 0 06 0 06 0 00 0 00 6 00 2 2 D 0 06 0 06. 0 00 2.0 42 26 42 3 2 D 0 02 0 02 0 00 0 00 6 00 4 2 D 0 02 0 02 0 00 20 42 2.6. 42 BASIC LOADS Dead Collat Live Snow Basic Wind_Load_Ratio Surface Seis o Load. Load Load Load Wind Deflect Factor Friction Factor Snow 2 5 .5 0 20 0 25 0 21 7 0 70 1. 00 0 00 1. 000 0 00 09 -6983 Customer Project Location Size Page 8 Of 269 Green Creek Wood Products Job No 09 -6983 New Headrig with Eyebrow Date 8/7/2009 Port Angeles WA Designed By KL 26.3 x 172 5 x 32 5 x Checked By Design Loads For Building Components 8/ 7/2009 2. 44pm EDGE CORNER ZONE WIND LONGITUDINAL Wind Surf No Zone P.urlin Id Id Zone Id Width Length Suct .3 2 1 1 0 00 0 00 1 00 PURLIN DESIGN LOADS Surf No Load --Add Snow- Wind Wind Aux_Load Id Loads Id Dead Colla.t Live Snow Drift Slide Press Suct Id Coef 2 17 1 1 00 1 0.0 1 00 0 00 0 00 0 00 0 00 0 00 0 0 00 2 1 00 1 00 0 00 1 00 1 00 1 00 0 00 0 00 0 0 00 3 .1 00 .1 00 0. 75 0 00 0 00 0 00 0 75 0 00 0 0 00 4 1. 00 1 00 0 .00 0 75' 0 0.0 0 00 0 7.5 0 00 0 0 00 5 0 60 0 00 0 00 0 .00 0 00 0 00 0 00 1. 00 0 0 00 6 1 00 1 00 0 00 0 50 0 00 0 00 0 00 0 00 3 1 00 7 1 00 1 00 0 00 0 .50 0 00 0 00 0 00 0 00 4 1 00 8 1 00 1 00 0 00 0 .50 0 00 0 00 0 00 0 00 5 1 00 .9 1 00 1 00 0 00 0 50 0 00 0 00 0 00 0 00 6 1. 00 10 1 00 1 0.0 0 00 .0 .50 0 00 0 00 0 00 0 00 7 1 00 11 1 00 1 00 0 00 0 .50 0 00 0 .0.0 0 00 0 00 8 1 00 12 .1 00 1 0.0 0 00 0 .50 0 00 0 00 0 00 0 00 9 1 00 13 1. 00 1 00 0 00 0 50 0 00 0 00 0 00 0 00 10 1 00 14 1. 00 1. 00 0. 00 0 50 0 00 0 00 0 00 0 00 1 1 00 15 1. 00 1 00 0 00 0 50 .0 00 0 00 0 00 0 00 2 1 00 .16 1 00 1 00 .0 00 .1 00 0 00 0 00 0 00 0 00 1. -1 00 17 1 00 1 00 0 00 1. 00 0 00 0 .00 0 00 0 00 2. -1 00 BRACING DESIGN LOADS No Load Add_Snow- Wind Wind Seis Aux_Load Loads Id Dead Collat Live Snow Drift Slide Press Suct Load Id Coef 6 1 1 00 1 00 0 00 1. 00 1. 00 .1 .00 1. 00 1 00 0 00 0 0 00 2 0 6.0 0 00 0 00 0 00 0 0.0 0 00 1 00 1 00 0 00 0 0 00 3 1 .11 1 11 0 00 0 00 0 0.0 0 00 0 0.0 0 00 0 70 0 0 00 4 1 08 1 08 0 7.5 0 00 0 00 0 00 0 00 0 00 0 52 0 0 00 5 1 08 1. 08. 0 00 0 00 0 00 0 00 0 00 0 00 0 52 0 .0 00 6 0 49 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 70 0 0 00 AUXILIARY LOADS No. Aux Aux No Add Load Aux Id Name Load Id Coef 1.0 1 1 1 0 50 2 1 9 0 .50 3 2 1 0 50 2 0.50 4 2 2 0 50 3 0 50 5 2 3 0 50 4 0..5.0 6 2 4 0 50 5 0 50 7 2 5 0 5.0 6 0 50 09 -6983 Na. 8 9 10 ADDITIONAL No Add Add Id 9 1 2 .3 4. 5 6 7 8 9 RIGID FRAME #1 BAS.I.0 LOADS LOADS Surf Basic Id Load 0 0 0 0 0 0 0 0 0 Dead Live Snow 2. 5 20 0 25 0 BASIC LOADS AT SAVE Seismic Weak_Axis L Load Sp Wind Seis 1. 16 2 70 0 00 0 00 WIND COEFF.I.CIENTS Surf Wind_1 Id Left Right 1 -0.1.5 -0 84 2 -.1 24 -0 .92 3 -0 .84 -0 15 DESIGN LOADS Load Id Dead Coll 42 1. 1 .00 1 00 2 .1 00 1 00 3 1. 00 1 00 4 1 .00 1 00 5 1 00 0 00 6 1. 00 0 00 7 1 00 1 00 8 1 .00 1 00 9 1. 00 1 00 Customer Project Location Size Design Loads For Building Components Load Fy Dx Type W1 W2 Dxl Dx2 D -25. 0 -25 0 0 .0 1.9 2 D -25 0 -25 0 19 2 37 2 D -25 0 -25 0 37 2 67 2 D -25. 0 -2.5 0 67 2 85 2 D -.25. 0 -2.5. 0 .85 2. 103. 2 D -25 0 -25 0 103 2 12.7 2 D -25. 0 -2.5 0 127 2 .143 7 D -25 0 -25 0 1.4,3 7 160 2 D -25 0 -25.0 .160 2 172.5 Collateral 5 0 Wind_2 Left Right 0 95 0 26 -0 .14 0 .18 0 26 0 95 Green Creek Wood .Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x 2 6 0 50 7 0 50 2 7 0 50 8 0 5.0 2 8 0 50 9 0. .50 Basic Wind 21. 6. Weak_Axis R Wind Seis 0 00 0 0.0 Long .Wind 1 2 -.1. 00 -.l. 24 -1..00 Add_Snow- Drift Slide Live Snow 1 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 1 00 1 00 .1 00 0 00 1 00 1 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 .Defl Ratio 0 70 Torsion Wind Seis 0 00 0 00 1. 0 0 92 1 00 Temperature Change 0 Surface Friction 0 00 0 00 0 00 Wind_1 Wind_2 Lt Rt Lt Rt 0. 00 0 00 0 00 0 00 0 on 0 00. 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 O 00 0 00 0 00. 0 00 0 00 0 .0.0 0 no 0 00 0 7,5 0 00 0 0.0 0 00 0 00 0 75 0 00 0 00 0. 00 0 00 0 75 0 00 Job No Date Designed By Checked By 8/ 7/2009 2 44pm EW_Brace Wind Seis 0 00 0 00 Conc Dist Page 9 Of 26.9 09 -6,983 8/7/2009 KL Long_Wind Seismic Lt Rt Long Tran 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 .0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0.9 -698,3 10 1 00 1 00 .11 1 00 1 00 .12 1 00 .1. 00 13 1 00 1 00 14 1 00 1 00 .15 0 60 0 00 .16 0 60 0 00 17 0 60 0 00 18 0 60 0 00 19 0 60 0 00 20 0 60 0 00 21 0 60 0 00 22 0 60 0 00 23 0 60 0 00 24 0 60 0 00 2.5 0. 60 0 00 26 .0 60 0 00 27 .l. 11 1 11 2.8 1 11 1 11 29 .1 08 1 08 30 1. 08 1 08 31 1. 08 1 08 32 1 08 1. 08 33 .0 49 0 00 34 0 49 0 00 .3.5 1 1 1 .1.1 3.6 .1 11 1 11 37 .l 08 1 08 38 .1. 08 1 08 .39 .1 08 1 08 40 1.08.1.08 4.1 0 49 0 00 42 0 49 0 00 AUXILIARY LOADS No Aux Aux No Aux Id Name Load 4 .1 LWIND1L2E .1 2 LW.IND1R2E .1 3 LWIND2L3E .1 4 LWIND2 R3E .l ADDITIONAL LOADS No Add Surf Basic Load Add Id Id Type Type 1.0 1 2 D 2 2. D 3 2 D 4 2 D 5 3 DEAD C 6 3 COLLAT C Customer Green Creek Wood Products Project New Headr.ig with Eyebrow Location Port Angeles. WA Size Design Loads For Building Components 8/ 7/200.9 2 44pm 0 75 0 00 0 .00 0. 0.0 0 00 0 75 0 00 0 00 0 00 0 7.5 0 0.0 0 00 0 00 0 7.5 0 00 0 0.0 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00. 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 .00 0 00 0 00 0 00 0 0.0 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 .0 00 0 00 0 00 0 00 0 00 0 00 0 0.0. 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0. 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 CO 0 00 0 00 0 00 0 00 0 00 0 00 0.00 0.00 0 75 0 00 0 00 0 00 0 75. 0 00 0 00 0 00 0 00 0 75 0 00 0. 00 0 00 0 75 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 26 3 x 172 5 x 32. 5 x Add_Load I.d Coeff l 1 00 2 1 00 3. 1 00 4. 1 00 0 0.0 0 00 0 00 0 75 0 00 0 00 0 75 0 00 .0 00 0 00 0 00 0 0.0 0 00 0 7.5 0 00 0 .00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0. 00 0 .00. 0 00 0 75 0 00 0 00 .1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 .0 00 1. 00 0 00 0 00 0 00 0 00 0 00 0 00 .1 00 0 00 0 00 0. 00 0 00 0 0.0 0 00 .1 00 0 00 0. 00 0 00 0 00 0 00 1 00 0 00 0 00 0 0.0 0 00 0 00 -1 00 0 00 0 00 0 0.0 0 00 0 00 -1 00 0 00 .0 00 0 00 0 .0.0 0 00 0 00 1 00 0. 00 0 00 0 00 0 00 0. 00 1 00 0 00 0 00 0 00. 0 00 0 00 -1 00 0 00 0 0.0 0 00 0 00 0 00 -1. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 .0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00. 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 0.0 0 00 .0 00 0 0.0 0 00 0 00 0 00 0 00 O 00 0 00 0 .00 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 0 0 0 0 .00 0 00 0 00 0 00 -0 52 0 00 0 00 0 00 0 0 .0 00 0 00 0 00 0 52 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -0 52 0 00 0 00 0 0 0 00 0 00 0 00 0 00 0 70 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 -0 70 0 00 Fx Fy Mom Dx Dy W W2 Co Dl D12 0 08 0 08 0 000 0 00 6 00 0 08 0 08 .0 000 2 42 2.6 42 0 04 0 04 0 000 0 00 6 00 0 04 0 04 0 .000 2 42 26 42 0 00 -1 2.5, 0 00 0 00 -1 00 0 00 -0 65 0 00 0 00 -1 00 Page 10 Of 269 Job No 0.9 -698 Date 8/7/2009 Designed By KL Checked By Conc Dist 0 00 0 00 0 00 0 0.0 0 00 0..00 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 70 0 00 -0 70 0 00 0 5 0 00 -0 52 0 00 0 52 0 00 -0.52 0 00 0. 70 0 00 -.0 70 0 70 0 00 -0 70 0.00 0 52 0 00 09 -698.3 RIGID FRAME #2 BASIC LOADS 7 3 LIVE 8 3 SNOW 9 3 WINDL1 10 3 WINDRI Dead Live Snow Collateral 2 .5 20 0 25 0 5 0 BASIC LOADS AT EAVE Seismic Load SpcEP .0 77 1. 78 WIND COEFFICIENTS Surf Wind_1 Id Left Right .1 -0 15 -0 84 2 -1. 24 -0 92 3 0 00 0 00 DESIGN LOADS Load No I.d Dead Coll 42 1 1 00 .1 00 2.1.00 1 00 3 1. 00 1 00 4 .l 00 1 00 5 1 00 0 00 6 .1 00 0 00 7 .1 00 1 00 .8 1 .0 0 1 00 9 .1 00 1 00 1.0 1 00 1 0 11 1 .00 1 00 12 1 00 1 00 13 1 00 1 00 14 1 00 1 00 4 15 0 60 0 00 16 0 60 0 00 17 0 60 0 00 1.8 0 60 0 00 1.9 0 60 0 00 20 0 60 0 00 21 0 60 0 00 22 0 60 0 00 23 0. 60 0 00 24 0 60 0 00 Weak_Axis L Wind Seis 0 00 0 00 Customer Project Location Size Wind_2 Left Right 0 95 0 26 -0 14 0 .18 0 00 0 00 Live Snow 1 00 0 00 0 00 0 0.0 1. 00 0 00 0 00 0 00 0 00 1 00 1 00 1 00 0 00 1 00 1 00 1. 0.0 0 00 0 00 0 .00 0 0.0 0 .00 0 00 0 00 0 00 0 75 0 00 0 0.0 0 00 0 75 0 00 0 0.0 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 75 0 0.0 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00. 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32 5 x Design Loads For Building Components C 0 00 -2 6 0 00 0. 00 C 0 00 -3 3 0 00 0 .0 C 3. 60 3 65 0 00 0 00 C -3 6 3 65 0 00 0 00 Basic Wind 21 6 Weak_Axis R Wind Seis 0 00 0 00 Long_Wind 1 2 -.1 00 -.1. 24 0 0.0 --Add Snow- Drift Slide Defl Ratio 0. 70 Torsion Wind Seis 0 00 0 .00 1 00 0 92 0 .0.0 Temperature Change 0 Surface Friction 0 00 0 00 0 00 Job No Date Designed By KL Checked By 8/ 7/2009 1 00 1 00 1 00 -1 00 EW_Brace Wind Seis 0 00 0 00 Wind_1 Wind_2 Long Wind Lt Rt Lt Rt Lt Rt 0 00 .0 0.0 0 00 0 00 0 00.0 00 0 00 0 00 0 0.0 0 00 0 00 0 .00 0 00 0 00 0 00 0 00 0 00 0 00 0 00. 0 00 0 0.0 0 00 0 00 0 00 0 00 0 0.0 0 .0.0 0 00 0 00 .0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 .0 00 0 75 0 00 0 00 0 0.0 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 0.0 0 00 0 75 0 00 0 00 0 75 0 00 0 0.0 0 0.0 0 00 0 00 0 00 0 7.5 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 .00 1 00 0 00 0 00 0 00 0 00 0 00 0. 00 1. 00 0 00 0 00 0 00 0 00 0 00 0 00 .1 00 0 00 0 00 0 00 0. 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 0 00 0 00 0 00 0 00 -1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 0.0 0 00 0 00 0 00 1 00 Page 11 Of 269 09 -6983 8/7/2009 2 44pm Seismic Long Tran 0 00 0 00 0 00 .0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 0 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -6983 25 0 60 0 00 0 00 0 00 0 0.0 0 00 26. 0 60 0 00 0 00 0 00 0 .0.0 0 00 27 1 11 1 11 0 00 0 00 0 .00 0 00 28 .1.1.1 1 11 0 00 0 00 0 00 0 00 2.9 .1 08 1 08 0 75 0 00 0 00 0 00 30 1 .08 .1 08 0 75 0 00 0 .00 0. 00 31 1..08 1 08 0 00 0 00 0 00 0 0.0 32 .1 08 1 08 0 00 0 00 0 00 0 00 33 0 49 0 00 0 00 0 00 0 00 0 00 3.4 0 49 0 00 0 00 0 00 0 00 0 00 35 1. al 1 .11 0 00 0 00 0 00 0 0.0 3.6 .1 .11 1 11 0 00 0 00 0 00 0 0.0 37 1.08 1 08 0 75 0 00 0 00 0 00 38 1 08 1 08 0 75 0 00 0 00 0 00 39 1 08 1 08 0 00 0 75 0 .00 0 00 40 .1 08 1 08 0 00 0 75 0 00 0. 0.0 4.1 0 49 0 00 0 00 0 00 0 00 0 00 42 0 49 0 00 0 00 0 00 0 00 0 00 AUXILIARY LOADS No Aux Aux Id 4 1 .2 3 4 RIGID FRAME #3 BASIC LOADS Dead 2. 5 Aux Name LWIND.1L2E LWIND1R2E LWIND2_L3E LWIND2 R3E ADDIT.I.ONAL LOADS No. Add Surf. Basic Add Id Id T.ype 4 1 2 2 2 3 2 4. 2 WIND .COEFFICIENTS Surf Wind_1 Id Left Right 1 -0.15 -0 84 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x BASIC LOADS AT EAVE Seismic Weak_Axis L Load SpcEP Wind Seis 1 4.9 3 47 0 00 0 00 Design Loads For Building Components 8/ 7/2009 2 44pm No Load 1 1 1 1 Add_Load Id Coeff 1 .l 00 2 1 00 3 1 00 4 .1 00 Basic Live Snow Collateral Wind 20 0 25 0 5 0 21 6 Weak_Axis R Wind Seis 0 00 0 00 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Defl Ratio 0 70 -Wind 2 Long_Wind Left Right 1 2 0 95 0 26 -1.00 -1. 00 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 .0 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0. 0.0 0 00 0 00 0 00 0 Torsion Wind Seis 0 00 0 00 0 00 00 00 00 00 00 0 00 00 00 00 00 0 00 00 00 00 0 0 0 0 0 0 0 0 0 0 Temperature Change 0 Surface Friction 0 00 Job No Date Designed By Checked By 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 Load Fx Fy Mom Dx Dy Type W1 W2 Co Dll D12 D 0 15 0 15 0. 000 0 00 6 00 D 0 15 0 .15 0 000 20 42 26 42 D 0 06 0 06 0 000 0 00 6 00 D 0 06 0 06 0 000 2 42 26 42 00 -1 00 -1 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 EW_Brace Wind Seis 0 00 0 00 Page 12 Of 269 09 -6983 8/7/2009 KL 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 -0 0 0 0 0 0 0 Conc Dist 00 00 00 00 00 00 00 00 00 00 70 70 52 52 52 52 70 70 0 0 0 -0 0 -0 0 -0 0 -0 0 0 0 0 0 0 0 0 00 00 70 70. 5.2 52 52 .52 70 70 00 00 0.0 00 00 CO 0.0 00 0.9-6.98.3 2 -.1 24 -0 92 -0 14 .3 -0 84 -0 1,5 0 26 DESIGN LOADS Load No Id Dead Coll 42 .1 1 .00 1 00 2 1 00 1 00 3 1. 00 1 00 4 1 0 1 00 5 1 .00 0 00 6 1. 00 0 00 7 .1..0 0 1. 00 8 1. 00 1. 00 9 1 00 .1 00 10 1 .00 1 00 .11. 1 00 1 00 .1,2 1. 00 .1. 00 13 1 00 1 00 .14 1 00 1 00 15 .0 60 0 00 16 .0 60 0 00 17 0 60 0 00 .1.8 0 60 0 00 19 0 60 0 00 20 0 60 0 00 2.1 0 60 0 00 2,2 0 60 0 00 2.3 0 60 0 00 24 0 60 0 00 25 0 60 0 00 26 0 60 0 00 .27 1 11 1. 11 28 1. 11 1 11 29 .1 08 1 08 30 .l 08 1 08 31. 1 08 1 08 32 1 08 1 08 33 0 4.9 0 00 .34 0 4.9 0 00 35 .1 11 1 1.1 36 .1 11 1 11 37 1. 08 1 08 38 1 08 1. 08 39 1 08 1 08 40 1 08 1 08 4.1 0 49 0 00 42 0 49 0 00 Customer Project Location Size AUXILIARY LOADS No Aux Aux No Design Loads For Building Components 8/ 7/2009 0 18 -1 24 -0 92 0 00 0 95 -1 00 00 0 00 --Add Snow- Live Snow Drift Slide 1 00 0 00 0 0.0 0 0.0 1 00 0 00 0 00 0 00 0 00 1 00 1 00 1 00 0 00 1 00 1 00 1 00 0 00 0 00 0 00 0 .00 0 00 0 00 0. 0.0 0 00 0 75 0 0.0 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 .00 0 00 0 75 0 0.0 0 00 0 .00 0 0.0 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 0.0 0 75 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0. 0.0 0 00 0 00 0 00. 0 00 0 0.0 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00. 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 0.0 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0. 00 0 75 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Add Load Job No Date Designed Checked By Page 09 -6983 8/7/2009 By KL 2 44pm -Wind 1 Wind_2 Long_Wind Seismic Lt Rt Lt Rt Lt Rt Tran 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0. 00. 0 75 0 00 0. 00 0 00 0 00 0 00 0 00 0 75 .0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 0.0 0 00 0 75 0 00 0 00 0. 75 0 00 0 0.0 0 00 0 00 0 00 0 00 0. 7 0. 00 0 00 0 00 0. 00 0 on 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 1 00 0 00 0 0.0 0 .00 0 0.0 0 00 0 00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 0.0 0 00 0 00 0. 0.0 0 00 0..00 1 00 0 00 0 00 0 00 0 00 0 00 0 00 1 00 0 00 0 00 0 00 .0 00.0 00 .1 00 0 00 0 0.0 0 CO 0 00 0 00 -1. 00 0 .0 00 0. 00 0 00 0 00 -.1 00 0 0 00 0 00 0 00 0 00 0 00 .1 0 0.0 .0 00 0 00 0 00 0 00 .1 0 00 0 00 0 00 0 00 0 00 -1 0 00 0 0.0 0 00 0 00 0 00 -1 0 0.0 0 0.0 0 00 0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 0. 00 0 00 0 00 0 .0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 0. 00 0 00 0 00 0 0 00 0 00 .0 00 0 00 0 00 0 0 00 0 00 0 00 .0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 .0 00 0 00 0 00 0 0 00 0 .00 0 00 0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0 00 0 00 0 00 0 00 0 00 0 0. 00 0 00 0 0.0 0 00 0 00 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Long 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00. 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 70 -0 70 0 52 0 52 0 52 0 52 0 70 0 70 13 Of 269 0 0 0 0 0 0 0 0 0. 0 0 0 0. 0 0 0. .0 0 0 0 0 0 0 0 0 0 0. -0 0 0 0 0 0 0 0 00 00 00 00 00 0 0 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 0 00 00 00 70 70 52 52 52 52 70 70 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0.9 -6.983 Aux 4 ADDITIONAL LOADS No Add Surf Basic Add Id Id Type 10 .1 2 2 2 3 2 4 2 5 3 6 3 7 3 8 3 9 3 .10 3 RIGID FRAME #4 BASIC LOADS I Name 1 LWIND1L2E 2 LWIND1R2E 3 LWIND2L3E 4 LWIND2 R3E Dead Live 2 5 20 0 BASIC LOADS AT EAVE Seismic Load SpcEP 2 0.0 4 60 WIND COEFFICIENTS Surf Id 1 2 3 Wind_1 Left Right 0 .15 -0 84 1 24 -0 92 0 84 -0 15 DESIGN LOADS. Load No Id Dead Coll 84 1 1 00 2 1, 00 3 .1 00 4 1 00 5 1 0 6 .1 00 7 1. 00 8 1. 00 .9 1 00 1 1 1 1 0 0 1 1 1 Weak_Axis L Wind Seis 0 00 0 00 00 00 00 00 00 00 00 00 00 DEAD COLLAT LIVE SNOW WINDL1 WINDR1 Customer Project Location Size Design Loads For Building Components 8/ 7/2009 Load 1 1 1 1 Load Type D D D D C C C C C Basic Snow Collateral Wind 25 0 5. 0 21 6 0 95 -0 14 0 26 -Wind 2 Left Right 0 26 0 1.8 0 95 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x .172 5 x 32 5 x Id Coeff 1 .1 00 2 .l. 00 .3 1. 0 0 4 .1 00 Add_Sno.w- Live Snow Drift Slide 1 00 0 00 0 00 0 00 1 00 0 00 0 0.0 0 00 0 00 1 00 1 00 .1 00 0 00 1 00 1 00 1 00 0 00 0 00 0 00 .0 00 0 00 0 00 0 00 0 0.0 0 7.5 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 Fx Fy Mom Dx Dy W1 W2 Co. D11 D12 0 20 0 2 0 000 0 00 6 00 0 20 0 20 0 000 20 42 26 42 0. 08 0 08 0 000 0 00 6 00 0 0.8 0 08 0 000 20 42 26 42 0 00 -.1 25 .0 00 0 0.0 -1 00 0 00 -0 65 .0 00 0 00 -1 00 0 00 -2 65 0 00 0 00 -.1 00 0 0 -3 .30 0 0.0 0 00 -1 00 3 60 3 6 0 00 0 00 -1 00 -3 60 .3 65 0 00 0 00 -1 00 Weak_Axis R Wind S.ei.s 0 00 0 0.0 Long_Wind 1 2 1. 00 1 24 -1. 00 De fl Ratio 0 70 -Torsion-- Wind Seis 0 00 0 00 -1 00 0 92 1 00 -Wind 1 Lt Rt 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0. 75 0 00 0 00 0 75 0 00 0 00 Temperature Change 0 Surface Friction 0 0.0 0 00 .0 00 Page Job No 09 -69.83 Date 8/7/2009 Designed By KL Checked By EW_Brace Wind Seis 0 00 0 00 Wind_2 Lt Rt 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 Conc Dist Long_Wind Lt Rt 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 2 44pm 14 Of 269 Seismic Long T 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -6983 .10 1. 00 1 00 .1.1 1. 00 1 00 .12 .1..0 0 .1 00 13 1 00 1 00 14 1 00 1 00 1.5 0 60 0 00 16. 0 6.0 0 00 1,7 0 60 0 00 18 0 60 0 00 19 0 6.0 0 00 20 0 60 0 00 21 0 60 0 00 22 0 60 0 00 23 0. 60 0 00 24 0 60 0 00 25 0. 60 0 00 26. 0 60 0 00 2.7 1 11 1 1.1 28 1 11 1 11 29 1 08 1 08 30 1 08 1 08 .31 .1 08 1 08 32 .1 08 1. 0.8 3.3 0 4.9 0 00 3.4 0 49 0 00 3.5 1 11 1 11 36 1 11 1 11 37 1 08 1 08 38 .1 08 .1 08 39 1 08 1 08 4.0 .1 08 1 08 41 0 49 0 00 42 0 49 0 00 43 1 00 .1 00 44.1.00 1.00 45 .1..0 0 1 00 46 1 00 1 00 47 1. DO 1 00 48 1 .00 1 00 49 1 00 1 00 50 1 00 .1 00 5.1 .l. 00 1 00 52 1 00 1 00 53 1 00 1 00 54 .l 00 1 00 55 1 00 1 00 56 1 00 1. 00 .57 1. 00 1 00 58 1. 00 1 00 59 1 00 1 00 60 1 .00 1 00 Customer Project Location Size Design Loads For Building Components 8/ 7/2009 2 44pm 0 75 0 00 0 00 0. 00 0 00 0 75 0 00 0 .00 0 00 0 75 0 00 0 00 0 00 0 75 0 0.0 0 CO 0 00 0 75 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 .0,0 0 00 0 00 0 00 0.00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 .0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 0.0 0 .00 0 00 0 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 7,5 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 CO 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 .00 0 75 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 .0 00 0 75 0 00 0 00 0 00 0 75 1. 00 .1. 00 0 00 0 75 0 00 0 00 0 00 0 75 1 00 .1 00 0 00 0 75 0 00 0 0.0 0 00 0 75 1 00 .1. 0 00 0 75 0 00 0 0.0 0 00 0 75 1 00 1 00 0 00 0 75 0 00 0 00 0 00 0 75 1 00 1 00 0 00 0 75 0 00 0 00 0 00 0 75 1 00 .1 00 0 00 0 75 0 00 0 00 0 00 0 75 1 00 1. 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 .5 x 32 5 x 0 0.0 0 00 0 75 0 00 0 0.0 0 75 0 00 0 00 0 00 0 0.0. 1 00 0 00 0 00 1. 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 .0 0 0.0 0 0 0.0 0 0. 00 0 0 00 0 0 0.0 0 0 00 0 0 00 .0 0. 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 0.0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0. 0 00 0 0 00 0 0 00 0 0 00 .0 0 00 0 0 00 0 0 00 0 0 00 0 0 0 0 0. 0 0 75 00 00 00 75 00 0 0 0. .0 0 0 00 00 00 00 00 00 00 00 00 00 0.0 00 00 0.0 00 00 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 00 00 0.0 00 00 00 00 00 00 75 0.0 00 00 00 00 00 75 00 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 00 00 CO 00 00 75 00 00 00 75 Job No 09 -6 Date 8/7/2009 Designed By KL Checked By 75 0 00 0 00 0 00 0 75 0 00 0 00 0 00 0 00 0 00 1 00 1 00 -1 00 -1 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 00 00 00 00 00 00 00 00 75 00 00 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 1 0 0 .1 00 -1. 00 -1 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 0 0 0 0 0 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 0 00 0 Page 15 Of 269 00 0 0.0 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 0.0 00 0 00 00 0 00 00 0 00 00 0. 00 00 0 00 00 0 0.0 00 0. 00 00 0. 70 00 -0 70 00 0 .52 00 -0. 52 00 0 52 00 -0 5.2 00 0 70 00 -0 70 70 0 00 70 0 00 5.2 0 00 5.2 0 00 52 0 .00 52 0 00 70 0 00 70 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0. 00 00 0 00 00 0 00 0 0 0 0.0 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0 00 00 0. 00 00 0 0.0 09 -6983 61 62 6.3 64 65 66 67 68 69 70 71 7,2 73 74 7.5 76 77 7.8 7.9 80 81 82 8.3 84 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 00 00 0 00 00 00 00 00 00 00 00 00 00 0.0 0 00 00 00 00 00 00 00 00 00 AUXILIARY LOADS. No Aux Aux Id 1.0 .1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Aux Name F4CRANEAI. 2 F4CRANEA2 3 F4CRANEA3 4 F4.CRANEA4 5 LWIND1_L2E 6 LWIND1R2E 7 LWIND2L3E 8 LWIND2R3E 9 .F4CRANEA5 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Design Loads For Building Components 00 0 00 0 75 0 00 0 00 00 0 00 0 75 .1 00 1. 00 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 0.0 0 00 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 0.0 0 .00 0 00 0 00 0 00 00 0 00 0 75 0 00 0 00 00 0 00 0 75 .1. 0.0 1 00 00 0 00 0 75 0 00 0 0.0 00 0 00 0 75 1 00. 1 0.0 0.0 0 00 0 00 0 00 0 00 00 0 00 0 00 0 .00 0. 00 00 0 00 0 00 0 0.0 0 00 00 0 00 0 75 0 00 0 00 00 0 00 0 75 1 00 1 00 00 0 00 0 75 0 00 0 00 00 0 00. 0 75 1 00 1. 00 00 0 0.0 0 00 0 00 0 00 00 0 00 0 00 0 00 0 00 No Load 4 Add_Load Id Co.eff 1 -6 .00 2 0 46 3 -0 84 4 0 46 4 1 -6 0 2 -0 4 3 -0 .84 4 -0 46 4 1 -0 8.4 .2 0 46 3 -6 0.0 4 0 46 4 1 -0 84 2 -0 46 3 -6.00 4 -0 4.6 1 5 1. 00 1 6 1 00 1 7 .1 00 1 8 .1. 0 0 4 .9 1 00 2 0. 46 3 -0 84 0 0 0 0. 0 0 0 0 0 0 0 0 0. 0. 0 0 0 0 0. 0 0 0 0 0 00 0.0 .50 00 00 00 50 00 00 0.0 00 00 .00 75 00 .50 00 00 00 0.0 75 00 50 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75 00 00 00 50 00 00 00 50 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 0.0 50 00 0.0 00 .50 0.0 00 .00 00 .00 00 75 00 50 00 00 .0.0 00 75 00 .50 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 Job No Date Designed By KL Checked By 00 75 0 00 00 50 00 00 00 50 00 00 0 00 00 00 00 00 00 00 00 00 0 0 8/ 7/2009 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page 1.6 Of 269 09 -6983 8/7/2009 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 2 44pm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 00 00 00 00 00 00 00 0 00 00 00 00 00 00 00 00 00 0 09 -698.3 ADDITIONAL LOADS No Add Surf Basic Add Id I .Type 16 .1 2 2 2 3 2 4 2 5 2 6 2 7 2 8 2 9 2 10 3 DEAD 11 3 COLLAT 12 3 LIVE 13 3 SNOW 14. 3 WINDL1 15 3 WINDR1 16 2 COLLAT RIGID FRAME #5 BASIC LOADS .1.0 F4CRANEA6 Dead Live Snow 2 5 20 0 25 0 Load Type C C C C D D D D C C C C C C C C BASIC LOADS AT EAVE Seismic Weak_Axis L Load SpcEP Wind Seis 0 45 1 05 0 .0 0 .00 WIND COEFFICIENTS S.ur -Wind 1 Id Left Right 4 1 -0 15 -0 84 2 24 -0 92 3 -0 84 -0 15 ,DESIGN LOADS Load No Id Dead Coll 42 1 1 0.0 1 0 0 2 .1 00 1 00 3 1 .00 1 00 Live 1 00 1 00 0 00 Customer Project' Location( Size Wind_2 Left Right 0 95 0 26 -0 .14 0 18 0 26 0 95 Snow 0 00 0 00 1 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32. 5 x Design Loads For Building Components 4 0 46 4 9 1 00 2 -0 46 3 -0 84 4 -0 46 Fx .Fy Mom Dx Dy W1 W2 Co 0.11 D12. 0 0.0 1. 00 0 00 6 00 0 50 1 0.0 0 00 0 00 6. 00 0 50 0 00 1 00 0 00 25. 33 2. 1.1 1 00 0 00 0 00 .25..33 2 11 0 17 0 .17 0 000 0 00 6 00 0 1 0 .17 0. .000 20 42 26 42 0 07 0 07 0 000 0 00 6 00 0 07 0 07 0 000 2.0 42 26 42 0 00 -6.00 0 00 33 3.3 2. 78 0. 00 -.1 2.5 0 00 0 00 -1 00 0 00 -0 6.5 0 00 0 00 -1 00 0 00 -2 6.5 0 00 0 .00 -1 00 0 0.0 -3 .30 .0 00 0 00 -1 00 4. 20 3 65 .0 00 0 00 -1. 00 -4 20 3 6.5 0 00 0 00 -1 00 0 0.0 -6. 00 0 00 .13 .10 1 0.9 Basic Collateral Wind 5 0 21 6 Weak_Axis R Wind Seis 0 00 0 00 Long_W.ind .1 2 -1 0.0 -1 24 -.1 00 Add_Snow- Drift Slide 0 00 0 00 0 00 0 00 1. 00 1. 00 De fl Ratio 0 70 Torsion Wind Seis 0. 00 0 00 -1 00 -0 92 -1 00 Temperature Change 0 Surface Friction 0 00 0 00 0 00 Page 17 Of 269 Job No 1 0.9 -6983 Date 8/7/2009 Designed By KL Checked By 8/ 7/2009 2 44pm EW_Brace Wind Seis 0 00 0 0.0 Conc Dist -Wind 1 Wind_2 Long_Wind Seismic Lt Rt Lt Rt Lt Rt Long Iran 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 O9-6983 4 5I 6I 7I 8 9I IO 1 11 1 I2 1. 13 1 IA I 15 0 16 0 17 as 0 L9 0 20 0 21 0 22 0 23 0 24. 0 25 .0 26 0 27 1 28 1 29 I 30 1 31 1 32 I 33 O. 34.0 35 1 36 I 37 I 38 1 39 1 4.0l 41 0 42 0 00 00 CO 00 00 00 00 CO 00 00 00 60 60 60 60 60 60 60 60 60 60 60 60 11 11 .08 08 08 08 4.9 49 11 II 08 08 08 .08 4.9 49 No Aux Aux Id 4 1 2 3 4 00 00 00 00 00 00 00 00 00 00 00 00 OD 00 DU 00 00 00 00 00 00 00 00 II 11 08 08 08 08 00 00 11 11 08 08 08 08 00 00 AUXILIARY LOADS Design Loads For Building Components 8/ 7/2009 2 44pm 00 00 00 75 75 75 75 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 75 75 00 00 00 00 00 00 75 75 00 00 00 00 Aux Name LWZ0DI L2E LWZ0DI R2E LWI0D2 L3E LWZND2 R3E ADDITIONAL LOADS No Add Surf Basic Add Id Id Type Customer Green Creek Wood Products Project New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Location Size 00 00 00 00 00 00 00 75 75 75 75 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 75 75 00 00 No Load Load Type OO Oa 00 {0 00 00 0O O0 OO OO DO OO OO O0 OO O0 OO OO OO OO O0 0O O0 OO OO OO OO O0 OO 0O OO OO Oa O0 OO OO 00 .00 00 Add Load Id Coeff 1 1 I OO 1 2 1 00 1 3 1 00 1 4 I 00 Fy W2 00 (0 00 75 00 00 00 75 00 00 00 00 00 00 00 00 00 OO 00 OD 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0 DO 0 00 0 00 0 00 0 75 0 00 O. OD 0 00 0 75 O. 00 0 00 .0 00 I 00 0 00 0 OO 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 O. 00 .0 00 0 00 0 0O O.00 0 00 O OO O OO O OO 0 OO O OO 0. OD O 00 .0 DO 0 00 0 00 00 0 00 0 00 0 00 0 00 0 75 0 00 0 00 0 CO 0 75 0 OO 0 00 0 00 0 00 0 00 1 00 0 00 O 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 Oa O O0 O OO O DO O OO.O O0 U OO O oO O OO O 0O O OO O OO O Mom Ix Co DII mesigneds� Checked By Job No Date 00 0 00 0 00 OOOOO000 OO000UD0 00 0 00 0 00 00 0 00 0 00 00 0 00 0 00 75 0 00 0 00 00 0 00 0 00 00 0 00 0 00 00 0 00 0 00 75 0 00 0 00 00 0 00 0 00 00 0 00 0 00 00 0 00 0 00 00 0 00 0 CO 00 1 00 0 00 00 1 00 0 00 00-1 00 0 00 00-1 00 0 00 00 0 00 1 DO 00 0 00 1 00 00 0 80-I 00 00 0 80-I 00 00 0 00 0 00 00 0 00 0 00 00 0 80 a Oo 0O O 0O O DO OO O 80 O OO OO 0 O0 O O0 O0 O 0O 0 D0 OO 0 OO O OO OO O OO O OO O0 O OO O OO OO O 0O O O0 O0 O O0 O 0O 0O O OD O OO 0O O OO O 00 0O O OO O O0 OO O OD O 0O [y Dl2 Page 09-6983 8/7/2009 Conc Dist 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 70 70 52 52 52 52 70 70 as Of 269 00 00 00 00 00 00 00 00 00 00 00 OO Oa O0 OO O0 UO OO 00 OD OO OO 00 70 70 52 52 52 52 70 70 Oa OO OO ao [o 00 0O 8O 0.9 -6983 4 1 2 3. 4 2 2 2 2 2* Frame Lines .2 5 8 3* Frame Lines 3 4 9 6* Frame Lines 6 7 Load Load Id Combination Customer Green Creek Wood Products Project New Headr with Eyebrow Location Port Angeles WA Size 26 3 x 172 .5 x 32 5 x Design Loads For Building Components 8/ 7/2009 2 44pm D 0 06 0 06 0. 000 0 00 6.00 D 0 06 0 06 0 000 20 42 2.6 42 D 0 02 0 02 0 0.00 0 00 6 00 D 0 02 0 .02 0 000 20 42 26 42 Page 19 Of 269 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By 09 -6983 Reactions, Anchor. Bolts, Base .Plates 8/ 7/2009 2 44pm Foundation_Loads(k Frame Col Max_Pos_Val Max_Ne Anc _Bolt Base_Plate Line Line Id Horz Vert I Horz Vert No Diam Width Len Thick 1 B 1 5 .3 7 4 2 -4 2 -2..9 4 0 75.0 6 00 19 00 0 500 3 4 2 9 5 4 -2 7 -2.0 7 .l A 5 4 7 -.l 6 4 -5 7 2 5 4 0 750 8 00 19 50 0 500 6 -0 6 12 0 .1 .3 6 -13 7 2* B 7 6 3 -7 6 2 -5. 9 0 7 4 0 750 6 00 13 00 0 500 8 0 0 9 2 7 6 .3 -7 6 3* B 1 9 1 9 6 2 -8 7 -7 5 4 0 750 6 00 19 50 0 500 10 0 9 17 4 4. -.3 1 -19 5 3* A .5 11 6 -6 0 4 -11 7 2. 4 4 0 7.50 8 00 2.4 00 0 5.00 11 -0 2 20 8 1 7 0 -22 3 6* B. 1 8 3 .10 3 2 -7 6 -6 2. 4. 0 75.0 6 00 19 50 0 500 12 1 1 22. 4 4 -3. .1 -18. .1 6* A 5 9 9 -7 7 4. -1.1.2 0 6 4 0 750 .8 00 2.4. 00 0 500 13 -2 3 33. 0 .1 6 6 -24 0 .10 B 1 2 8 .1 5 2 -3 0 -1. 8 4 0 750 6 00 17 00 0 500 10 0 6 5 7 4 -0 8 -3 9 1.0 A 5 3 1 -1 7 4 -2 .5 0 4 4 0 750 6 00 17 00 0 500 6 -0 3 4 .9 1 0 9 -.3 8 1 0 60DL +WR1 2 0 60DL +WL2 3 DL +CL +0 75SL +0 75WR1 4 0 60DL +WL1 5 0 60DL +WR2 6 DL +CL +0 75SL +0 75WL2 7 0 60DL +LnWnd1 +LWIND1 L2E 09 -6983 8 9 10 1.1 12 13 .14 .15 L EW .1 F SW A REW 10 B SW B 0.9 -6983 Customer DL +CL +SL +Drif.t +Sli.de 0 60DL- LnWndl +LWINDl_R2E DL +CL +0 7.5SL +0 75WR2 1 08DL +1 08CL +0 7,5SL -0 .52LnSeis DL +CL +O. 75SL +0 75WR2+Drift +Slide +F4CRANEA2 DL +CL +0 75SL +0 75WL2 +Drift +Slide +F4CRANEA5 0 60DL +WR1 +WS 0 60DL +WP +LnWnd2 BRACING /PANEL SHEAR REACTIONS Reactions(k Panel Wall Col Wind Seismic Shear Lo.c Line Line Horz Vert Horz Vert (lb /ft) Rigid Frame At Endwall 3 4 4 13 4 52 7 01 7 66 Rigid Frame At 2ndwall 4 ,3 4 01 Frame Col Dead Line Line Horz Vert 1 B 0 0 1 2 1 A 0 0 3 2 Frame Col Wind_R1 Line Line Hor.z Vert 1 B 5 3 6 5 1 A 3 6 -15 5 Frame Col Seismic_L- Line Line Horz Vert Green Creek Wood Products Project New Headrig with Eyebrow Date Location Port Angeles WA Size 26 3 x 172, 5 x 32. 5 x Reactions, Anchor Bolts, Base Plates 8/ 772009 4 09 6 80 Collateral Hor.z Vert 0 0 0 6 0 0 .1 4 Wind L2 Horz Vert -4 2 -3 6 0 6 2 .8 Seismic_R- Horz Vert 6 93 Additional Reactions Report Rigid Frame Column Reactions Live Horz Vert 0 1 2 4 -0.1 5 6 -Wind R2 Horz Vert 0 6 4 6 4 .8 -3 5 LWIND1L2E Hor.z Vert Job No Designed By KL Checked By Snow Horz Vert 0 1. 3 0 -0 1 7 0 LnWind_1= Horz Vert 3 0 -3 4 2. 9 -3. 8 8/ 7/2009 2 44pm LW,IND1R2E Horz Vert Page 20 Of 269 09 -6983 8/7/2009 2 44pm Wind_L1 Hor.z Vert 2. 7 -.1.1 4 5 7 0 6 LnWind_2- Horz Vert 3 0 -2 7 -3 0 -2 6 LWIND2_L3E Hor.z Vert 0.9-6.983. 1 B 1 A Frame Col Line Line 1 B 1 A Frame Col Line Line 2* B Frame Col Line Line 2* B Frame Col Line Line 2* B Frame .Col Line Line 2* B Frame Col Line Line 3* B 3* A Frame Col Line Line 3* B 3* A Frame Col Line Line 3* B 3* A Customer Project Location Size Additional Reactions Report 8/ 7/2009 2 44pm 1. 1 -3 2 1. 2 3 2 LWIND2_R3E Horz Vert 0 0 0 0 0 0 -0 2 Dead Horz Vert 0 0 1. 5 Wind_R1 Horz Vert 5 3 -5 7 Seismic_L- Hor Vert 0 0 0 .1 LWIND2_R3E Horz Vert 0 0 0 0 Dead Hor Vert 0 0 1 9 0 0 4 Wind_R1 Hors Vert 9 .1 .8 5 7 1 -24 7 Seismic_L- Hor Vert 1 1 -4 1 1 9 4 1 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32 5 x 1.:0 3 2 1 .3 -3 2 Collateral Horz Vert 0 0. 1 3 Wind_L2 Hor.z Vert -5 9 -0 2 Sei,smic_R- Horz Vert 0 0 -0 1 Collateral Hor.z Vert 0 0 1. 5 0 .0 2 3 Wind_L2 Hor Vert -8 7 6 -2 5 6 6 Seismi.c_R- Horz Vert 1. 0 4 1 1. 9 -4 1 0 0 -0 4 0 0 -0 1 Live Hor.z Vert 0 .0 5 1 Wind R2 Hor.z Vert 1 6 1 2 LWIND1_L2E Hor.z Vert 0 .0 -0 9 Live Horz Vert 0 2 6 0 2 .9 .3 Wind_R2 Horz Vert 0 9 .1.0 .9 11 6 -8 4 Ln_Seismic Horz Vert 0 0 -9 0 0 0 -10 0 Job No Date Designed By Checked By 0 0 0 0 0 0 -0 5 Snow Hor Vert 0 0 6 4 LnWind_1- Horz Vert 6 3 -7 6 LWINDI Horz Vert 0 0 -0 1 Snow Horz Vert 0 2 7 5 -0 2 1.1 6 LnWind_1- Horz Vert 6. 5 -12 1 6 2 -1.3 4 LWIND1L2E Hor.z Vert 0 0 -1 0 0 1 -0 2 Page 09 -6 8/7/2009 KL 0 0 -0 2 0 0 0 0 W Horz Vert 0 9 -7 0 LnWind_2- Horz Vert 6 3 -5 8 LWIND2_L3E Horz Vert 0 0 -0 4 Wind_L1 Horz Vert -.3 1 -20 5 -.11 7 -0 1 LnWind_2- Horz Vert 6 4 -10 5 6 5 -10 7 LWINDI_R2E Horz Vert 0 0 0 1 0 1 -1 3 21 Of 269 09 -6983 Frame Col Line Line 3* B 3* A Frame Col Line Line 6* B 6* A Frame Col Line Line 6* B 6* A Frame Col Line Line 6* B 6 A Frame Col Line Line 6 B 6* A Frame Col Line Line 6* B 6* A Frame Col Line. Line 10 B. 10 A Frame .Col Line Line .10 B .10 A LWIND2_L3E Horz Vert 0 0 -0 4 0 0 -0 1 Dead Horz Vert 0 0 1 5 0 0 4 9 Wind_R1 Horz. Vert. 8 .3 9 3 6 7 -26 .9 Seismic_L- Hor Vert 1 5 5 2 5 5 5 F4CRANEA4 Horz Vert 0 3 1 8 0 6 5 0 F4CRANEA5 Hor.z Vert 0 6 -3 8 -0 3 10 6 Dead Horz Vert 0 0 .1 2 0 0 1 2 Wind_R1 Hor.z Vert 2 8 0 8 0 9 -4 5 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Additional Reactions Report. 8 7/2009 2 44pm LWIN Horz Vert 0 0 0 0 0 0 -0 5 Collateral Hor Vert 0 2 4 3 0.2 51 Wind L2 Horz Vert -7 6 -7 1 2 5 2 5 Seismic_R- Horz Vert 1 4 5 5 2 6 5 LW.IND1._L2E Hor.z Vert. 0 0 -0 9 0 1. -0 2 F4CRANEA6 Horz Vert 0 1 -1 0 0 .9 7 .8 Collateral Horz Vert 0 0 0 5 0 0 0. 5 Wind_L2 Horz Vert 3 0 -2 4 -0 3 1.9 Live Horz Vert 0 1 4 6 -0 1 .11 .1 W.ind_R2 Hor.z Vert 0 .8 9 8 10. 0 -10 6 F4CRANEA1 Hor.z Vert -0 2 3 5 0 7 3 4 LWIND1R2E Horz Vert 0 0 0 1 0 1 -1 1 Live Horz Vert 0 .1 1. 8 0 1 1 9 Wind_R2 Horz Vert 0 6 3 1 3 1 -2.4 Job No Date Designed By KL Checked By Snow Horz Vert 0 0 5 1 0 0 16 9 LnWind_1- Horz Vert 5 6 -7 0 -5 4 -7 8 F4.CRANEA2 Horz Vert 0 4 6 2. 0 .5 0 6 LWIND2_L3B Horz Vert 0 0 -0 4 0 0 -0 1 Snow Horz Vert 0 1 2 3 0 1 2 3 LnWind_1- Horz Vert 2 0 -2 4 -2 0 -2 6 Page 22 Of 269 09 -6983 8/7/2009 Wind_Li Horz Vert 3 .l -19 0 -11 2 -2 4 LnWind2- Horz Vert .5 6 -5 6 5 7 -5 4 F4CRANEA3 Horz Vert 0 4 -0 .9 0 6 7 8 LW.IND2R3E Horz Vert 0 0 0 0 0 0 -0 5 Wind_Li Horz Vert -0 8 -4 6 2..5 -0 4 LnWind_2- Horz Vert 2 0 -1 9 2 0 -1 8 M 0004 4. 09 -6983 Frame Col Seismic_L- Seismic_R- LWINDI_L2E LWINDI_R2E LWIND2_L3E Line Line Horz Vert Horz Vert Horz Vert. Horz Vert Horz Vert 10 B -0 5 -1 2 0 5 1. 2 0 0 -0 3 0 0 0 0 0 0 -0 1 10 A -0 4 1 2 0 4 2 0 0 -0 .1 0 0 -0 4 0 0 0 0 Frame Col LWIND2_R3E Line Line Horz Vert 1.0 B 0 0 0 0 10 A 0 0 -0 2 2* Frame Lines 2 5 8 3* Frame Lines 3 4 9 6* Frame Lines 6 7 Customer Project Location Size Frame Col Wind_P Wind_S Line Line Hor.z Horz .1 B -5 5 5 9 .1 A -5 9 6 3 Frame Col Wind_P Wind_S Line Line Horz Horz 1 A -5 .9 6 3 10 B -5 5 5 9 09 -6983 Building Data Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x .172 5 x 32 5 x Page 23 Of. 269 Job No 09 -6983 Date 8/7/200.9 Designed By KL Checked By Additional Reactions Report 8/ 7/2009 2 44pm Endwall Column Reactions Seismic Design Report 8/ 7/2009 2 44pm Code =IBC 06 Length 172 50 Width 26 33 Left Eave Height 32 5 Right Eave Height 34 69 0 -6983 Seismic Formula Customer Fa *Ss 1 180 Zone /Design Category= D I e 1. 00Q Seismic Dead Load, W Snow Factor Roof Dead +Collat Frame Dead Roof Total LEW Dead F_SW Dead REW Dead BSW Dead F SW Extend Dead Seismic Forces Roof Bracing Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Base Shear V 0 667 *.Ie *Fa *S.s *W /R R 3 25., Rho= .1 30 44 .92. (.k Force V 1.0 88 (k Force E 14 14 (k Job No Date Sidewall Bracing Front R 3 25 Rho= 1 30 Omega= 2 00 W 28 95 (k Force V 7 01 (k Force, Em 1.4 02 (k Force, E 9 11 (k Back R 3 25, Rho= 1 3.0., Omega= 2 00 W 28 06 (k Force, V 6 80 Designed By KL Checked By Seismic Design Report 8/ 7/2009 2 44pm Shear Force, E Rho *V (Rigid frame endwall frame, wind bent, wind column base reactions) Shear Force, Em Omega *V (Wall diagonal bracing, splice at rigid frame wind bent knee) Note Applied load seismic force multiplied by load combination 0 000 7 5.0 (psf 2. 0.0 (ps.f. 9 50 (psf Weight= 43 15 (k 2 0.0 (psf. Weight= 0 88 (.k 2 00 (psf Weight= 5 98 (k 2 00 (psf Weight= 0 88 (k 2 Q (.psf Weight= .5 61 (.k 7 50 (psf Weight= 1 47 (.k Total 57 98 (.k Page 24 Of 26,9 '09 -6983 8/7/2.00.9 0.9 -6983 Rigid Frames End Plates Frame Page 25 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/20.09 Location Size Seismic Design Report. 8/ 7/2009 2 44pm Force Em 13..5.9 (.k Force, E 8 83 (k Port Angeles WA 26 3 x 172 5 x 32 5 x R 3 5.0, Rho= .1 30 Frame 1 W 7 94 (k Force V 1 79 (k Force E 2 32 (k Frame 2 W. 5 27 (k Force V 1 .1.8 (k Force., E 1 54 (k Frame 3 W 10 20 (k Force, V 2 29 (k Force, E 2 98 (k Frame 4 W 13 68 (k Force V 3 08 (k Force E 4 00 (k Frame 5 W 3 08 (k Force V 0 6.9 (k Force, E 0 90 (k R 3. 50 Omega- 3 00 Designed By KL Checked By 0.9 -698.3 1 Customer Green Creek Wood Products STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE Wind Code IBC 06 Seismic Zone D 09 -698.3 EXTENSION LOCATION SIZE BEAM DESIGN Beam At Col Line Load Width Member. Selected Member Length UNBRACED LENGTH DESIGN ACTIONS Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 .5 x 32. 5 x Extension Design Code 8/ 7/2009 2 44pm MODULUS OF ELASTICITY Hot Rolled Steel. 29000 (ksi Cold Rolled Steel 29500 (.ksi EAVE EXTENSION 1 8/ 7./2009 2 44pm Wall Bay_Id- Id Start End Height Width Slope 2 6 6 34 6.94. 7 83.3 .1 000 6 7 12 50 W14X22 7 86 Checked By Major= 7 83 Minor.(Top)= 2 62 Minor(Bot)= 7 83, .Cb= 1 00 Load Shear(k Moment(f -k Mom +Shr Mom +Axl Id Calc Vn /sf UC Calc Mn /sf U UC U 1 2 86 56 77 0 05 11 24 80 53 0 14 0 00 0 .14 61 93 0 18 0 00 0 18 2 .12 62 56 77 0 22 49 59 80 5 0 62 0 00 0 62 61 93 0 80 0 00 0 80 3 2 37 56 77 0 04 9 32 80 53 0 12 0 00 0 12 61 9 0 15 0 00 0 15 Page 26 Of 2.69 Job No 09 -6983 Date 8/7/200.9 Designed Byl KL 09 -6983 EAVE EXTENSION 1 8/ 7/2009 2 44pm 4 9 69 56 77 0 17 38 08 80. 53 0 47 0 00 0 47 61. .93 0. 61 0 00 0 61 5 0 61 56 77 0 01 2. 41 80 53 0 03 0 00 0 03 61. 93 0. 04 0 00 0 04 6 -2 32 56 77 0 04 -9 .13 80 53 0 1.1 0 0.0 0 11 80 5.3 0 1.1 0 00 0 11 DEFLECTION Load Deflection(in) Id Calc Allow UC 7 -0 05 .1. 04 0 05 8 -0 04 1 04 0 03 9 -0 2 1 04 0 22 10 -0 21 1 04 0 20 11 0 00 .1 57 0 00 12 0 00 1 57 0 00 SPLICE Splice Plate(in) Tens Load(k .f -k -Bolt (A325 Type Width Thick Loc Id Shr Mom Row Diam Space Gage Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size I 26 3 x 172 .5 x 32 5 x EE 6. 0 0 500 Top 2 13 50 2 0 750 3 00 3 50 Bot 6 -2 -.9 2 0 7.50 3 00 3 50 0.9 -6.983 No Warnings Job No 09 6.983 Date 8/7/2009 Designed By KL Checked By Design Warning Summary 8/ 7/200 2 44pm Page 27 Of 26.9 0.9 -69.83 Customer Project Location Size STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUSO1 BUILDING CODE Wind Code IBC 06 S.ei.smi.c Zone D MODULUS OF ELASTICITY Hot Rolled Steel 2.90.00 (ksi Cold Formed Steel 29500 (ksi 0.9 -6.983 SURFACE LAYOUT Surface No Peak I.d Length Row Space 2 26 425 5 4 417 PURLIN LOCATION Green Creek Wood Products New Headr.i,g with Eyebrow Port Angeles WA 26 3 x .172. 5 x 32 5 x Roof Design Code 8./ 7/200.9 2 44pm Purlin Layout. Report(S.urf,ace= 2.) 8/ 7/2009 2 44pm P.ur.lin Surf Load Dead Edge Show Id Offset Space Width Load Wind Report 1 4 341 4 341 4 .379 1 27 Y Y 2 8 758 4. 417 4 4.17 .1 26 3 .1.3 174 4. 417 4 4.17 .1 26 Y 4 17 5.91 4. 417 4 417 1. 2.6 5 22. 008 4 4.17 4 4.17 .1 2.6 Y Y 26. 425 4 417 PURLIN LAYOUT Bay Span Purlin Id Id Part Average= 1 27 Job No Date Designed By Checked By Span Lap( No Unit Total (ft) Left Right Brace Weight Weight Page 28 Of 26 09 -6 8/7/2009 KL 09 -6.983 Customer Project Location Size 1 10Z14 1 .17 0 5 2 26. 1 1 2 10Z14 1.8 00 1 33 1 86 6 433 .1 2 3 10Z14 18 00 1 .33 .1 33 1 .92 6 462 9 3 4 10Z12 30 00 1. 33 1 33 1 203 .8 1019 2 4 5 10Z.12 18 00 1 .3.3 1 33 1 12.9 0 644 8 5 6 10Z14 18 00 1 3.3 1. 33 .1 92 6 462 9 6 7 10Z14 24 00 1 33 1 33 1 11.9 5 597 .3 7 8 10Z14 16 50 1 33 1 3,3 1 85 9 429 3 8 9 1.0Z14 16 50 1.3.3. .1.33 .1 85 9 429 3 9 10 10Z14 1.1 17 1 3.3 0 56 0 280 0 .11 1.0Z14 1 17 0 5. 2 26 .1 SPECIAL LOADS Load_Locat.ion Start End Load Type 0 00.0 6 000 Edge Zone Wind 20 425 26 425 Edge Zone Wind 0.9-6.9.8.3 PURLIN LAYOUT (Purlin Id= 1) Green Creek Wood Products Job No 09 -6983 New Headrig with Eyebrow Date 8/7/20.09 Port Angeles WA Designed By KL 26 3 x 172 5 x 32 5 x Checked By Purlin Layout Report(Surface= 2) 8/ 7/2009 2 44pm Purlin Repor.t(Surface= 2, Id= .l) 8/ 7/2009 2. 44pm ROOF PURLIN Surface Id 2 Purlin Ld 1 Offset 4 .34 Edge Strip 6 00 Total.(1b)= 962 2 Bay Span Purlin Span Lap(ft) Load No Id Id Part (ft) Left Right Width Brace 1 10Z.14 1 17 4. 38 0 1 2 10214 18 00 1. 33 4 38 1 2 3 10Z14 18 00 .1 33 1. 33 4 3.8 1 3 3. 4 10Z12 30 00 1 33 1 3.3 4 38 1 4 5 10Z12 18 00 1 33 1. 33 4. 38 1 5 6 10Z14 as 00 1 33 1. 33 4 38 1 6 7 10.Z1.4 24 0.0 1 33 1. 33 4 3 1 7 8 10Z14 16 50 1 33 1 33 4. 38 1 8 9 1.0Z14 16 50 1 33 1 3.3 4 3 1 9 10 10Z14 .1.1 17 1 33 4 38 0 4.811 2 Page 2.9 Of 269 0 -6983 .11 10Z14 LOAD COMBINATION 1 PURLIN ANALYSIS Span Left I.d Sup 1 0 2 0 3 0 4 1 .5 1 6 0 7 1 8 .1 9 .0 .10 0 .11 0 STRENGTH /DEFLECTION Span Id 1 RS 2 RL 3 RL 4 RL .5 LL 6 RL 7 LL 8 LL 9 RL .10 LL 11 LS 00 91 87 76 42 88 46 14 .97 88 1.4 -1 09 0 71 -1. 12 1 60 -1 67 1 26 -0 58 0 72 -1 12 1. 30 -1 25 0 98 -0 68 0 .81 -0 84 0 72 Shear(k Loc Calc Allow DC LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size Purlin Report .2 .Id= 1) 1. 17 DL +CL +LL Shear(k Left Right Right Lap Lap Sup Span Lap_Shear(k Shear_Ratio Id Left Right Left Right Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x 4. 38 0 Left Le.f.t Sup Lap Page .30 Of 2 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By 8/ 7./2009 2 44pm Moment(.f -k MidSpan Right Right Mom Loc Lap Sup 0 14 0 00 0 0.0 0 00 0 08 1 25 0. 08 -.3 36 7 59 1 57 3 13 -1 28 3.13 2 07 -0 05 7 29 5 21 6 82 -1 .8.3 6 82 4 57 -6. 17 14 73 .5 45 7 78 0 74 7 78 6 0.0 -0 58 11 82 0 82 1 70 1 28 1 70 0 64 -.1.52 7 34 3 69 5 28 1 41 5 2.8 3 44 -3. 6.1 12 19 2 96 4 74 0 84 4 74 3 33 -0 66 9 50 1 26 2 27 1 00 2 27 .1..07 -.1 70 8 14 1 26 2.49 0 45 2 49 1 42 -0 77 7 39 0 .0.8 0 0.0 0 0.8 0 00 .1 1.7 0 00 Momen -k Mom +Shr Deflection(in) Loc Calc Allow U Loc DC Calc Allow 0 14 3 96 0 04 RS 0 08 9 30 0 0.1 LS 0 00 0 07 1 09 3 96 0 27 MS -3 36 9 30 0 36 RL 0 10 -0 30 1 12 3 96 0 2.8 RL 5. 21 9 00 0 5.8 RL 0 3.9 0 11 -1 67 .10 93 0 15 MS -6..17 .1.4 19 0 43 RL 0 17 -0 97 1 2.6 10 .93 0 .11 LL 6 0.0 13. 70 0 44 LL 0 19 0 06 .1..12 3 .96 0 28 RL 3 69 9 3.0 0 40 RL 0 24 -0 07 1 .30 3 96 0 33 MS -3. 61 .9 .3.0 0 39 LL 0 25 -0 47 0 98 3 .96 0 25 LL 3 33 .9 3.0 0 .36 LL 0 1.9 0 01 -0 84 3 96 0 2.1 MS -1 70 9 30 0 18 RL 0 06 -0 1.0 0 7.2 3 96 0 .18 LL .1 42 9 30 0 15 LL 0 06 -0 01 0 14 3 96.0 04 LS 0 08 9 3.0 0 01 LS 0 00 0 0.1 09 -6983 2 0 59 0 27 3 0 59 .1 48 0 27 0 48 4 1 07 1 46 0 4.9 0 48 5 1 4.6 0 27 0 48 0 12 6 0 37 0 99 0 12 0 45 7 0 99 0 89 0 45 0 4.1 8 .0 89 0 42 0 41 0 19 9 0 42 0 47 0 19 0 21 10 0 47 0 21 LOAD COMBINATION 2 PURLIN ANALYSIS Shear(k Span Left Left Right Right Left Left I.d Sup Lap Lap Sup Sup Lap 1 0 00 -0 .17 0 00 .0 0.0 0 00 0 10 2 1 07 -1 2.8 -1 47 0 .10 -3. 97 7 59 1 86 .3 70 3 .1 0.3 0 84 -1 33 -1 52 3. 70 2.45 -0 06 7 29 6 16 8 .06 4 2 08 1 89 -1 97 -2 16 8 06 5 40 -7 29 14. 73 6 44 9 20 5 .1 67 1 4.8 -0 6.9 -0 87 9 20 7 0.9 -0 6.9 11 82 0 .97 2 01 6 1 04 0 85 -1 32 -1 5.1 2 01 0 76 -1 80 7 .3.4 4 36 6.24 7 1 72 1 54 -1.48 -1 67 6 24 4.07 -4.26. 12 .19 3 50 '5 60 .8 1 34 1 16 -0 80 -0 9.9 5 60 3 9.3 -0 79 9 50 1 4.8 2 68 9 1 15 0 96 -0 99 -1 18 2 68 1 27 -2 0.0 8 14 1 49 2 94 .1.0 1 04 0 86 -0 53 .2 94 1 68 -0 .91 7 3.9 0 10 .11 0 17 0 00 0 10 0 00 1 1.7 0 00 STRENGTH /DEFLECTION Span Id 1 2 3 4 5 6 7 8 9 10 Loc RS RL RL RL LL RL LL LL RL LL Shear(k Calc Allow UC Loc 17 2.8 33 97 48 32 54 16 99 86 Purlin Report(Sur.face= 2 Id= .1.) 3 3 3 10 10 3 3 3 3 3 Customer Project Location Size DL +.CL +SL +Dr.ift +Slide 96 96 96 93 93 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 04 32 34 18 14 33 39 2.9 25 22 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x RS MS RL MS LL RL MS LL MS LL Moment(f -k Cale Allow UC 0 10 3. 97 6 .1.6 7 .2.9 7 0.9 4 36 4. 2.6 3 93 2 00 1 68 9 30 9 3.0 .9 00 14 19 13 70 9 3.0 9 30 9 30 9 30 9 30 Page 31 Of 2 Job No 09-6983 Date 8/7/20 Designed By KL Checked By 8/ 7/2009 2 44pm Moment(f -k MidSpan Right Right Mom Loc Lap Sup Mom +Shr Deflection(in) Loc UC Calc Allow 0 01 LS 0 00 0 08 0 4.3 RL 0 15 -0 35 0 68 RL 0 55 0 13 0 51 RL 0 24 -1 14 0 52 LL 0 27 0 07 0 47 RL 0 33 -0 08 0 46 LL 0. 34 -0 5.6 0 42 LL 0 26 0 01 0 22 RL 0 09 -0 12 0 18 LL 0 08 -0 01 09 -6983 LAP BOLT SHEAR /BEARING Bolt .0 500 (GR 5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 69 0 32 3 0 69 1 75 0 32 0 57 4 .1 27 .1 72 0 58 0 56 5 1 72 0 32 0 56 0 14 6 0 44 1 17 0 14 0 53 7 1 17 1 05 0 53 .0 48 8 1 05 0 50 0 48 .0 23 9 0 50 0 55 0 23 0 25 10 0 55 0 25 PURLIN ANALYSIS STRENGTH /DEFLECTION. Customer Green Creek Wood Products Project New Headrig with.Eyebrow Location port Angeles WA Size 26 .3 x 172 5 x 32.5 x Page 32 Of 269 Job No 0.9 -6983 Date 8/7/2009 Designed Byl KL Checked By .Purlin Report(Surf.ace= 2 Id= 1) 8/ 7/2009 2 44pm 11 LS 0 17 3 .96 0 04 LS. 0 1.0 .9 .30 0 01 LS 0 00 0 '0.1 LOAD COMBINATION 3 DL +CL +0 75LL +0 75WP1 Shear(k Moment(f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 1.8 0 00 0 .00 0 00 0 10 2 1 15 -1. 37 -1 57 0 10 -4. 25 7 59 1 .98 3 95 3 .1 10 0 90 -1.42 -1. 62 3 95 .2. 61 -0 06 7 29 6 58 8 61 4 2. 23 2 03 -2. 11 -.2 31 8 6.1 .5 77 -7 79 14. 73 6 89 9 83 5 1. 79 1. 59 -0 73 -0 93 9 .83 7 .58 -0 7,3 11 .82 1 04 2 15 6 .1 11 0 91 -1 41 -1 61 .2. 15 0 81 -1 92 7 34 4 66 6 67 7 .1 84 1. 64. -1 58 -1. 79 6 6.7 4. 35 -4..56 12. 19 3 74 5 9.9 8 .1 44 1 23 -0 86 -1 06 5 99 4.20 -0.84 9 50 1 59 2 86 .9 1 23 1 03 -1. 06 -1 2.6 2 86 1 3.6 -2 14 8 14 1 59 3 14 .10 1 .12 0 91 -0 57 3 .14 1 79 -0 98 7 39 0 10 1.1 0 18 0 .00 0 1 0 00 1 17 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) I Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 18 3 96 0 04 RS 0 1 9 30 0 0.1 LS 0 00 0 09 09-6983 2 RL -1 3 RL -1 4 RL -2 5 LL 1 6 RL -1 7 LL 1 8 LL 1 9 RL -1 10 LL 0 11 LS 0 PURLIN ANALYSIS 37 42 11 59 4.1 64 23 06 91 1.8 3 3 10 10 3 3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location) Size Purlin Repor.t(Surface= 2, Id= 1) 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 35 36 19 15 36 4.1 31 27 2.3 04 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x MS RL MS LL RL MS LL MS LL LS Span Lap_Shear(.k Shear_Ratio .I.d Left Right Left Right 2 0 74 0 34 3 0 74 1, 87 0 .34 0 61 4 1 36 1 84 0 62 0 60 5 .1 84 0 34 0 60 0 15 6 0 47 1. 25 0 15 0 57 7 1 25 1 12 0 57 0 51 8 1 .12 0 54 0 51 0 .24 9 0 54 0 59 0 24 0 27 10 0 5.9 0 27 4 6 7 7 4 4 4 -2 1 0 25 58 7.9 58 66 .56 20 14 79 .10 LOAD COMBINATION 4 DL +CL +0 75SL +0 75.WP1 9 .30 .9 00 1.4 1.9 1.3 70 .9 30 .9 30 9 30 .9 30 .9 .30 .9 .3.0 0 0 0 0 0 0 0 0 0 0 Shear(k Span Left Left Right Right Left Left Id Sup Lap Lap Sup Sup Lap 4.6 73 55 55 50 4.9 45 2.3 1.9 01 RL RL RL LL RL LL LL RL LL LS Job No Date Designed 8* KL Checked By 8./ 7/2009 2 44pm 0 17 -0 38 0 63 0 .14 0 27 -1 22 0 31 0 0.8 0 38 -0 08 0 39 -0 60 0 3.0 0 01 0. 10 -0 13 0 09 -0 02 0 00 0. 01 09 -6983 8/7/2009 Moment(f. -k MidSpan Right Right Mom Loc Lap Sup 1 0 00 -0 20 0 00 0 00 0 00 0 1.1 2 1. 27 -1 52 -1 74 0 .11 -4 71 7 59 2 20 4 37 3 1 22 .1 00 -1 57 -1 79 4 37 2 90 -0 07 7 29 7 29 9 54 4 2 47 2 24 -2 33 -2 56 9 54 6 40 -8 63 14 73 7 63 10 89 5 1 98 1 76 -0 81 -1 03 1.0 8.9 8 4.0 -0 8.1 11 82 1 15 2 38 6 1.23 1 01 -1 56 -1.79 .2 3,8 0 89 -2.13 7 34 5 16 7 3.9 7 2 04 1 82 -1 75 -1 98 7 .39 4 82 -5 05 12. 19 4 14 6 63 8 1 59 1 37 -0 95 -1 17 6 63 4 66 0..9.3 9 50 1 76 3 17 9 1 36 1 14 -1 18 -1 40 3 17 1 50 -2. 37 8 .14 1 77 3 48 .10 1 24 1 01 -0 63 3 4.8 1 98 -1. 08 7 39 0 11 Page 33 Of 269 09- 6 11 0 20 STRENGTH /DEFLECTION Span Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1 LS Span Left Id Sup 1 0 00 0 1 1 2 Calc Allow UC Loc PURLIN ANALYSIS Shear(k 20 52 57 33 76 56 82 37 18 01 2.0 Span Lap_Shear( Id Left Right Purlin Report(Surface= 2, .Id= 1) 3 3 3 .10 10 3 3 3. 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size 96 96 96 93 9 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 .0 0 0.5 38 4.0 1 16 3.9 46 35 30 26 05 RS MS. RL MS LL RL MS LL MS LL LS Shear_Ratio Left Right 2 0 82 0 37 3 0 82 2 0 0 37 0 68 4 1 50 2 04 0 69 0 67 5 2 04 0 38 0 67 0 17 6 0 52 .l 39 0 17 0 63 7 1 3.9 1 24. 0 63 0 57 .8 .1 2 0 59 0 57 0 27 .9 0 59 0 6.5 0 27 0 30 1 0 65 0 3.0 LOAD COMBINATION 5 0 6DL +WS1 Shear(k Left Right Right Lap Lap Sup Green Creek Wood Products New Eleadrig with Eyebrow Port Angeles WA 26 3 x 172. 5 x 32 5 x 0 0.0 0. 11 0 00 1 17 Job No Date Designed By Checked By Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 11 4. 71. 7 2.9 8 63 8 40 5. 16 -5 0.5. 4 66. 2. 37 1 .98 0. 11 9 30 .9 3.0 9 Q0 1.4 1.9 13.70 .9 30 .9 3.0 .9 30 9 30 9 30 .9 30 Left Left .Sup Lap 0 0 0 0 0 0 0 0 0 0 0 01 51 81 61 61 5.5 54 50 2.6 21 01 LS 0 00 RL 0 2.0 RL 0 77 RL 0 33 LL 0 as RL 0 46 LL 0 48 LL 0 37 RL 0 12 LL 0 .1.1 LS 0 00 0 19 0 00 0 00 0 00 0 0 0 -1 0 -0 -0 0 0 0 0 Page 34 Of 269 0.9 -6983 8/7./200.9 KL 8/ 7/2009 2 44pm 09 42 16 35 0.9 09 66 02 15 02 01 0 00 Moment -k MidSpan Right Right Mom Loc Lap Sup -0 11 STRENGTH /DEFLECTION Span Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS Shear(k Calc Allow UC Loc 0 19 1 .3 8 1 42 2 11 1 59 1 4.1 1 65 1. 24 1. 07 0 93 0 1 3 3 3 10 10 3 3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size 96 0 96 .0 96 0 93 0 93 0 96 0 96 0 96 .0 96 0 96 0 96 0 05 35 36 19 15 36 42 31 27 24 0.5 Span Lap_Shear(k Shear_Ratio I.d Left Right Left Right 2 0 75 0 34 3 0 75 1 88 0 34 0 61 4 1 36 1 85 0 62 0. 60 5 1 85 0 34 0 60 0 .16 6 0 47 1 25 0 15 0 57 7 1 25 1 1.3 0 57 0 51 8 1 13 0 54 0 5.1 0 25 9 0 54 0 60 0 25 0 27 1.0 0 60 0 27 LOAD COMBINATION 6 DL +CL +SL /2 +AUX3 Green Creek Wood Products New Headr.ig with Eyebrow Port Angeles. WA 26 3 x 172 5 x 32. 5 x 09 -6983 Purlin Report(Surface= 2., Id= 1) 2 -1 20 1 38 1.59 -0 11 4. 32 7 54 -2 01 -3 99 3 -1 11 -0 90 1 42 1 62 -3. 99 -2 65 0 05 7 30 -6 60 -8 62 4 -2 23 -2 03 2 11 2 31 -8 6.2 -5 78 7 8.1 14 73 -6 91 -9 86 5 -.1 79 -1 59 0 73 0 94 -9 .86 -7 60 0 73 11 8.2 -1 04 -2 16 6 -1 11 -0 91 .1 41 1 62. -2 16 -0..81 1 92 7 3.4 -4 67 -6 69 7 -1 85 -1 65 1 59 1 79 -6 69 36 4 .57 12. 19 -3 75 -6 00 8 -1 44 -1 24 0 86 1 06 -6 00 -4 .22 0 84 9 51 -1 5.8 -2 86 9 -1 23 -1 03 1 07 1 27 -2 86 -1.36 2 .14 8 .12 -1 62 -3 18 10 -1 13 -0 9.3 0 61 -3 .18 -1.80 1 05 7 39 -0 .1.1 11 -0 19 0 00 -0 11 0 00 1 17 0 00 RS. MS RL MS LL RL MS LL MS LL LS Moment(.f -k Mom +Shr .Deflection(in) Calc Allow UC Loc UC Calc Allow 0 4 -6 7 7 -4 4 4 2 -1 -0 ,11 32 60 .81 60 67 57 22 14 80 1.1 9 30 8 62 9 3,0 12 1.1. 14 19 9. 30 .8 98 9 30 .9 3.0 9 30 .9 30 0 0 0 0 0 0 0 0 0 0 0 01 .50 7.1 65 5.4 50 51 4.5 23 1.9 .01 Job No Date Designed By Checked By LS 0 00 RL 0 17 RL 0 63 RL 0 27 LL 0 31 RL 0 .3 8 LL 0 3.9 LL 0 30 RL 0 1.0 LL 0 0.9 LS 0 00 Page .35 Of 269 09 -6983 8/7/20.09 KL 8/ 7/2009 2 44pm 0 0 0 1 -0 0 0 -0 0 0 -0 09 38 14 22 08 09 60 0.1 13 02 0.1 Purlin Report(Surface= 2, Id= 1) 09 -6983 PURLIN ANALYSIS Span Left Id Sup 1 2 3 4 5 6 7 8 9 10 11 0 00 1 04 1 2.1 .1 3.1 1 02. 0 64 1 06 0 83 0 71 0 64 0 10 STRENGTH /DEFLECTION Span Shear(k Shear(k Left Right Right Lap Lap Sup Id Loc Calc Allow UC Loc l RS 2 RL 3 RL 4 LL 5 LL 6. RL 7 LL 8 LL 9 RL .10 LL 1.1 LS LAP BOLT. SHEAR /BEARING Bolt 0 500 (GR_5 -0 1.7 -.1 32 -1 51 1 02 -1. 16 -1 34 1 19 -1. 19 -1. 30 0 90 -0 4.4 -0 55 0 53 -0 81 -0 9.3 0 94 -0 .9.1 -1 03 0 7.1 -0 49 -0 61 0 5.9 -0 61 -0 73 0 53 -0 33 0 00 0 17 3 .96 0 04 RS 1 32. 3 96 0 33 MS 1 .1.6 3 .96 0 9 9 RL 1. 19 10 93 0 1.1 MS 0 90 10 93 0 08 LL 0 81 3 96 0 20 RL 0 94 3 96 0 24. MS 0 71 3 96 0 1.8 LL 0 61 .3 96 0 15 MS 0 53 3 .96 0 13 LL 0 10 3 96 0 03 LS Span Lap_Shear Shear_Ratio Id Left Right Left Right 2 0 8 0 .3 7 3 0 81 .1 .21 0.37 0 3 4 0 88 1 03 0 4 0 33 5 1 03 0 20 0 33 0 09 6 0 28 0 72 0 09 0 33 Page 36 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/2009 Designed Byl KL Size 26 3 x .172 5 x 32 5 x Checked By Location Port Angeles WA Left Left Sup Lap .0. 10 9 30 0 01 LS. 0 00 3 72 9 3.0 0 4.0 RL 0 1.8 3 89 9 3.0 0 42 RL 0 26 4 28 1.4..19 0 30 LL 0 09 4 19 13 84.0 30 LL 0 0.9 2 68 9 30 0 29 RL 0 12 2. 63 9 30 0 28 LL 0 13 .2. 43 9 .30 0 26 LL 0 10 1. 23 9 30 0 13 RL 0 03 1. 03 9 30 0 1.1 LL 0 03 0 06 9.30 0 01 LS 0 00 8/ 7/2009 2 44pm Moment -k MidSpan Right Right Mom Loc Lap Sup 0 00 0 00 0 00 .0 10 0 .10 -3 72 7 .34 2 44 4 33 4 3.3 2 .85 -0 .8.2 8 52 3. 89 .5 56 5.56 3 8.9 -4 28 15 03 3 81 5 47 .5 47 4, 19 -0 46 11. 67 0 63 1. 28 1 28 0 5.1 -1 0.8 7 37 2 68 3 .83 3 83 2. 5.0 -2 6.3 12 18 2 .16 3 45 3 4.5 2 43 -0 48 9 5.1 0 92 1 65 1 65. 0 78 -1 23 8 14 0 92 1 81 1 81 .1 0.3 -0 56 7 39 0 06 0 06 .0 00 1 .17 0 00 Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 07 0 32 0 02 0 65 0 04 -0 0 0 34 0 01 0. 08 0 01 0 01 0.9 -6983 7 0 72 .8 0 65 9 0 3.1 10 0 34 PURLIN ANALYSIS Span Left Id Sup 1 0 00 2 0 6.5 3 0 94 4 2 13 5 1 22 6 0.59 7 .1. 07 8 0 82 9 0 7.1 1.0 0 64 11. .0 10 Span I.d 1 RS 2 RL 3 RL 4 LL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS 0 65 0 31 0 34 LOAD COMBINATION 7 STRENGTH /DEFLECTION 0 -0 -.1. 1 1 0 0 0 0 0 0 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size Purlin Repor.t(S.urface= 2. .Id= 1) 0 33 0 30 0 14 0 16 DL +CL +SL /2 +AUX4 Shear(k Left Right Right Lap Lap Sup -0 80 0 75 -1 42 1 94 -1 94 1 11 -0 23 0 48 -0 86 0 95 -0 90 0 71 -0 50 0 .59 -0 61 0 53 Shear(k Loc Calc Allow 10 80 42 94 1.1 86 95 7.1 61 53 10 3 3 3 10 10 3 3 3 3 3 3 96 96 96 93 93 .96 .96 96 96 96 .96 0 0 0 0 0 0 0 0 0 0 0 0 30 0 14 0 1.6 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 .5 x 32 5 x -0 10 -0 .92 -1 61 -2 13 -0 34 -0 .97 -.1 0,2 -0 61 -0 73 -0 .33 0 00 .UC Loc 03 RS 2.0 MS 36. RL 18 MS 10 LL 22 RL 2.4 LL .18 LL 15 MS 13 LL 03 LS Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment(f -k Left Left MidSpan Right Right Sup. Lap Mom Loc Lap Sup 0 00 0 00 0 00 0 06 0 06 -2.36 7 45 1 34 2 49 2 49 1 36. -0 62 6 62 6 53 8 5.5 8 .5.5 5 84. -7 42 1.5 01 5 80 8 51 8 51 6 96 -0 09 14 06 0 2.0 0 58 0 58 -0 1 44 6 82 2 78 4 00 4 00 2 65 -2 5.7 12 29 2 12 3 4.0 3 40 2 3.8 -0 5.0 .9 46 0 92 .1 66 1 6 0 79 -1. 23 8 15 0 92 1 81 1 81 1.03. -0 56 7 .38 0 06 0 0.6 0 00 1 17 0 00 Moment(f -.k Mom +Shr Deflection(in) Calc Allow UC 0. 06 -2 36 6 53 7 42 6. 96 2 78 2. 65 2 .38 1 2.3 1, 03 0 06 9 30 9 30 9 13 14 1.9 1.3 .5.5 9 30 9 30 9 30 .9 30 9 30 9 30 0 0 0 0 0 0 0 0. 0 0 0 01 25 7.1 52 51 30 28 26 1.3 .11 01 Loc LS RL RL LL LL RL LL LL RL LL LS UC Calc Allow 0 00 0 06 0 62 0 20 0 25 0 14 0 14 0 10 0 03 0 03 0 00 0 -0 0 1 0 0 -0 0 0 -0 0 Page 37 Of 269 09 -6983 8/7/2009 05 20 09 .17 14 08 33 01 08 01 01 09 -6 .PURLIN ANALYSIS STRENGTH Customer Span Lap_Shear(.k Shear_Ratio Id Left Right Left Right 2 0 47 0 2.1 3 0 47 1 86 0 21 0 61 4 1 35 1 6.0 0 62 0 52 5 1 60 0 0.9 0 52 0 04 6 0 .13 0 75 0 04 0 34 7 0 75 0 64 0 34 0 29 8 0 64 0 31 0 29 0 14 9 0 31 0 34 0 14 0 15 10 0 34 0 15 LOAD COMBINATION 8 DL +CL +SL /2 +AUX5 Page 38 Of 269 Green Creek Wood Products Job No 0.9 -6983 Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x .32 5. x Date 8/7/2009 Designed By KL Checked By Purlin Report(Surface= 2, Id= 1) 8/ 7/2009 2 44pm Shear(k Moment(.f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .1 0 00 -0 10 0 00 0 .00 0 00 0 06 2. .0 70 -0 76 -0 .87 0 06 -2. 71 7 98 0 57 1 66 3 0 46 0 35 -0 .9.9 -1 11 1. 6.6 1 .12 0 43 5 31 6 05 7 44 4 2 06 1 87 -2 0.1 -2 20 7 4.4 4. .83 -7 48 .14 .51 6 74 9 54 5 1 73 1. 54 -0 63 -0 82 .9 54 7 36 -1 02 .12 20 0 40 1 37 6 0 65 0 53 -0 80 -0 92 1 .37 0 .58 -1 04 7 44 2 67 3 8.1 7 1 06 0 94 -0 .91 -1 03 3 81. 2 48 -2 64 12. 1.7 2 1.6. 3 46 .8 0 83 0 71 -0 49 -0 6.1 3 46 2 43 -0 48 9 51 0 91 1. 65 .9 .0 71 0 .59 -0 61 -0 7.3 1 6.5 0. 78 -1. 23 8 13 0 92 1 81 10 0 64 0 53 -0 33 1 8.1 1 03 -0. 56 7 39 0 06 1.1 0 10 0 00 0 06 0 00 1. 17 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Lo.c Calc Allow U.0 Loc U.0 Calc Allow 1 RS -0 10 3 96 0 03 RS 0 06 9.30 0 0.1 LS 0 00 0 06 2 RL -0 76 3 96 0 19 MS -2 71 9 30 0 2.9 RL 0 04 -0 26 3 RL -0 9.9 3 .96 0 25 RL 6 05 .9 .00 0 67 RL 0 4.9 0 20 4 RL -.2 01 10 93 0 18 MS -7 48 .1.4 19 0 53 RL 0 26 -1 18 .5 LL 1 54 10 .93 0 14 LL 7 36.13 .83 0 53 LL 0 29 0 06 6 RL -0 80 3 96 0 20 RL 2 67 9 3b 0 2.9 RL 0 12 -0 04 7 LL 0 94 3 96 0 24 MS -2 64 9 30 0 28 LL 0 13 -0 35 0.9 -6983 Purlin Report.(Surface= 2 Id= 1) 8 LL 0 71 3 96 0 18 LL 2 43 9 30 0 2.6 LL 0 10 0 01 9 RL -0 61 3 96 0 15 MS -1. 2.3 9 3.0 0 .13 RL 0 03 -0 0.8 .10 LL 0 53 3 96 0 13 LL .1 03 .9 .30 0 11 LL 0 0.3 -.0 .01 11 LS 0 .10 3 96 0 03 LS 0 06 .9 30 0 01 LS 0 00 0 01 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 31 0 14 3 0 31 1 62 0 .14 0 53 4 .1 17 1 79 0 54 0 58 5 1 79 0 22 0 58 0 .1.0 6 0 30 0 72 0 10 0 .33 7 0 72 0 65 0 33 0 .30 8 0 65 0 31 0 30 0 14 9 a 31 0 34 0 14 0 16 .10 0 34 0 16 LOAD COMBINATION 9 DL +CL +SL /2 +AUX6 PURLIN ANALYSIS Shear(k Moment(f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 .0 00 -0 10 0 00 0 00 0 00 0 06 2 0 66 -0 79 -0 9.1 0 06 -2 43 7 56 .1. 18 2 31 3 0 65 0 53 -0 8.1 -0 92 2 31 .153 -0 08 7 41 3 66 4. 8.1 4 1 26 1 14 -1 2.4 -1 35 4 81 3 21 -4. 32 14 48 4 4.5 6 .17 .5 1 4.4 1 2.5 -0 92 -1 11 6 17 4 .38 -.1. 15 10 16 1 86 3 21 6 1 21 1 02 -.1 .15 -1 34 3 21 1.73 -1. 94 8 53 2 76 4 42 7 1 09 0 98 -0 88 -1 00 4 42 .3. 04 -2.4.4 12.55 2 0.1 3 27 .8 0 81 0 70 -0 51 -0 62 3 27 2 26 -0 53 9 3.4 0 94 1. 70 .9 0 71 0 60 -0 61 -0 7,2 .1 70 0 83 -1 22 8 18 0 .91 1 80 .1.0 0 64 0 53 -0 33 1 80 .1 02 -0 57 7 37 0 06 1.1 0 10 0 00 0 06 0 00 1 17 0 00 STRENGTH /DEFLECTION Customer Project Location Size Green Creek Wood Products New Headr with Eyebrow Port Angeles WA 2 3 x 172 5 x 32. 5 x Job No 09 6983 Date 8/7/2009 Designed By KL Checked By 8/ 7/2009 2 44pm Span Shear(k Moment(f -k Mom +Shr .Deflection(in) Page 39 Of 2 0.9 -6983 Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS LAP BOLT SHEAR /BEARING Bolt .0 500 (GR_5 Calc Allow UC Loc 0 10 3 96 0 03 RS -0 79 3 96 0 20 MS 0 8.1 .3 96 0 9 0 RL 1 24 10 93 0 11 RL 1 25 10 93 0 11 LL 1 15 3 96 0 29 RL 0 98 3 96 0 25 LL 0 70 .3 96 0 18 LL -0 61 3 96 0 :L5 MS 0 53 3 96 0 :L3 LL 0 10 3 96 0 0.3 LS Span Lap_Shear(.k Shear_Ratio Id Left Right Left Right 2 0 43 0 20 .3 0 43 1 05 0 20 0 3.4 4 0 76 .1 .16 0 35 0 38 .5 1 1.6 0 51 0 38 0 23 6 .0 70 0 83 0 23 0 38. 7 0 83 0 61. 0 38 0 28 8 0 61 0 .32 0 2.8 0 15 9 0 32 0 34 0 15 0 15 1.0 0 34 0 15 Customer Green Creek Wood Products Location Port Angeles WA Size 26 3 x 172 5 x .32 5 x Purlin Report(Surface= 2., .Id= 1.). LOAD COMBINATION #10 DL +C:L +SL /2 +AUX7 PURLIN ANALYSIS Span Left Id Sup 1 0 00 2 0 66 3 0 63 4 .l 29 5 0 99 6 .1 02 7 1 76 Project New Headrig with Eyebrow Date Shear(k Left Right Right Lap Lap Sup -0 10 0 00 -0 7.9 -0 91 0 06 0 52 -0 .82 -0 94 2 27 1 17 -1 21 -1 32 4 99 0 88 -0 46 -0 58 5 .55 0 83 -1 35 -1 54 .1..80 1 57 -1 46 -1. 65 6 45 Calc Allow UC Loc UC 0 06 .9.30 0 01 LS 0 00 2. 43 9 30 0 2.6 RL 0 06 3 6.6 8 9,3 0 41 RL 0 2.0 4 4.5 .14..1.9 0 31 RL 0 11 4 38 .14 1'9 0 31 LL 0 11 2 76 9 30 0 30 RL 0 17 .3 04 9 3 0 33 LL 0 17 2 26 9 3.0 0.24 LL 0 09 1. 22 9 30 0 13 RL 0 03 1 02 .9 30 0 11 LL 0 03 0 06 .9 3.0 0 0.1 LS 0 00 Left Left Sup Lap Job No Designed By KL Checked By 8/ 7/2009 2 44pm Calc Allow 0 05 0 21 0 08 -0 66 -0 0.1 0 12 -0 30 0 00 0 07 -0 01 0 01 Moment(f -.k MidSpan Right Right Mom Loc Lap Sup 0 00 0 00 0 06 -2 45 7 59 1 14 2 27 .L 50 -0 03 7 26 3 82 4. 9.9 3 .35 -4 53 14 79 3 86 5 .55 4 30 -0 10 11 39 1 11 1 80 0 57 -1 85 7 18 4 53 6 4,5 4 24 -4 44 12 40 3 03 5 10 Page 40 Of 269 09 -6983 8/7/2009 0.9 -6983 8 0 .95 9 0 67 .10 0 66 11 0 10 4 Span .Id 1 RS -0 2 RL -0 3 RL -0 4 RL -1 5 LL 0 6 RL -1 7 LL 1 8 LL 0 9 RL -0 1 LL 0 11 LS 0 STRENGTH /DEFLECTION Customer Project Location Size 0 84 -0 37 0 56 -0 6.5 0 54 Span Shear(k Id Loc Calc Allow UC Loc 10 79 .82 21 88 35 57 .84 65 54 10 LAP BOLT .SHEAR /BEARING Bolt .0 500 (GR 5 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Purlin Repor.t(,Surface= 2, Id= .l) 3 3 3 1 10 3 3 3 3 3 3 96 0 96 0 96 0 93 0 93 0 96 0 96 0 96 0 96 0 96 0 96 0 -0 48 .5 .1.0 -0 76 .1. 20 -0 32. 1 .94 0 00 0 06 03 20 21 11 08 34 4 21 16 14 03 RS MS RL MS LL RL MS LL MS LL LS Lap_Shear(k Shear_Ratio Left Right Left Right 2 0 42 0 19 3 0 42. 1 09 0 19 0 35 4. 0 79 .1 04 0 3 0 34 5 1 04 0 28 0 34 0 13 6 0 3.9 1 21 0 13 0 55 7 1 21 0 96 0 55 0 4.4 8 0 96 0 23 0 44 0 10 9 0 23 0 36 0 10 0 17 10 0 36 0 17 LOAD COMBINATION #11 DL +CL +SL /,2 +AUX8 PURLIN ANALYSIS Shear(k Span Left Left Right Right 0 06 -.2 45 3 82 -4 53 4 30 4. 53 4 44 3. 91 1 40 .1. 15 0 06 .9 .9 .9 .14. 13 .9 9 .9 .9 9 9 3 91 -0 .13 0. 38 -.l 4.0 1 .15 -0 52 0 00 30 30 00 19 55 3.0 3.0 .17 30 30 30 0 0 0 0 0 0 0 0 0 0 0 01 26 42 32 3.2 49 48 43 .1.5 12 01 Job No 09 -6983 Date 8/7/20.09 Designed By KL Checked By 10 96 7 73 7 52 1 .17 8/ 7/2009 2 44pm 0 64 1. 0 1 20 .1. 94 0 06 0 00 Moment(.f -k Mom +Shr Deflection(in) Calc Allow. UC Loc UC Calc Allow LS 0 00 RL 0 05 RL 0 21 RL 0 09 LL 0 10 RL 0 35 LL 0 36 LL 0 22 RL 0 04 LL 0 03 LS 0 00 Moment (f -k 0 0 0 0. 0 -.0 0 0 o -0 0 05 22 08 71 07 08 6 07 09 01 00 Left Left MidSpan Right Right Page 41 Of 269 0.9 -6983 S.TREN.GTH /DEFLECTION Span Shear(k Id Loc Calc Allow DC Lo.c 1 RS -0 10 3 96 0 03 RS 2 RL -0 79 3 96 0 '0 MS 3 RL -0 81 3. 96 0 2.1 RL 4 RL -.1 22. 20 .93 0 11. MS 5 LL 0 95 10 93 0 09 LL 6 RL -0 93 3 96 0 ''4 RL 7 RL -1 53 3 .96. 0 39 MS 8 LL 1 22. 3 .96 0 31. LL 9 LL 0 62 3 96 0 .16 MS .1.0 LL 0 52 .3 96 0 .13 LL 1.1 LS 0 10 3. 96 0 03 LS LAP BOLT SHEAR /BEARING Bolt .0 500 (GR_5 Span Lap_Shear(k Shear Ratio Id Left Right Left Right 2 0 43 0 20 3 0 43 1 07 0 20 0 35 4 0 78 .1. 0.8 0 35 0 35 5 1 08 0 12 0. 35 0 05 6 0 16 1 03 0 05 0 47 7 1 03 1 12 0 47 0 51 8 1 12 0 37 0 51 0 .17 9 0 37 0 32 0 .17 0 15 .1.0 0 32 0 15 Customer Green Creek Wood Products I Job No Project New Headrig with Eyebrow Location Port Angeles. WA Size 26 3 x 172 .5 x .32 .5 x Purlin Report(Sur.face= 2 Id= 1) 0 06 9 30 0 01 LS 0 00 -2. 4.4 9 3.0 0 26 RL 0 06 .3 77 9 00 0 42 RL 0 21 4. 45 14 19 0 31 RL 0. 09 4.43 13 97 0 32 LL 0 1.0 4 16 .9 29 0 45 RL 0 26 4 48 9 30 .0 48 RL 0 32 4. 23 .9 3.0 0 46. LL 0 30 -1 12 .9 .3.0 0 12 LL 0 04 0 .9.5 .9 .30 0 10 LL 0 03 0 06 .9 30 0 01 LS 0 00 Page 42 Of 269 09 -6983 Date 8/7/2009 Designed By KL Checked By 8/ 7/2009 2 44pm Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 .0 00 -0 10. 0. 00 0 00 0 00 0 06 2 0 66 -0 79 -0 91 0 06 -2 44 7.58 1.15 2 28 3 0 64. 0 52 -0'81_ -0 93 2 28 1. 5.1 -0 05 7 31 3 77 4 93 4 1 28 1 .16 -1 22 -1 33 4 9.3 3 .30 -4. 45 14 68 4 07 5 77 5 .1 06 0 9:5 -0 3.9 -0 50 .5 77 4 43 -0 72 12 21 0 14 0 74 6 .0 52 0 40 -0 93. -1 05 0 74 0 12 -0 82 5 98 4 16 5 48 7 1 68 1 49 -1 53 -1 72 5 48 3 36 -4 48 11 85 3. 82 5 9.9 8 1 41 1 22 -0 74 -0 93 5 .9.9 4 23. -1 06 9 97 0 86. .1 .97 9 0 7.3 0 62 -0 59 -0 70 1. S7 1 0.7 .1.1,2 8 42 0 86. 1 72 .10 0 63 0. 52. -.0 34. 1 72 0 95 -0 60 7 2.9 0. 06 .1.1 0 1.0 0 00 0. 06 0 00 1 17 0 00 Moment.(.f -k Mom +Shr Deflection(in) Calc Allow UC Loc U.0 Calc Allow 0. 05 0 22 0 0.8 0 69 0 03 0 02 -0 60 0 00 0 06 -0 01 0 01 09 -6983 LOAD .COMBINATION #12 PURLIN ANALYSIS Span Left Id Sup 1 0 2 .0 3 .0 4 1 5 .1 6 0 7 1 8 1 .9 1 10 0 11 0 00 66 63 28 03 65 04 21 22 70 10 STRENGTH /.DEFLECTION Span Shear(k Id Loc Calc Allow UC Loc 1 -0 10 3 96 0 0 RS 2 -0 79 3 96 0 20 MS 3 -0 82 3 96 0 2 RL 4 -1 21 1 93 0 11 MS 5 0 91 10 93 0 08 LL 6 -0 8 3 96 0 20 RL 7 -0 .94 3 96 0 24 RL 8 1 02 3 96 0 26 LL 9 1 03 3 96 0 26 MS 10 0 58 3 96 0 15 LL 11 0. 10 3 96 0 03 LS RS RL RL RL LL RL RL LL LL LL LS -0 79 0 52 -0 82 1 .17 -1. 21 0 91 -0 42 0 53 -0 80 0 .92 -0 94 1 02 -0 94 1 03 -0 93 0 .58 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size DL +CL +SL /2 +AUX9 Shear(k Left Right Right Lap Lap Sup Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 43 0 1.9 3 0 43 1 08 0 19 0 .35 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2'6 .3 x 172 5 x 32 5 x Purlin Report(.Surf,ace= 2, Id= 1) Left Left Sup Lap -0 1.0 0 00 0 00 0 00 0 06 -0 91 0 06 -2. 4.5 7 5.9 1 14 2 27 -0 93 2 27 1 51 -0.04 7 29 3 80 4 96 -1 33 4 96 3 33 -4.4.9 14 74 3 96 5 65 -0 54 5 65 4. .36 -.0 40 11 79 0 64 1 28 -0 92 1 2.8 0 50 -.1 1.4 7 4.6 2 55 3 70 -.1 05 3. 70 2 39 -2. 4.6 11 89 2. 60 3 93 -1 13 3 93 2.44 -.1 2.5 8 55 1 85 3 23 -1 12 .3..23 1.7,3 -1..99 8 58 1 08 2 45 -0 27 2 4.5 1 .59 -0 37 8 04 0 06 0 00 0. 06 0 00 1 .17 0 00 Moment(f.-k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0. 06 2 45 3 80 -4 49 4 36 2 55 2 60 2 44 1 99 1 5 0 .06 .9 30 9 3.0 .9 00 14 19 13 67 9 3.0 .9 30 .9 3.0 9 3.0 9 30 9 3.0 0. 0 0 0 0 0 0 0 0 0 0 Job No Date Designed By KL Checked By 01 26 42 32 32 2 28 26 21 17 01 LS 0 00 RL 0 06 RL 0 21 RL 0 09 LL 0 10 RL 0 12 RL 0 13 LL 0 14 LL 0 .10 LL 0 0.5 LS 0 00 8/ 7/2009 2 44pm Moment (.f -k Mi.dSpan Right Right Mom Loc Lap Sup 0 -0 0 0 0 0 -0 0 0 0 0 Page 43 Of 269 09 -6983 8/7/2009 05 22 08 70 05 06 31 05 .12 0.1 00 W4 0.9 -6983 4 0. 78 .1 06 0 36 0 35 5 1 06 0 20 0 35 0 09 6 0 28 0 6.9 0 09 0 32 7 0 69 0 74 0 32 0 34 8 0 74 0 61 0 34 0 28 9 0 61 0 46 0 28 0 21 10 0 46 0 21 LOAD COMBINATION #.13 PURLIN, ANALYSIS Span Left Id Sup 1 2 3 4 .5 6 7 8 .9 .10 11 .0 0 0 1 1 0 1 0. 1 1 .0 00 66 63 28 03 6.4 07 7.8 12 06 .17 STRENGTH /DEFLECTION Customer Project Location Size -0 79 0 52 -0 82 1 17 -1 21 0 91 -0 42 0 .52 -0 82 0 .9.5 -0 90 0 66 -0 54 0 93 -.1.03 0 87 Green Creek Wood Products New Headr.i.g with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32. 5 x Purlin Report(S.urface= 2, Id= 1) DL. +CL +SL /.2 +AUX10 Shear(k Left Right Right Lap Lap Sup Span Shear(k .Id Loc Calc Allow UC Loc 1 RS 10 .3 96 0 03 RS 2 RL -0 7.9 .3 96 0 20 MS 3 RL -0 82 3 96 0 21 RL 4 RL -1 21 10 93 0 11 MS 5 LL 0 91 .1.0 93 0 08 LL 6 RL -0 82 3 96 0 21 RL 7 LL 0 95 3 96 0 24 MS 8 LL 0 66 3 96 0 :17 LL 9 RL -1 03 3 .96 0 26 MS 1.0 LL 0 87 3 96 0 22 LL 1.1 LS 0 17 3 96 0 04 LS Left Left Sup Lap Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment (f -.k MidSpan Right Right Mom Loc Lap Sup 0 10 0 00 0. 00 0 00 0 06 -0 9.1 0 06 -2. 45 7 59 1 14 2 28 -0 .93 2 28 1 .51 -0 04 7 29 3 79 4 96 -.1 33 4 96 3 .3.3 -4. 49 .14 7.3 3 .97 5 67 0 54 .5. 67 4. 37 -0 43 1.1. 83 0 59 1. 23 0 .9.3 1 23. 0 4.6. -1 .10 7 30 2. 72 3 .89 -1 02 3. 89 2 .54 -2 68 12, 28 2 02 3 30 0 66 3 30. 2 34 -0 18 8 94 1 .50 2 30 1. 22 2 30 0 93 2. .1.5. 7 92 1 57 3 06 0 53 3 .0.6 .1. 7'8 -0 .88 7 46 0 10 0 00 0 1.0 0 00 1 1 0 00 Page 44 Of 26.9 09 -6983 8/7/2009 Moment(.f -.k Mom +Shr Deflection(.in) Calc Allow U.0 Loc 00 Calc Allow 0 06 9 30 0 .0.1 LS 0 00 0 05 -2.4.5 .9 30 .0 2.6 RL 0 06 -0 22 3. 79 9 00 0 42 RL 0 21 0 08 4 4.9 14 19 0 32 RL 0 09 -0 70 4 37 1:3 71 0 3.2 LL 0 10 0 04 2 72 .9 .3.0 0 29 RL 0 13 -0 05 2 68 9 30 0 29 LL 0 13 -0 36 2 34 .9 30 0 25 LL 0 09 0 03 2..1.5 9 .30 0 23 RL 0 .10 -0 14 1 78 9 3.0 0 .19 LL 0 08 -0 01 0 10 9 30 0 01. LS 0 00 0 01 09 -6983 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 43 0 19 3 0 43 1 08 0 19 0 35 4 0 78 1 06 0 36 0 35 5 .1 06 0 19 0 35 0 09 6 0 27 0 73 0 09 0 33 7 0 73 0 62 0 33 0 28 8 0 62 0 43 0 28 0 20 9 0 43 0 57 0 20 0 26 10 0 57 0 26 LOAD COMBINATION #14 DL +CL +SL /2 +AUX1 PURLIN ANALYSIS Page 45 Of 269 Customer Green Creek Wood Products Job No 1 09 -6983 Project New Headrig with Eyebrow Date 1 8/7/20 Location Port Angeles WA Designed Byl KL Size 26 3 x 172 5 x 32 5 x Checked By Purlin Report(Surface= 2 Id= 1.) 8/ 7/2009 2 44pm Shear(k Moment.(.f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 17 0 00 0 00 0 00 0 10 2 1 09 -1 27 -1 46 0. 10 -4 09 7 69 1 62 3 45 3 0 72 0 60 -0 74 -0 85 3 4.5 2 57 0 50 8 22 3 61 4 66 4 1 27 1 15 -1 23 -1 34 4 66 3 05 -4 59 14 58 4 05 5 76 5 1 04 0 92 -0 42 -0 53 5 76 4. 46 -0 40 11 90 0 5.9 1 22 6 .0 64 0 52 -0 81 -0 93 1 22. 0. 44. -1 12 7 32 2 69 3 85 7 1 06 0 .95 -0 91 -1 0.3 3 85 2. 51 -2 62 12 1.9 2 15 3 45 8 0 83 0 71 -0 4.9 -0 61 3 45 2.42 -0 4.8 .9 .50 0 9.1 1 6.5 9 .0 71 0 5,9 -0 61 -0 73 .1 65 0 78 -1 23 8 14 0 .9.2 1 8.1 10 .0 64 0 53 -0 33 .1 81 1. 03 -0 56 7 39 0 06 1.1 0 10 0 00 0 06 0 0.0 1 .17 0 00 STRENGTH /DEFLECTION Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 17 3 96 0 04 RS 0 10 9 30 0 01 LS 0 00 0 08 2 RL -1. 27 3 96 0 .32 MS -4 09 9 30 0 44 RL 0 13 -0 37 3 RL -0 74 3 96 0 19 RL 3 61 9 00 0 40 RL 0 18 0 14 4 RL -1 23 10 93 0 11 MS -4. 59 14 19 0 32 RL 0 0,9 -0 73 09 -6983 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS LAP BOLT SHEAR /BEARING Bolt .0 500 (GR_5 PURLIN ANALYSIS Customer Project Location Size Purlin Report(Surface= .2, Id= 1) 8/ 7/2.009 2 44pm 0 .92 .1.0 .93 0 0.8 LL 4. 46 13. 6,3 0 3.3 LL 0 .11 0 05 -0 8.1 3 .96 0 9 1 RL 2 69 .9 .30 0 29 RL 0 13. -0 05 0 .95 3 96 0 9 4 MS. -2 62 9 30 0 28 LL 0 13 -0 34 0 71 3 96 0 18 LL 2. 42 9 .3.0 0 26 LL 0 10 0 0.1 -0 61 3 96.0 15 MS -.1 23 .9 30 0 13 RL 0 03 -0 08 0 53 3 96 0 13 LL 1 03 9 30 .0 .11 LL 0 03 -0 01 0 10 3 96 0 03 LS 0 06 9 30 0 01 LS 0 00 .0 0.1 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 65 0 30 3 0 65 1 01 0 30 0 33 4 0 73 1 08 0 34 0 35 5 1 08 .0 19 0 35 0 09 6 0 26 0 72 0 09 0 33 7 0 72 0 65 0 33 0 30 8 0 65 0 31 0 30 0 14 9 0 31 0 34 0 14 0 1.6 10 0 34 0 16 LOAD COMBINATION #15 DL +CL +SL /2 +AUX2 Green Creek Wood Products New Headri.g with Eyebrow Port Angeles WA 26 3 x 172 .5 x 32, 5 x Page 4.6 Of 269 Job No 09 -6983 Date 8/7/20.09 Designed By KL Checked By Shear(k Moment.(f -k Span Left Lef.t. Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1. 0 00 -0 .10 0 00 0 00 0 00 0 06 2 0 66 -0 79 -0 .91 0 06 -2.4.5 7 59 1 .14 2 27 3. 0 63 0 52 -0 82 -0 93 2 27 1 5.1 -0 04 7 29 3 7.9 4 96 4 1 28 1 17 -1 21 -1 3.3. 4 96 3 33 -4.49 14 73 3 97 5 66 5 1 0.3 0 91 -0 42 -0 5.4 5 66. 4. 37 -0 42 11 82 0 60 1. 24 6 0 64 0 52 -0 81 -0 93 1 24 0 47 -1 11 7 34 2 68 3 84 7 1 06 0 .94 -0 9.1 -1. 03 3 .8.4 2 .50 -.2 62 12 18 2 17 3 47 8 0 83 0 72 -0 49 -0 6.0 3.47 2 43 -0 53 9 58 0 8,3 1 55 9 0 68 0 56 -0 64 -0 76 1. 55 0 72 1..1.1 7 81 1 25 2 18 .10 0 98 0 79 -0 61 2 .18 1 00 -1 20 6 .90 0 10 11 0 .17 0 0.0 0 1.0 .0 00 1 17 0 00 0.9 -6.983 STRENGTH /DEFLECTION Span Shear(k Id Loc Calc Allow UC Loc 1 RS -0 2 RL -0 3. RL -0 4 RL -1 5 LL 0 6 RL -0 7 LL 0 8 LL 0 9 RL -0 10 LL 0 11 LS 0 PURLIN ANALYSIS Span Left Id Sup 1 0. 00 2 0 64 3 0 95 4 2 10 1.0 79 82 2.1 91 81 94 72 64 7.9 17 3 3 3 10 10 3 3 3 3 .3 3 LAP BOLT SHEAR /BEARING Bolt 0 50.0 (GR 5 .Span Lap .Shear k Id Left .Right Customer Project New Headrig with Eyebrow Location Size Purlin Report(Surface= 2, Id= 1) 96 0 96 0 96 0 93 0 93 0 96 0 96 0 96 0 03 20 21 11 08 21 24 18 96 0 .16 .96 0 20 .96. 0 04 RS MS RL MS LL RL MS LL RL MS LS Shear_Ratio Left Right 2 0 43 0 .19 3 0 4,3 .1 08 0 .19 0 35 4 0. 78 1.06 0 36 0 35 5 1.06 0 20 0.35 0 0.9 6 .0 27 0 72 0 0.9 0 33 7 0 72 0 65 0 33 0 30 8 0 65 0 .29 0 .30 0 13 .9 0 29 0 41 0 1.3 0 19 .10 .0 41 0 19 Shear(k Left Right Right Lap Lap Sup -0 80 0 76 -1 41 1 .91 -1 96 Green Creek Wood Products Port Angeles WA 26 3 x 172 5 x 32. 5 x 0 1 0 92 -1 60 -2 15 Moment(f-.k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 .0 6 -2 45 3 79 4. 49 4 .37 2. 68 2 6.2 2 43 1 25. -1 20 0 10 LOAD COMBINATION #.16 DL +CL +SL- 1..OAUX1 Left Left Sup Lap 0 00 0 06 2. 52 8 35 9 3.0 .9 .3 0 9 00 14 19 .13 70 9 30 9 3.0 .9 30 9 30 9 30 9 3.0 0. 0 0 0 0 0 0 0 0 0 0 0.1 26 42 32 32 29 2.8 26 13 13 01 Job No Date Designed By KL Checked By LS 0 00 RL 0 06 RL 0 21 RL 0 09 LL 0 10 RL 0 12 LL 0 13 LL 0 10 RL 0 04 LL 0 05 LS 0 00 0 00 0 00 -2 33 7 42 1 38 -0 66 6 71 5 68 -7 1 14 82 Page 47 Of 269 09 -6983 8/7/2009 8/ 7/2009 2 44pm 0 -0 0 0 0 0 0 0 0 -0 0 1 38 6 35 6 37 05 22 08 70 05 05 34 00 06 03 01 Moment(f -k MidSpan Right Right Mom Loc Lap Sup 0 06 2 52 8 35 9 10 09-6983 Purlin Repor.t(Surface= 2. I 1) .5 1 67 1 48 -0 69 -0 .8.8 9 1.0 7 01 -0 70 11. 78 0 99 2 04 6 1 04 0 85 -1 32 -1 51 2 04 0 78 -1. 78 7 3.5 4 36 6 24 7 1 72 1. 54 -1 48 -1. 67 6 2.4 4 07 -4. 27 12. 19 3. 50 5 60 8 1 34 1 16 -0 80 -0 .9.9 5. 60 .3.94 -0 78 9 50 1 48 2 68 9 1 1.5 0 .96 -0 99 -.1 1.8 2 68 .1 27 -2 .00 8 .14 1 4.9 2 94 10 1 04 0 86 -0 5.3 2. 94 .1. 68 -0 91 7 3.9 0 .10 11 0 17 0 00 0. 10 0 00 1 17 0 00 STRENGTH /.DEFLECTION Span Shear(.k Id Loc Calc Allow UC Loc 1. RS. -0 10 3 96 0 03 RS 2 RL -0 80 3 96 0 20 MS 3 RL -1 41 3 96 0 .36 RL 4 RL -1 96 .10 .93 0 18 MS 5 LL 1 48 10 93 0 14 LL 6 RL -1 32. 3 96 0 33 RL 7 LL 1 54 3 96 0 3.9 MS 8 LL 1 1.6 3 96 0 29 LL .9 RL -0 9.9 .3 96 0 25. MS. 10 LL 0 86 3 .96 0 22 LL 11 LS 0 .17 3 96 0 04 LS LAP BOLT SHEAR /BEARING Bolt 0 500 (GR_5 Span Lap_Shear(k Shear,Rati.o Id Left Right Left Right 2 0 47 3 0 47 1 82 4 1 .32 1 71 5 1 71 0 32 6 0 44 1 17 7 1. 17 1 05 8 1 05 0 50 9 0 50 0 55 10 0 55 LOAD COMBINATION #17 PURLIN ANALYSIS Customer Green Creek Wood Products Job No Project New Headr.ig with Eyebrow Location Size 0 22 0 22 0 59 0 60 0 56 0 56 0 15 0 14 0 53 0 53 0 48 0 48 0 23 0 23 0 25 0 25 Port Angeles WA 26 .3 x 172 5 x .32. 5 x DL +CL +SL -1 OAUX2 Date Moment( -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 06 9 30 0 01 LS 0. 00 -2 33 .9 30 0 25 RL 0 06 6. 35 9 17 0 69 RL 0 59 7 1.9 14 19 0 5.1 RL 0 2.3 7 01 13 74 0 5.1 LL 0 26 4 36 9 30 0 47 RL 0 33 4 2.7 9 30 0 46 LL 0 34 3 94 .9 30 0 42 LL 0 2.6 2 00 .9 3.0 0 22. RL 0 09 1 6.8 .9 30 0 18 LL 0 08 0 .10 9 30 0 01 LS 0 00 Designed By KL Checked By 8/ 7/2009 2 44pm 0' 05 -0 20 0 0.8 1 12 0 07 -0 08 0 56 0 01 0 .12 0. 0.1 0 01 Page 4.8 Of 269 09 -6.983 8/7/2009 09- 69 Span Left Id Sup 1 0 00 2 .l 07 3 1 03 4 2 08 5 1 67 6 1 04 7 .1 73 .8 .1. 3.4 .9 1 18 10 0 71 11 0 .10 STRENGTH /DEFLECTION Span .Id 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 LL 1 LL 11 LS Shear(k Loc Calc Allow 17 28 33 97 48 32 54 15 99 59 10 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 69 0 32 3 0 69 1 7.5 0 32 0 57 4 1 27 1 72 0 58 0 56 5 1.72 0 32 0 56 0 1.4 6 0. 44 1 1.7 0 .14 0 54 7 1 17 1 05 0 54 0 48 8 1 05 0 52 0 48 0 24 9 0 52 0 48 0 2.4 0 22 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. .5 x Purlin Report.(Surface= 2., Id= 1) Shear(k Left Right Right Lap Lap Sup -1 28 0 84 -1 33 1 8.9 -1 97 1 48 -0 6.9 0 85 -1 32 1 54 -.1 48 1. 15 -0 .81 0 99 -0 97 0 .5 9 3 3 3 10 10 .3 3 3 3 3 3 96 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 0 17 -1 47 1 52 2 16 -0 87 1 51 1 67 1 00 1 .15 -0 2.6 0 00. UC Loc 04 RS 32 MS 3.4 RL 1.8 MS 1.4 LL 3.3 RL 39 MS 29 LL 25 MS 15 LL 03 LS Left Left Sup Lap 0 10 -3 97 6 .16 7 29 7 10 4 36 -4 .27 3 92 2. 14 1. 71 0 06 9 30 0 9 3.0 0 9 00 0 1.4 19 0. 13.70 0 9 30 0 9 3.0 0 9 .30 0 9 30 0 9 30 0 9 30 0 Job No Date Designed By KL Checked By 8 7/2009 2 44pm Moment (f k MidS Right Right Mom Loc Lap Sup 0 00 0 00 0 00 0 10 0 .10 -3 7 59 1 86 3 70 3 70 2.45 -0 06 7 29 6 16 8 06 8 06 5 40 -7 29 14 73 6 45 9 2.0 9 20 7 10 -0 69 1.1 82 0 .97 2 0.1 2 01 0. 7,5 -1 79 7 34 4 36 6. 25 6 2 4 0.8 -4 27 12 20 .3 48 5. 58 5 58. 3 .92 -0 74 9 45 1 57 2 77 2 77 1 3.3 -2 14 .8 33 1 16 2 58 2. 58 1 71 -0 33 8 18 0 06 0 .06 0 00 1 17 0 .00 Page 49 Of 2 0 -6983 8/7/20 Moment( -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 01. LS 0. 00 0 08 43 RL 0 15 -0 35 6.8 RL 0 55 0 .13 51. RL 0 24 .1..14 52 LL 0. 27 0 07 47 RL 0 33 -0 08 46 LL .0 34 -0 56 42. LL 0 26 0 02 23 LL 0 08 -0 14 .1.8 LL 0 06 0 0.1 01 LS 0 00 0 00 09 -69 10 0 48 0 22 DEFLECTION LOAD .COMB.INATION 1 LL Span DEFLECT.ION(in) Id Calc Allow Ratio 1 0 0,5 2 -0. 22 1 44 0 15 3 0. 08 1 44 0 Oa 4 -0 70 2 40 0 29 .5 0 05 1. 44 0 03 6 -0 05 1 4.4 0 03 7 -0 34 .l 92 0 18 8 0 01 1 32 0 01 9 -0 08 1 32 0 06 1.0 -0 01 0 8.9 0 01 11 0 01 LOAD COMBINATION 2 SL +Drif.t +S.lide Span DEFLECT.ION(in) Id .Cal,c Allow Ratio 1 0 06 2 -0 27 1 44. 0 .19 3 0 10 .1 44 0 07 4 -0. 88 2 40 0 37 5 0 06 1 44 0.04 6 -0 06 1 44 0 04 7 -0 43 1 92 0 22 8 0 01 I. 32 0 0.1 9 -0 .10 1 32 0 .07 10 -0 01 0 89 0 0.1 11 0 01 LOAD COMBINATION 3 0 6DL +LL +0 7WP1 Span DEFLECT.ION(.in) Id Calc Allow Ratio .1 0 08 2 -0 36 2 16 0 17 3 0 .14 2 16 0 06 Page 50 Of 269 Customer Green Creek Wood Products Job No 09 -698.3 Project New Headrig with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 26 3 x .172. 5 x 32. 5 x Checked By Purlin Report(Surface= 2 Id= .1) 8/ 7/2009 2 44pm 0.9 -6.983 4 -1 .16 .3 60 0 32 5 0 07 2 .16 0 0.3 6 -0 08 2 16 0 04 7 -0 57 2 88 0 20 8 0 01 1. 98 0 01 9 -0 13 1 98 0 06 10 -0 02 .1 34 0 01 .11 0 0.1 LOAD COMBINATION 4 0 6DL +SL +0. 7WS1 Span DEFLECT.ION(in) Id Calc Allow Ratio 1 0 00 2 -0 01 2 16 0 00 3 0 00 2 16 0 00 4 -0 04 3 60 0 0.1 5 0 00 2 16 0 00 6 0 0.0 2 16 0 00 7 -0 02 2 88 0 01 8 .0 00 .1 .98 0 00 9 0 00 .1 98 0 00 1.0 0 00 1. 34 0 00 11 0 00 09 -6983 PURLIN LAYOUT (Purlin Id= 3) Bay Span Purlin Id Id Part Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x ROOF PURLIN Surface .Id 2 Purlin Id 3 Offset 1.3..17 Span Lap(ft) Load No (ft) Left Right Width Brace 1 10Z14 1 17 4 42 0 1 2 10Z14 18 00 1. 33 4 42 1 2 .3 1021.4 .18 00 1 33 .1. 33 4. 42 1 3 4 10Z12 30 00 1. 33 1. 33 4 42 1 4 5 10Z12 18 00 1 3.3 1. 33 4. 42 1 .5 6 10Z14 18 00 1. 33 1 33 4 42 1 Job No Date Designed By Checked By Page 51 Of 269 09 -6983 8/7/2009 KL Purlin Report(Surface= 2, Id= 1) 8/ 7/2009 2 44pm Purlin Report(Surface= 2 .Id= 3) 8 7/200 2 44pm 0.9 -698.3 6 7 10214 7 .8 10Z14 8 9 10Z14 9 .10 10.Z.14 .l.l 10Z14 LOAD COMBINATION 1 DL +CL +LL PURLIN ANALYSIS Span Left Id Sup 1 .0 2 0 3 0 4 1 .5 .1 6 0 7 1. 8 1. 9 0 .10. 0 11 0 00 92 88 78 43 89 47 15 98 89 14 STRENGTH /DEFLECTION. Customer Project Location Size -1 1.0 0 72 -1 .1.3 1 62. -1 68 1 27 -a 5.8 0 73 -1 13 1 3.1 -1 26 0 .99 -0 68 0 82 -0 85 0 7.3 24 00 1.33 16 50 .l, 33 .16 50 1 33 11 .17 1 3.3 1 17 Shear(k Left Right Right Lap Lap Sup Span Shear(k Id Loc Calc Allow U.0 Loc 1 RS -0 .14 3 .96 0 04 2 RL -.1. 10 .3 .96 0 28 3 RL -.1 1.3 .3 .96 0 29 4 RL -1 68 10 93 0 15 5 LL 1 27 .10 .93 0 .12 6 RL -1 13 3 .96 0 28 7 LL 1 31 3 96 0 33 8 LL 0 99 3 96 0 25 9 RL -0 85 3 96 0 21 .10 LL 0 73 3 96 0 18 .1.1 LS 0 14 3 96 0 0.4 LAP BOLT SHEAR /BEARING Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172..5 x 32 5 x Purlin Report(Surface= 2 Id= 3) 0 1.4 0 00 0 0.0 0 00 0 08 1 2.6 0 08 -3.39 7 59 1.59 3.15 1. 2.9 3 .1.5 .2. 09 -0 05 7 2.9 5 2.6 6 88 1 .84 6 88 4. 61 -6 22 14 73 5 50 7 85 -0 75 7 85 6 06 -0 5.9 .11 82 0 83 .1 72 1 29 1 72 0 64 -1 .53 7 34 3 72 5 33 1 43. 5 3.3 3. 47 -.3. 64 12 19 2. 99 4 78 0 84. 4 78 3..36. -0 67 9 50 1 27 2 2.9 1 01. 2. 29 1 08 -.l 71 .8 14 1 27 .2. 5.1 0 46 2 51 1 43 -0 78 7 39 0 0.8 0 .00 0 08 0 00 1 17 0 00 RS MS RL MS LL RL MS LL MS LL LS 1. 33 1. 33 .l 33 4. 42 4 42 4 42 4 42. 4 42 Left Left Sup Lap Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 08 -.3. 39 .5 26 -6 22 6 06 .3 72 -3. 64 .3 36 -1 7.1 1 43 0 08 .9 .9 .9 14 .13 9 9 9 9 9 .3.0 3.0 00 1.9 70 30 30 30 .30 .30 .30 0 0 0 0 0 0 0 0 0 0 0 1 1 1 0 0 Moment(f -k MidSpan Right Right Mom Loc Lap Sup 01 3.6 58 44 44 40 39 36 18 15 01 Job No Date Designed By KL Checked By LS 0 00 RL 0 11 RL 0 40 RL 0 17 LL 0 20 RL 0 2.4 LL 0 25 LL 0 .19 RL 0 06 LL 0 06 LS 0 00 Page 52 Of 269 09 -698.3 8./7/20.09 8/ 7/2009 2 44pm 0 0 0 0 0 0 -0 0 -0 0 0 07 30 11 97 06 07 48 0.1 1.1 01 01 09 -6983 Bolt 0 500 (GR 5 STRENGTH /DEFLECTION Customer Project Location Size Span Lap_Shear(k Shear_Ra.tio Id Left Right Left Right 2 0 59 0 27 3 0 59 1 50 0 27 0 49 4 1 08 1. 47 0 4.9 0 48 5 1 47 0 27 0 48 0 12 6 0 37 1 00 0 12 0 46 7 1 00 0 90 0 46 0 41 8 0 .90 0 43 0 41 0 20 9 0 43 0.47 0 20 0 22 1.0 .0 47 0 22 P.URLIN ANALYSIS Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x .172 5 x 32 5 x Page 53 Of 269 Job No 09 6983 Date 8/7/20.0.9 Designed By KL Checked By Purlin Report(Surface= .2 .Id= 3) 8/ 7/2009 2 44pm LOAD COMBINATION 2 DL +CL +SL +Drift +Slide Shear(k Moment(f -k .Span Left Left Right Right Left Left Mi.dSpan Right Right Id Sup Lap Lap Sup Sup Lap. Mom Loc Lap Sup 1 0 00 -0 17 0 00 0 00 0 00 0 .10 2 1 08 -1 30 -1 4.9 0 1.0 -4 01 7 59 1 87 3 73 3 1 04 0 85 -1 34 -1. 53 3. 73 2 47 -0 06 7 29 6 21 8 13 4 2..10 .1. 91 -1..99 -2 .18 8 13 5 45 -7 35 .1.4 73 6 50 .9 2.8 5 1. 69 .1 50 -0 69 -0 8.8 9.28 7 1.6 -0 69 11 82 0 98 2 03 6 1. 05 0 86 -1 33 -1 52 2. 03 0 76 -.1 81 7 34 4 40 6 30 7 .1 74 .1 55 -.1 49 -1 68 6 30 4..1.1 -4..30 12 19 .3 53 5 6.5 8 .1. 36 1 17 -0 81 -1. 00 5 65 3. 97 -0 7.9 .9 50 .1. 50 2 70 .9 1. 16 0 97 -1 00 -1 1.9 .2 70 .1 28 -2 0.2 8 .14 1 50 2 97 1.0 1. 05 0 86 -0 54 2 S 1 69 -0 92 7 3.9 0 10 .11 0 .17 0 0.0 0 10 0 00 .1. 17 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 17 3 96 0 04 RS 0 10 9 30 0 0.1 LS 0 00 0 08 2 RL -1 30 3. 96 0 33 MS -4 0.1 .9 30 0 43 RL 0 .1.5 -0 3.6 3 RL -1.34 3 96 0 34 RL 6 21 9 00 0. 69 RL 0 56 0 13 4 RL -.1.99 10 93 0 18 MS -7 35 1.4 1.9 0 52 RL 0 .2.4 -1 15 5 LL 1 50 10 93 0 14 LL 7 16 1.3 70 0 5,2 LL 0 27 0 07 6 RL -.1 33 3 96 0 34 RL 4 40 .9 3.0 0. 47 RL 0 34 -0 0.8 09- 6.9.83 Purlin Report(Surface= .2, I 3 7 LL 1 55 3. 96 0 39 MS -4 30 9 30 0 46. LL 0 3.5 -0 56 8 LL 1 17 3 96 0 29 LL 3 97 9 30 0 43 LL 0 27 0 01 9 RL -1 00 3. 96 0 25 MS. -2 0,2 9 30 0 22 RL 0 09 -0 12 10 LL 0 86 3. .96. 0 22 LL 1. 69 9 30 0 1.8 LL 0 08 -0 02 .11 LS 0 17 3 .96 0 .04 LS 0 10 .9 30 0 .0.1 LS 0 00 0 0.1 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Lap_Shear(.k Shear_Ratio Id Left Right Left Right 2 0 70 0 32 .3 0 70 1 77 0 32 0 5.8 4 1. 28 1. 74 0 58 0 .57 5 .1 74 0 32 0 57 0 15 6 0 44 1 18 0 14 0 54 7 .1 18 .1. 06 0. 54 0 48 8 .1 06 0 52 0 48 0 23 9 0 5.1 0 56 0 23 0 25 10 .0 .56 0 25 LOAD COMBINATION .3 DL+CL+0 75LL +0 75W.P1 PURLIN ANALYSIS Shear (k Moment -k Span Left Left Right Right Left Left MidSpan Right. Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .1 0 00 -0 18. 0 00 0 00 0 00 0 1.0 2 1 .1.6 -.1 38 -1 59 0 10 -4 28 7 5.9 2 .00 3 98 3 1 .11 0 91 -1 43 63 3. 98. 2. 64 -0 07 7 29 6 '64 8 68 4 2. 2,5 2. 04 -2 12 -2. 3.3. 8 68 5 82 -7 86 14 73 6 95 9 92 .5 1 80 1 60 -0 74 -0 94 9 .92 7 65 -0 74 11 82 .1 05 2 1.7 6 1 .12 0 92 -1 42 -1 6,3 2 17 0 81 -1 94 7 34 4 70 6 73 7 1 86 1 66 60 .80 6 73 4 39 60 12 19 3 77 6 04 .8 1 45 1 25 -0 86 -1. 07 6 04 4 24 -0 85 9 50 1 60 2 89 9 1 24 1 04 -.1 07 -1 28 2. 89 1. 37 -2. 16 8 14 1 61 3 17 10 1 13 0 92 -0 58 3 17 1 81 -0 99 7 39 0 10 1.1 .0. 18 0 00 0. 10 0 00 1 17 0 00 STRENGTH /DEFLECTION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x .32 5 x Page 54 Of 269 Job No 09 6983 Date 8/7/2009 Designed By KL Checked By 8/ 7/200 2 44pm 09 -6983 Span Id Loc .1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1.1 LS Span Left Id Sup 1 0 0.0 2 .1. 2.8 3 .1 23 4. 2 4.9 5 2 00 6 1 24 0 -1 1 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 PURLIN ANALYSIS Shear(k Customer Project Location Size Purlin Report(Surface= .2, Id= 3) Calc Allow UC Loc 18 38 43 12 60 42 66 2.5 07 92 .18 3 96 0 3 .9 6 0 3 96 0 10 .93 0 10 93 0 3 96 0 3 96 0 3 9 0 3 .96 0 3 .96 0 3 96 0 04 3.5 36 19 15 36 42 31 27 23 04 RS MS RL MS LL RL MS LL MS LL LS Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 75 0 34 3 0 75 1 89 0 34. 0 62 4 I. 37 .1. 86 0 62 0 61 5 1 86 0 34 0 6.1 0 16 6 0 47 1 26 0 15 0 58 7 1 26 1 .13 0 58 0 5.2 8 1 1.3 0 54 0 52 0 25 .9 0 54 0 5.9 0 25 0 27 1.0 0 59 0 27 LOAD COMBINATION 4 DL +CL +0 75SL +0 75WP1 Shear(k Left Right Right Lap Lap Sup -0 20 0 00 -1 53 -1.76 0 .11 1.01 -1 58 -1 81 4 41 2 26 -2 35 -2. 5.8 9 62 .1 77 -0 82 -1 04 10 .99 1 01 -.1 5.8 -.1 80 2 4.0 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x .32 5 x Calc Allow UC Loc UC Left Left Sup Lap Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment(f -k Mom +Shr. Deflection(in) 0. 10 .9 30 0 01 LS 0 00 0 09 -4 28 9 30 0 4.6 RL 0 17 -0 38 6 64 9 00 0. 74 RL 0 64 0 14 7 .86 1.4 1.9 0 55 RL 0 28 -1 23 7 65 13. 70 0 .56 LL 0 31 0 08 4 70 9 30 0. 51 RL 0 38 -0 09 4 60 9 3.0 0 4.9 LL 0 40 -0 60 4 24 9.30 .0 46 LL 0 31 0 01 2 .16 9 3.0 0 23 RL 0 10 -0 .13 1 8.1 9 30 0 19 LL 0 09 -0 02 0 10 .9 30 0 01 LS 0 00 0 01 Calc Allow Moment (f k MidSpan Right Right Mom Loc Lap Sup 0 00 0 00 0 11 -4 75 7 5.9 2 22 4. 41 2 92 -0 07 7 29 7 36 9 62 6 45 -8 71 14 73 7 70 10 99 8 4.7 -0 .8.2 11 82 1 1.6 2 40 0 .90 -2 14 7 34 5 21 7 46 Page 55 Of 269 0.9 -6983 8/7/20.09 0 -6983 7 2 06 8 1 61 .9 1 37 .10 .1. 25 .11 0 20 Span Id Loc .l RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS STRENGTH /DEFLECTION Shear.(.k LAP BOLT SHEAR /BEARING Bolt .0 .500 (GR_5 2 0 83 3 0 83 2..0 9 4 .l .52 2 06 5 2. 06 0 3.8 6 0 52 1 40 7 1 40 l 25 8 1 2.5 0 60 9 .0 60 0 66 10 0 66 PURLIN ANALYSIS Purlin Report(Sur.face= 2 Id= 3) 8/ 7/2009 2 44pm 1 83 -1 77 -2 00 1 38 -0 96 -.l 18 1 1 -1 19 -1 41 1 02 -0 64 0 00 Ca1.c Allow UC Loc 0 2.0 3 .96 0. 35. RS 1 53 3 96 0 39 MS -.1. 58 3 .96 0 4.0 RL -2 35 10 9.3 0 22 MS 1.77 .10 93 0 16 LL -.1 58 3 .96 0 4.0 RL .1 83 3 96 0 46 MS 1 38 3 96 0 35 LL 1 19 3 96 0 30 MS 1 02 3 96 0 26 LL 0 2.0 3 96 0 05 LS Span Lap_Shear(.k Shear_Ratio I,d Left Right Left Right LOAD COMBINATION 5 0 6DL +WS1 Shear(.k Customer Project Location Size 0 38 0 38 0 68 0 69 0 67 0 67 0 .17 0 17 0 64 0 64 0 57 0 57 0 27 0 27 0 30 0 30 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172 5 x 32 5 x Job No Date 7 46 4 86 -5 09 .12 19 6 69 4 7.0 -.0 94 9 50 .3 20 1 5,2 -2 39 8 14 3 5.1 2. 00 -.1 0.9 7 39 0 1.1 0 0 0 1 17 0. 11 9 30 .0 01 LS 0 00 4. 75 .9 30 0 .51 RL 0 21 7 .36 .9 00 0 .82 RL 0 79 -.8 71 .1.4..1.9 0 6.1 RL 0 34 8 47 13.70 0 62 LL 0 38 .5 21 9 .30. 0. 56 RL 0 47 5 09 9 3.0 0 55 LL 0 4.9 4 70 9 .30 0 5.1 LL 0 .38 2. 39 9 3.0 0 2.6 RL 0 13 2 00 9 30 0 2.2 LL 0 11 0 .1.1 9.30 0 01 LS 0 00 Moment (f -k Designed By KL Checked By 4. 18 1. 77 1. 78 6. 6.9 3 20 3 5.1 0 11 0 00 Moment -k Mom +Shr Deflection(in) Caic Allow UC Loc DC Cal Allow 0 10 0 42 0 1 36 0 0 0 09 0 6 0 02 0 15 -0 02 0 01 Page 56 Of 269 .09 -6983 8/7/2009 09 -698.3 Span Left I.d Sup STRENGTH /DEFLECTION LAP BOLT SHEAR /BEARING ,Bolt 0 .500 (GR 5 Span Id Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Size 26 3 x 172 5 x 32. 5 x Port Angeles WA Purlin Report(Surface= .2, Id= 3) Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Left Right Right Left Left MidSpan Right Right Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 0 22 0 00 0 00 0 00 -0 13 2 -1 30 1 40 1 6.0 -0 13 4 44 7 41 -2 05 -4. 05 3 -.1 11 -0 .91 1 41 1 61 -4 0.5 -2.71 .0 0.1 7 34 -6..56 -8 58 4 -2 22 -2 02 2 11 2 31 -.8 .58 -5 75 7 80 14 72 -6 89 -9 83 5 -1.79 -1 59 0 73 0 93 -9 8.3 -7 59 0 73 11 83 -1. 04 -2 .15 6 -1 11 -0 91 .l 41 1 61 -.2 .15 -0 81 1. 92 7 34 -4 65 -6 67 7 -1 84 -1 64 .1 58 .1 78 -6 67 -4.35 4 .55 .12 19 -3 74 -5 99 8 -1 44 -1 24 0 85 1 06 -5 .99 -4.20 .0 85 9 51 -1 57 -.2 84 9 -.1 22 -.l. 02 1 07 1 27 .2..84 -1. 34 2. 11 8 09 -1 67 -3 23 1.0 -.1.16 -0 96 0 71 -3 23 -.1 81 1. 20 7 4.1. -0 13 11 -0 22 0 00 -0 13 0 0.0 1 .17 0 00 Span ShearCk 1 Id Loc Calc Allow UC Loc .1 RS 0 22 3 96 0 06 RS 2 RL .1 4.0 3 96 0 .35 MS 3 RL 1. 41 3 96 0 36 RL 4. RL 2 11 .10 9.3 0 19 MS .5 LL -1. 5.9 1.0 93 0 1.5 LL 6 RL 1 41 3 96 0 36 RL 7 LL -1. 64 .3 96 0 41 MS .8 LL -1 24 3 96 0 31 LL 9 RL .l 07 3. 96 0 27 MS. 10 LL -0 96 3 .96 0 2.4 LL .11 LS -0 22 3 96 0 06. LS Lap_Shear(k Shear_Ratio Left .Right Left Right 2 0 76 0 3.5 3 0 76 1. 87 0 35 0 61 4 1 3.5 1 84 0 62 0 60 5 1 84 0. 34 0 60 0 15 6 0 47 1 25 0 15 0 57 7 .l. 2.5 1 .12 0 57 0 5.1 8 1. 12 0 53 0 .5.1 0 24 9 0 53 0 60 0 24 .0 .28 10 0 60 0 28' Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 13 4 4,4 6..56 7 80 7 59 4, 65 4, 55 -4 2,0 2 1.1 -.1 81 0 1.3 9 8 9 12. 1.4 9 8 .9 9 9 .9 30 62 30 11. 19 30 98 30 30 30 30 0 0 0 0 0 0 0 0 0 0 0 01 52 7.1 64 5.3 50 5.1 4.5 23 1.9 01 LS 0 00 RL 0 17 RL 0 62 RL 0 27 LL 0 31 RL 0 38 LL 0 39 LL 0 3.0 RL 0 11 LL 0 .1.0 LS 0 0.0 0 0 0. 1 0 0 0 0 0 0 -0 Page 57 Of 26.9 09 -6983 8/7/2.009 09 3,9 15 22 08 08 60 01 .13 02 01 0.9 -69.83 Customer Project Location Size Purlin Report(Surface= LOAD COMBINATION 6 DL +CL +SL /2 +AUX3 PURLIN ANALYSIS Span Left Id Sup S.TRENGTH /DEFLECT.ION Span Shear(k Id Loc Calc Allow UC Loc 1 RS 2 RL 3 RL 4 LL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1.1 LS 0 -1 -.1 1 0 -0 0 0 0 0 0 17 33 17 2 91 82 95 72 62 53 10 3 3 3 10 10 3 3 3 3 .3 3 LAP BOLT SHEAR /BEARING Bolt. 0 500 (GR 5 Shear(k Left Right Right Lap Lap Sup 96 96 96 93 9 S6 96 96 96 .96 96 0 0 0 0 0 0 0 0 0 0 0 04 34 29 1.1 08 2.1 24 18 16 1.3 0.3 Span Lap_Shear(k Shear_Ratio I.d Left Right Le,f.t Right 2 0 82 0 37 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32 5 x RS MS RL MS LL RL MS LL MS LL LS Id= 3) Moment(f -k Calc Allow. UC 0 .10 -3 76 3 92 4 32 4 23 2 70 2 65 2 4.5 1 24 1 Q4 0 06 9 3.0 .9 30 9 30 1.4 19 13 8.4 9 3.0 9 3.0 9 30 9 3.0 9 30 9 3.0 Job No Date Designed By KL Checked By 8/ 7/200 2 44pm Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 1 .0 00 -0 17 0 0.0 0 00 0 00 0 .10 2 .1 05 -1 33 -.1 52 0 10 -3 76 7 34 2.46 4 37 3 1 22 1 03 -1. 17 -1 36 4 3.7 2 87 -0 82 8. 52 3 92 5 60 4 1 .32 1.20 -1 2.0 -.1 31 .5. 60 3. 92 -4 32 .15 0.3 3 84 5 .52 5 1. 03. 0 9.1 -0 44. -0 56 5 5 4..2.3 -0 4.6 .1.1. 67 0 63 1. 30 6 .0 65 0 53 -0 82 -0 93 1 30 0. 51 -1 09 7 37 2 70 3 87 7 .1. 07 0 95 -0 92 -1 04 3 87 2 52. -2. 65 12 .18 2 as 3 48 .8 0 83 0 72 -0 .50 -0 6.1 3 48 2 45 -0 49 9.5.1. 0 92 1 66 9 0 71 0 60 -0 62 =0 73 I. 66 0. 79 -1 24 8 14 0 .93 1 .8.3 10 0 65 0 53 -0 33 .1 .83 .1 04 -0 .57 7 3.9 0 06 .1.1 .0 10 0 00 0 0.6 0 00 1 17 0. 00 Page 58 Of 269 09 -6983 8/7/2009 Mom +Shr Deflection(in) Loc UC Calc. Allow 0 01 LS 0 00. 0 07 0 4.0 RL 0 .1.8 -0. 32 0 42 RL 0 26 0 02 0 30 LL 0 09 -0 66 0 3.1. LL 0 1.0 0 04 0 29 RL 0 13 -0 05 0. 2.9 LL 0 13 -0 35 0 26 LL 0.10 0 01 0 13 RL 0 03 -0. 08 0 11. LL 0 03 -0 01 0 01 LS 0 00 0 01 0.9 -6.983 3 0 8.2 1. 22 0 37 0 4.0 4 0 88 1 03 0 40 0 .34 .5 1. 03 0 20 0 34 0 09 6 0 28 0 73 0 0.9 0 33 7 D. 73 0 65 0 33 0 30 8 0 65 0 31 0 30 0 14 9 0 31 0 34 0 14 0 16 1.0 0 34 0 16 LOAD .COMBINATION 7 P.URLIN ANALYSIS Span Left Id Sup 1 0 00 2 0 65 3 .0 95 4 2 .1.5 5 1 23 6. 0 60 7 1 08 8 0 83 9 .0 72 1.0 0 65 11 0 1.0 STRENGTH /DEFLECTION RS RL RL LL LL RL LL LL RL LL LS Customer Project Location Size Purlin Repor.t(Surface= 2 .Id= 3) -0 81 0 76 -1 4 1 96 -1 95 1 12 -0 23 0 48 -0 86. 0 96 -0 .91 0 71 -0 50 0 60 -0 62 0 53 DL +.CL +SL /2 +AUX4 Shear(k Left Right Right Lap Lap Sup. Span Shear(k Id Loc Calc Allow UC. Loc 1 -0 1.0 3 .96 0 0.3 2 -0 81 3 96 0 20 3 -1 44 3 96 0 36 4 1. 96 .1.0 93 0 18 5 1 12 10 93 0 1.0 6 -0 86 3 96 0 22 7 0 96 3 .96 0 24 8 0 71 3 96 0 18 9 -0 62 3 96 0 1.6 1.0 0 53 3 96 0 13 11 0 10 3 96 0 03 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment.(f -k Left Left MidS.pan Right Right Sup Lap Mom Loc Lap Sup -0 1.0 0 00 0 00 0 00 0 06 -0 .93 0 06 -2 38 7 45 1. 3.5 2 .51 -1. 63 2 .51 1 37 -0 63 6 62 6 5.9 8 63 -2. 14 .8 63 .5..89 -7 4.9 15 01 5 8.5 8 .59 -0 3.5 8 .59 7 02 -.0 09 14 06. 0 2.1 0 59 -0 9.8 0 .5.9 -0 13 -.1. 45 6 82 2 80 4. 03 -1..03 4. 03 2 67 -.2. 60 12. 2.9 .2 1.4 3 43 -0 62 3 43 2 40 -0 50 9 46 0 93 1 68 -0 73 1 6.8 0 80 -1 24 8 .15 0 92 1.82 -0 33 1. 82 1. 04 -0 57 7 38 0 06 0 00. 0 06 0 00 .1. 17 0 00 RS MS RL MS LL RL LL LL MS LL LS Moment(.f -.k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 06 2. 38 6 59 -7 49 7 02 2 80 2 67 2 40 1 24 .l 04 0 06 9 9 9 .1.4 .13 9 9 9 9 9 9 30 30 13 19 55 3.0 30 3.0 .30 30 .30 0 0 0 0 0. 0 0 0 0 0 0 01 26 72 53 52 3.0 29 2.6 13 11 01 LS 0 00 RL 0 06 RL 0 63 LL 0 20 LL 0 26 RL 0 .14 LL 0 14 LL 0 1.0 RL 0 03 LL 0 03 LS 0 00 Page 59 Of 269 09 -6983 8/7/2009 0 05 0 21 0 09 -.l 18 0 14 -0 08 0 34 0. 01 0 08 0 01 0 01 09 -6.983 LAP BOLT SHEAR /BEARING, Bolt 0 500 (GR_5 Customer Span Lap_Shear(.k Shear Ratio Id Left Right Left Right 2. 0 47 0 21 .3 0 47 1 88 0 21 0 61 4 1 36 1 61 0 62 0 52 5 1 61 0 09 0 52 0 04 6 0 13 0 76. 0 04 0 3.5 7 0 76 0 64 0 35 0 29 .8 0 64 0. 31 0 2.9 0 14 .9 0 31 0 34 0 14 0 .16 .10 0 34 0 16 LOAD COMBINAT.I.ON 8 DL +CL +SL /2 +AUX5 P.URLIN ANALYSIS Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Purlin Report(S.urface= 2., Id= 3) Job No Date Designed Checked By Page 60 Of 269 09 -6983 8/7/2009 By KL 8./ 7/2.009 2 44pm Shear(k Moment.(.f -k Span Left Left Right Right Left Left MidSpan Right Right .Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 1.0 0 00 0 00 0 00 0 06 2 .0 70 -0 76 -0. 88 0 06 -2. 74 7 98 0 57 1 67 3 0 47 0 35 -1 00 -1. 1.1 1 67 1 13. 0. 43 5 31 6 10 7 51 4. 2. 08 1 88 -2 03 -2 22 7 .5.1 4 87 -7 54. 1.4 51 6 80 9 63 5 1 75 1 .55 -0 64 -0 .83 9 63 7 43 -.1 02 12 20 0 40 1. 38 6 0 65 0 54 -0 81 -0 .93 1 .38 0 59 .05 7 44 2 69 3 85 7 1 07 0 .95 -0 92 -1 04 3. 85 2. 50 -2 66 .12 17 2 .18 3 49 .8 0 84. 0 72 -0 .50 61 3.49 2 4.5 -0 49 .9 51 0 92. 1. 6.6 .9 0 71 0 60 -0. 62 -0 73 .1 6.6 0 79 -1 2.5 8 .13 0 .93 .1 83 .1.0 .0 6.5 0 53 -0 33 1 83 .1 04 -0 57 7 3.9 0 06 .11 0 10 0 00 0 06 0 0.0 1 .17 .0. 00 STRENGTH /DEFLECTION Span Shear(k Moment(.f. -k Mom +Shr Deflection(in) I.d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 10 .3 96 0 03 RS 0 06 .9 30 0 01 LS 0 00 0 06 2. RL -0 76 3 96 0 19 MS -2 74 9 .30 0 29 RL 0 04 -0 26 3 RL -1 00 3 96 0 25 RL 6 10 9 0.0 0 68 RL 0 49 0 20 09- 6.9.83 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1.1 LS 2 03 1 55 0 81 0 95 0 72 0 62 0 53 0 10 LAP BOLT SHEAR /BEARING Bolt .0 500 (GR 5 Span Id PURLIN ANALYSIS Customer Project Location Size Purlin Report(Surface= 2 .I.d= 3) 10 93 10 93 3 .96 3 96 3 96 3 96 3 96 3 96 0 0 0 0 0 0 0 0 19 14 2.0 24 18 16 13 03 MS LL RL MS LL MS LL LS Lap_Shear(k Shear_Rati.o Left Right Left Right 2 0 31 0 14 3. 0 31 1 63 0 14 0 53 4 1 18 1. 80 0 54 0 59 5 1 80 0 22 0 59 0 10 6 0 30 0 72 0. 10 0 33 7 0 72 0 6.5 0 33 0 30 8 .0 6.5 0. 32 0 3.0 0 14 9 0 3.1 0 3.4 0 14 0 16 .1.0 .0 34 0 .16 .LOAD COMBINATION 9 DL +CL +SL /2 +AUX6 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32 5 x 7 54 7 43 2 69 -.2 66 2 4.5 1.25 .1 04 0 06 .1.4 .1.9 13.83 9 30 .9 30 .9 30 9 30 .9 30 9 30 0 0 0 0 0 0 0 0 Shear(k Span Left Left Right Right Lef.t Lef.t Id Sup Lap Lap Sup Sup Lap 5.3 54 29 2.9 26 13 11 01 RL LL RL LL LL RL LL LS Job No Date Designed By KL Checked By Page 61 Of 269 09 -6983 8/7/2.009 8/ 7/2009 2 44pm 0 26 -1 19 0 29 0 06 0 .13 0 4 0 13 -0 35 0 10 0 0 0 03 -0 08 0 03 -0 01 0 00 0 01 Moment (f -k MidSpan Right Right Mom Loc Lap Sup 1 0. 00 10 0 00 0 00 0 00 0 06 2 0 66 -0 80 -0 92 0 06 -2.45 7 56 1 19 2 33 3 0 65 0.53 -0 8.1 -0 93' 2. 33 1 .54 -0 08 7 41 3 6.9 4 .85 4 1 27 .1 15 -1 25 -1 36 4 85 3 23 -4..36 14 48 4.49 6 22 .5 1 45 1 26 -0 93 -1 12 6 22 4 4.1 -1 1,6 10 16 1 87 3 24 6 .l 22 1. 03 -1 16 -.l 36 3 24 1 74 -1 96 8 53 2 7.8 4. 4.6 7 1 1.0 0 99 -0 89 -1 01 4 46 3 07 -2 46 12 55 2 03 3 29 8. 0 82 0 70 -0 51 -0 63 3 29 2 28 -0 54 9 34 0 95 1 71 .9 0 72 0 60 -0 6.1 -0 73 1 71 0 .83 -1 2,3 8 18 0 92 1 82 10 0 65 0 53 -0 33 .1 81 1 0.3 -0 57 7 37 0 06 11 0 10 0 00 0 .06 0 .00 1 17 0 00 09 -6983 STRENGTH /DEFLECTION Span Id Lo.c 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL .10 LL 1.1 LS PURLIN ANALYSIS LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Left Id Sup .1 .0 00 2 0 67 3 0 64 Shear(k Customer Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Purlin Report (Surface= 2 .Id= 3) Calc Allow. UC Lo.c -0 10 3 .96 0 03 RS 0 80 3 96 0 20 MS 0 81 3 96 0 21 RL 1 25 10 93 0 11 RL 1 26 10 .9.3 0 12 LL 1 16 3 96 0 29 RL 0 9.9 3 .96 0 25 LL 0 70 3 96 0 18 LL -0 61 3 96 0 16 MS. 0 53. 3 96 0 13 LL 0 10 3 .96 0 03 LS Span Lap_Shear(k Shear_Rat Id Left Right Left Right 2 0 4.4 0 20 3 0 44 .1 06 0 2.0 0 34 4 0 76 1 .17 0 35 0 38 5 1 17 0 51 0 3 0 23 6 0 71 0 84 0 23 0 38 7 0 84 0 62 0 3.8 0 28 8 0 62 0 32 0 28 0 15 9 0 32 0. 34 0 .15 0 1.6 1 0 34 0 1.6 LOAD COMBINAT.I.ON #10 DL +CL +SL /2 +AUX7 Shear(k Left Right Right Lap Lap Sup -.0 .1,0 -0 80 -0 .91 0. 52 -0 83 -0 .94 Green Creek Wood Products Left. Left Sup Lap 0 00 0 06 2 29 0 00 -.2 47 1. 5.1 -0 03 Job No Date Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 06 9 30 0. 0.1 LS 0 00 -2 45 9 30 0. 26 RL 0 06 3 69 8 93 0 41 RL 0 20 4 4.9 14 1.9 0 32 RL 0 11 4. 4.1 1.4..19 0 31 LL 0. 11 2 78 9 3.0 0 30 RL 0 18 3 07 9 30 0 .33 LL 0 17 .2. 28 9 .3.0 0 25 LL 0 09 -1.23 9.30 0 13 RL 0. 03 1 03 .9 30 0 11 LL 0 03 0 06 9.30 .0 01 LS 0 00 Designed By KL Checked By Moment -k MidSpan Right Right Mom Loc Lap Sup 0 00 7 59 7 26 Page 62 Of 269 09 -6983 8/7/200.9 8/ 7/200 2 44pm 0 05 -0 22 0 08 -0 66 0 01 0 12 -0 3 0 00 -0 08 0 01 0 01 1 15 3 86 0 06 2 29 5 04 09- 6.98.3 Purlin Report(Sur.face= 2, Id= 3) 4 1 .30 .1 1.8 -1 22. -1. 34 5 04 3 38 -4 57 14 79 3 89 5 60 5 1 00 0. 88 -0 46 -0 58 .5 60 4. 3.4 -0 .10. 11 39 1. 12 1 81 6 1 03 0 84 -.1 36 -.1 55 1 81 0. 57 -1 8.7 7 .18 4. 57 6. 5.1 7 1.77 1. 58 -1 47 -1 66 6 51 4. 2.7 -4 48 12. 4.0 3 0.6 5 15 8 0 96 0 85 -0 37 -.0 4.9 5 15 3 .94 -0 13 10 96 0 64 .1 21 .9 0 68 0 56 -0 65 -0 77 .1. 2.1 0 38 -1. 41 7 73 1 01 1 96 .10 0 66 0 54 -0 32 1 96 1. 16 -0 52 7 52 0 06 .11 0. 1.0 0 00 0 06 0 00 1 17 0 00 STRENGTH /DEFLECT.ION Span .I.d 1 2 .3 4 5 6 7 8 9 .10 11 Span Id Loc RS RL RL RL LL RL LL LL RL LL LS Shear. (k 0 -0 0 1 0 -.1 .1 0 0 0 0 .10 80 83 22. 88 36 58 .85 65 .54 .1.0 3 3 3 10 10 3 3 3 3 .3 3 LAP BOLT SHEAR /BEARING. Bolt 0 500 (GR .5 Customer Project Location Size Calc Allow UC Loc 96 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 0.3 20 21 11 0.8 34 40 2.1 17 .14 03 RS MS RL MS LL RL MS LL MS LL LS Lap_Shea Shear_Ratio Left Right Left Right 2 0 43 0 20 3 0 43 1 .1.0 0 2.0 0 36 4 0 79 1 05 0 36 0 34 5 1 05 0 2.9 .0 34 0 13 6 0 39 1. 22 0 13 0 56 7 .l 22 0.96 0 56 0 44 .8 0 96 0 23 0 44 0 10 9 0 23 0 .37 0 10 0 17 .10 0 37 0 17 0 2 3 4 4 4 4 3 1 1 0 LOAD COMBINATION #11 DL +CL +SL /2 +AUX8 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 .5 x 32 5 x Moment(.f -k Ca1.c Allow UC 06 47 86 57 3.4 57 48 .94 4.1 16 06 .9 30 .9 .30 9 00 14 19 13 55 9 30 .9 .3.0 .9 17 9 30 9 30 9 30 Page 63 Of 269 Job No 109 -6983 Date 8/7/200.9 Designed By KL Checked By 8/ 7/2009 2 44pm Mom +Shr Deflection(in) Loc UC Cal.c Allow 0 01 LS 0 00 0 05 0 27 RL 0 06 -0 22 0 4.3 RL 0 22. 0 08 0 32 RL 0 09 -0 72 0 32 LL 0 1.0 0 07 0 49 RL 0 36 08 0 4.8 LL 0 37 -0 60 0 4.3 LL 0 2.3 0 07 0 15 RL 0 04 -0 09 0 .12 LL 0 03 -0 01 0 0.1 LS 0 00 0 00 09 -6983 PURLIN ANALYSIS Span Left Id Sup 1 2 3 4 5 6 7 8 9 10 .1.1 STRENGTH /DEFLECTION LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Id 0 0 0 1 1 0 1 1 .0 0 0 RS RL RL RL LL RL RL LL LL LL LS 00 67 64 2.9 07 52 6.9 43 74 64 1.0 Customer Project Location Size Purlin Report Shear(.k Left Right Right Lap Lap Sup -0 80 0 53 -0 82 l 1.7 -1 2.3 0.96 -0 39 0 41 -0 94 1. 50 -1. 5.5 1. 24 -0. 74 0 62 -0 59 0 52 Span Shear(k Id Loc Calc Allow UC Loc 1 -0 1.0 3..96 0 03 2 -0 80 3 96 0 20 3 -0 82 3 .96 '0 2.1. 4 -1 23 .10 93 0 1.1 5 0 96 10 93 0 0.9 6 -0 94 3 96 0 24 7 -1 55 3 96 0 .39 8 1. 24 3 96 0 31 9 0 62 3 96 0 16 .10 0 52. 3 .96 0 13 11 0 .10 .3 .96 0 03 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32, .5 x 0 10 0 00 0 00 0 00 0 06 -0 92 0 06 -2 46 7 58 1 1.6 2 30 -0 94 2 3.0 1 52 -0 05 7 31 3 .80 4 97 -1 3.5 4. 97 3. 33 -4. 4.9 14 68 4 .10 5 82 0 51 5 82. 4 47 -0 7.3 12 21 0 .14 0 74 1 06 0 74 0 12 -0 .8.3 5 98 4 .19 5 52 -1 74 5 52 3 39 -4 52 11 85 3 86 6 05 0 .9.3 6 .05 4 .27 -1 06 9 97 0. 87 1. .98 -0 71 1. 98 .1 08 -.l .13 8 42 0 86 1 7,3 0 34 .1 7.3 0 .96 -0 60 7 29 0 06 0 00 0 06 0 00 1 .17 .0 00 RS MS RL MS LL RL MS LL MS LL LS Lap_Shear(k Shear_Ratio Left Right Left Right 2 0 43 0 20 3 0 43 1 08 0 20 0 35 4 0 7 1 09 0 36 0 36 5 1 09 0 12 0 36 0. 05 6 0 16 .1 04 0 05 0 47 7 1 04 1. 13 0 47 0 52 8 1 13 0 37 0 52 0 17 Left Left Sup Lap I.d= 3) Job No Date Designed By KL Checked By Page 64 Of 269 0q -6 8/7/2009 8/ 7/2009 2 44pm Moment(f MidSpan Right Right Mom Loc Lap Sup Moment(f -k Mom +Shr Deflection(in) .Cal.c Allow UC Loc UC Calc Allow 0 .06 .9 30 0 0.1 LS 0 .00 0 05 -2 46 9 3.0 0 27 RL 0 06 -0 22 3..80 9 00 0 42 RL 0 2 0 08 -4 49 14 19 0. 32 RL 0 10 -0 70 4. 47 13 97 0 .3 LL 0 11 0 03 4 19 9.2.9 0 45 RL 0 26 0 02 -4. 52 .9 30 0 49 RL 0 32 -0 61 4 27 9 30 0 46 LL 0 31 0 00 -.1 13 9 30 0 12 LL 0 04 -0 07 0 .96 9 30 0 .10 LL 0 03 -0 01 .0 06 .9 30 0 01 LS 0 00 .0 01 09 -6 9 0 37 0 32 10 .0 32 LOAD COMBINATION #12 PURLIN ANALYSIS Span Left I.d Sup 1 0 2. 0 3 .0 4 1 5 .1 6 0 7 .1 8 .l 9 .1 10 0 11 0 1 RS 2. RL 3 RL 4 RL 5 LL 6 RL 7 RL 8 LL 9 LL 10 LL 1 LS 00 67 64 2.9 04 66 04 22 2.3 71 10 STRENGTH /DEFLECTION -0 0 0 -1 0 0 0 1 1 0 0 Customer Project Location Size Purlin Report(Surface= 2, .Id= 3) -0 80 0 52 -0 .82 1 1.8 -1. 22 0 .92 -0 43 0 54 -0 8.1 0 93 -0 95 1. 03 -0 95 1 04 -0 94. 0 59 1 80 8 22 92 81 95 03 04 5 10 3 3 3 10 10 3 3 3 3 3 3 0 17 0 .15 0 15 DL +CL +SL /2 +AUX9 Shear Left Right Right Lap Lap Sup Span Shear.(k Id Loc Calc Allow UC Loc 96 96 96 93. 93 96 96 96 96. 96 96 0 0 0 0 0 0 0 0 0 0 0 -0 10 0 .00 0 0.0 0 00 0 06 -0 .9.1 0. 06 -2 47 7 59 1 15 2 2.9 -0 .94 2. 29 .1 52 -.0 04 7 29 3 8.3 5 0.1 -1 34 5 .0.1 3 36 -4 53 1.4 74 3. 99 5 70 -0 55 5 70 4 40 -0 40 11 79 0 65 1 30 -0 93 .1. 30 0 50 -.1 .15 7 46 2 57 3 73. -1 06 3 73 2. 41 -2 48 1.1 89 2 62 3 9.6 -1.14 3 96 2 46 -1 26 8 55 1.87 .3.2.6 -1. 13 3.2.6. 1 75 -2 0.1 8 .58 1 09 2 47 -0 2.7 2 47 .1. 61 -0 37 8 04 0. 06 0 00 0 06 0 .00 .1 .17 0 0.0 03 20 2.1 11 08 20 24 26 26 .15 03 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Lap_Shear(k Shear_Ratio Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x RS MS RL MS LL RL RL LL MS LL LS Left Left Sup Lap Moment -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 06 2. 47 3 83 -4 53 4 40 2 .5 7 2 62 2. 46 2. 01 1 61 0 06 9 9 9 14 1.3 9 9 9 9 9 9 30 30 0.0 1.9 6.7 3.0 3.0 30 30 30 30 0 0 0 0 0 .0 0 0 0 0 .0 0.1 27 43 32 32 28 28 26 22 17 01 Job No Date Designed By KL Checked By LS 0 00 RL 0 06 RL 0 21 RL 0 0 LL 0 10 RL 0 12 RL 0 1.4 LL 0 14 LL 0. 10 LL 0 05 LS 0 00 Page 65 Of 269 09 -6983 8/7/2009 8/ 7/2009 2 44pm Moment (f -k MidSpan Right Right Mom Loc Lap Sup 0 -0 0 0 0 0 0 0 0 0 0 0.5 22 08 71 05 06 31 05 12 01 00 09 -6.983 Id Left Right 2 0 43 3 0 43 .l 09 4 0 79 1 07 5 1. 0 7 0 2 0 6 0 28 0 70 7 0 70 0 74 8 0 74 0 61 9 0 61 0 46 1.0 0 4.6 Customer Green Creek Wood Products Project New Headri.g with Eyebrow Location Port Angeles WA Size 26 3 x 172.5 x 32 5 x Purlin Repor.t(Surf.ace= 2, Id= 3) Left Right 0 20 0 20 0 36 0 36 0 35 0 35 0 09 0. 09 0 3.2 0 32 0 34 0 34. 0 28 0 28 0 21 0 21 LOAD COMBINATION #1.3 DL +CL +SL /2 +AUX1.0 PURLIN ANALYSIS Shear (k Span Left Left Right Right Left Left Id Sup Lap Lap Sup Sup Lap STRENGTH /DEFLEC.TION Span Id Loc 1 RS. 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL Shear(.k Calc Allow UC Loc -0 10 3 96 0 0.3 RS 0 80 3 96 0 "0 MS 0 82 3 96 0 "1 RL 1 22 1.0 93 0 11 MS 0 .92 .10 93 0 08 LL 0 82 3 96 0 "1 RL 0 96 3 96 0 24 MS 0 67 3 96 0 17 LL -.1 04 3 96 0" 6 MS Job No Date 0 06 .9 30 0 01 LS 0 00- -2.47 9 .30 0 2.7 RL 0 06 3 83 9 00 0. 42 RL 0 21 4 5.3.14 .19 0 32 RL 0 09 4. 4.1 .1.3 71 0 32 LL 0 1.0 2. 75. 9 30 0 30 RL 0 13 2 70 9 30 0 29 LL 0 13 2 36 9 .3.0 0 25 LL 0 09 2 .1.7 9 30 0 23 RL 0 1.0 Designed By KL Checked By Page 66 Of 269 09- 6.98.3 8/7/2009 8/ 712009 2 4.4pm Moment (f -k MidSpan Right Right Mom Loc Lap Sup 1 0 00 -0 10 0 0.0 .0 00 0 00 0 06 2. 0 67 -0 80 -0 91 0 06. -2 47 7 59 1 15 2. 29 3 0 6.4 0 52 -0 82 -0 94 2.29 1 52 -0 04 7 2.9 3 8.3 5 .00 4 1 29 .1 18 -1 22 -1 3.4 5. 00 3 35 -4. 53 14. 73 4. 00 5 72 5 .1 04 0 92 -0 42. -0 54 5 72. 4 41 -0 4.3 11. 83 0 59 1 24 6 0 6.4 0 52 -0 82 -0 94 1 2.4 0 46 -.1 10 7 30. 2 75 3 92 7 1.08 0 96 -0 91 -1. 0.3 3. 92 2 56. -2 70 12. 28 2. 04 3 33 8 0 79 0 67 -0 5.5 -0 66 3 33 2 36 -0 18 8 94 1 52 2 32 9 .1. 13 0 .94 =1 04 -1 23 2 32 0 .94 -2 17 7 92 1. 5,8 3 09 10 1 07 0 88 -0 .53. 3 0.9 1 80 -0 89 7 46 0 .10 .11 0 17 0 0.0 0 10 0 00 1 17 0 00 Moment.(.f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 05 -0 22 0 08 0 71 0 05 -0 05 0 36 0 03 0 14 09 -6983 10 LL 0 88 3 96 0 22 LL 1 .80 .9 30 0 19 LL 0 09 -0 01 1.1 LS 0 17 3 96 0 04 LS 0 .10 9 .30 .0 01 LS 0 00 0 01 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 43 0 20 3 0 43 1 0.9 0 20 0 3 4 0 79 1 07 0 36 0 35 5 1. 07 0 1.9 0 35 0 09 6 .0 27 0 74 0 09 0 34 7 0 74 0 62 0 34 0 29 8 0 62 0 44 0 2 .0 20 9 0 44. 0 58 0 20 '0 26 10 0 58 0 26 LOAD COMBINATION #14 DL +CL +SL /2 +AUX1 PURLIN ANALYSIS Shear(k Moment(.f -k Span Left Left Right Right Left. Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 17 0 00 0 00 0 00 0 10 2 .1 10 -1 28 -.1 48 0 10 -4 13 7 69 1 64 3 4.8 3 0 72 0 61 -0 74 -0 86 3 48 2 59 0 51 8 22 3 64 4 70 4 1. 2.8 1 .16 -1 2.4 -1. 35 4 70 .3 0.7 -4 63 .14 58 4 08 5 81 5 1 05 0 9.3 -0 42 -0 5.4 5 .8.1. 4 49 -0 41 11 90 0 .5.9 1.23 6. 0 64 0 53 -0 82 -0 .94 1. 23 0 45 -1 .13 7 32 2 71 3 8.8 7 1 07 0. 95 -0 92 -.1. 04 3 88 2 53 -2 65 12. 19 2. 17 3 48 8 .0 83 0 72 -0 50 -0 61 3 48 2 44 -0 4,9 9 50 0 92 1 66 .9 0 7.1 0 60 -0 62 -0 73 .1 66 0 79 -1.2.4 8 14 0 93 1 8.3 1.0 0 65. 0 53 -0 33 1 83 1 04 -0 57 7 39 0 06 11 0 10 0 00 0 06 0 00 1 .17 0 00 STRENGTH/DEFLECTION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Job No Date Designed By Checked By Page 67 Of 269 09 -69 8/7/2009 KL Purlin Report(Surface= 2, Id= 3) 8/ 7/2009 2 44pm Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 0 -69 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1.1 LS LAP BOLT SHEAR /BEARING Bolt .0 500 (GR 5 PURLIN ANALYSIS. Customer Project Location Size Green Creek Wood Products New Headr.ig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32. 5 x Purlin Report(Surf.ace= 2. .Id= 3) b 17 3 .96 0 04 0 10 -1 28 3 96 0 32 -4 .13 0 74 3 96 0 19 3 64 1 24 10 93 0 11 -4 6.3 0 93 10 93 0 08 4 49 0 82 3 96 0 ''1 2 71 0 95 3 .96 0 ''4 -2 65 0 72 3 96 0 J.8 2 44 0 62 3 96 0 16 -1 24 0 53 3 .96. 0 J3 1, 04 0 10 3 96 0 03. 0 06 RS MS RL MS LL RL MS LL MS LL LS Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 65 0 30 3 0 65 .1 02 0 30 0 33 4 0 74 1 09 0 34 0 36 5 .1 09 0 19 0 .36 0 09 6 0 2.7 0 73 0 09 0 .33 7 0 73 0 65 0 33 0 3.0 8 0 65 0 31 0 30 0 14 9 0 .3.1 0 34 0 .14. 0 1.6 1.0 0 34 0 16 LOAD COMBINATION #15 DL +CL +SL /2 +AUX2 .9 .9 9 14 13 9 9 .9 9 9 9. 30 3.0 00 19 63 30 30 30 30 30 .30 0 0 0 0 0 0 0 0 0 0 0 01 44 4.0 33 33 29 28 2.6 13 1.1. 01 LS RL RL RL LL RL LL LL RL LL LS Job No Date Designed By KL Checked By Page 68 Of 269 09 -6983 8/7/20 8/ 7/2009 2 44pm 0 00 0 08 0 .14 -0 37 0 19 0 .14 0 10 -0 73 0 1.1 0 05 0 .13 -0 05 0 1.3 -0 35 0 10 0 01 0 03 -0 08 0 03 -0 0.1 0 00 0 01 Shear(k Moment(f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 10. 0 00 0 00 0 00 0 06 2 0 67 -0 80 -0 .9.1 0 06 -2 47 7 59 .1 15 2 29 3 0 64 0 52 -0 82 -0 94 2 29 .1 52 -0 04. 7 2.9 3 83 5 00 4 1 29 1 18 -1 22 -1 34 5 .00 3 36 -4 53 14 73 4 00 5 71 5 1. 04 0 92 -0 43 -0 5.4 .5 71 4 41 -0 42 11. 82 0 61 1. 25 6 0 65 0 53 -0 8.2 -0 94 1. 2.5 0 47 -.l 12 7 .34 2 70 .3. 87 7 1. 07 0 9.5 -0 92 -1 04 3. 87 .2 52 -2 64 12 18 2 19 3 50 8 0 84 0 72 -0 49 -0 6.1 3 5 2 46 -0 53 9 58 0 83 1 57 9 0 69 0 57 -0 65 -0 76 1 57 0 73 -1. 12 7 81 1. 2.6 2 20 09 -6 11 0 17 Span Id Loc 1 RS -0 2 RL -0 3 RL -0 4 RL 5 LL 0 6 RL -0 7 LL 0 8 LL 0 9 RL -0 1.0. LL 0 1 LS 0 Span Left Id Sup 1.0 0 99 0 80 -0 61 STRENGTH /.DEFLECTION PURLIN ANALYSIS Shear(k 10 80 82 22 92 82 95 72 65 80 17 Purlin Report(Surface= 2, Id= 3) Calc Allow UC Loc 3 3 3 10 10 3 3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size 96 96 96 93 93 96 96 .96 .96 96 96 0 0 0 0 0 0 0 0 0 0 0 03 20 21 1 0 21 24 18 16 20 04 0 00 RS MS RL MS LL RL MS LL RL MS LS Span Lap_Shear Shear_Ratio Id Left Right Left Right 2 0 43 0 20 3 0 43 .1 0.9 0 20 0 35 4 0 79 1 07 0. .36 0 35 5 1 07 0 20 0 35 0 09 6 0 27 0 73 0 09 0 33 7 0 73 0 66 0 33 0 30 .8 0 6.6 0 29 0 30 0 13 9 0 29 0 41 0 13 0 1.9 .10 0 41 0 .19 LOAD COMBINATION #16 DL +CL +SL -1 OAUX1 Shear(k Left Right Right Lap Lap Sup Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32 5 x 2 20 1 01 -1 21 6 90 0 1.0 0 00 1 .17 Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment( -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 0.6 9 3.0 .0 .01 LS 0 00 0 05 2 47 9.30 0 2.7 RL 0 06 -0 2,2 3. .83 9 0.0 0 42 RL 0 21 0 08 4. 53 1.4 .1.9 0 32 RL 0. 0.9 -0 71 4. 41 13. 70 0 32 LL 0. 1.0 0 05 2 70 .9 .30 0 29 RL 0 13 -0 05 -2 6.4 .9 30 0 28 LL 0 13 -0 35 2 46 9 .30 0 26 LL 0 10 0 00 1 26 .9 .30 0 14 RL 0 04 -0 06 1. 21 9 30 0 13 LL 0 05 -0 03 0 1.0 9 30 0 01 LS 0 00 0 01 Left Left Sup Lap Page 69 Of 269 09 -6983 8/7/2009 0 1,0 0 .00 Moment(f -k MidSpan Ri.ght Right Mom Loc Lap Sup 0.9 -6983 .1 0 00 -0 1.0 0 00 0 00 0 00 0 06 2 0 65 -0 81 -0 93 0 06 -2 .35 7 42 1 3.9 2 54 3 0 96 0 77 -.1 42 -.1 61 2. 54 .1 39 -0 67 6 71 6 40 8 42 4 2. 11 1 92 -1 98 -2 17 8 4,2 5 7.3 -7 25. 14 82 6 42 9 18 5 1 68 1 4.9 -0 70 -0 89 9 18 7 07 -0 71. 11 78 1 00 2 05 6 1 05 0 86 -.1 3.3 -1 52 2. 05. .0 7.8 -1 8.0 7 35 4 39 6. 29 7 1 74 1 55 -.1 50 -1 69 6. 2.9 4 10 -4 30 .12 19 3 .53 5 65 8 1 36 1 17 -0 81 -1 00 5 65 3 .97 -0 79 9 50 1 50 2 70 9 1 16 0 97 -1. 00 -1 1.9 2 70 1 28 -2 02 8 14 1. 50 2 97 10 1 05 0 86 -0 54 2 .97 1. 69 -0 92 7 39 0 10 11 0 .17 0 00 0 10 0 .00 1 17 0 00 STRENGTH /DEFLECTION Span Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1.1 LS Shear(k LAP BOLT SHEAR /BEARING Bolt .0 500 (GR 5 2 0 48 3 0 48 1 8.3 4 1 33 1 72 .5 1 72 0 32 6 0 4.5 1 18 7 1 18 .1 06 8 1 06 0 51 9 0 51 0 56 10 0 .56 Customer Green Creek Wood Products Job No Project New Headrig with Eyebrow Date Location Port Angeles. WA Size 26 3 x 172 .5 x 32 5 x Purlin Report(S,ur.face= 2, Id= .3) Calc Allow UC Loc 0 10 3 96 0 03 RS -0 81 3 96 0 20 MS 1 42 3 96 0 36 RL -.1 .98 .1.0 93 0 18 MS 1 49 1.0 93 0 14. LL 1 33 3 96 0 34 RL 1. 55 .3 96 0 39 MS .1 17 3 96 0 29 LL 1 00 3. 96 0 25 MS 0 86. 3 .96 0 22 LL .0 1.7 3 .96 0 04 LS. Span Lap_Shear(k Shear_Ratio Id Left Right. Left. Right 0 22 0 22 0 60 0 6.1 0 56 0 56 0 .15 0 .15 0 54 0 54 0. 48 0 48 0 23 0 23 0 25 0 25 LOAD COMBINATION #17 DL +CL +SL -1 OAUX2 0 06 9 30 0 01 LS 0 0.0 2 3.5 .9 30 0 25 RL 0 06 6 4.0 .9 .17 0 70 RL 0 60 7 25 .14 19 0 51 RL 0 24 7 07 13 74 0 51 LL 0 27 4 39 .9 30 0 47 RL 0 34 -4 30 9 30 0 46. LL 0 3.5 3 .97 9 .3.0 '0 43 LL 0 27 2 02 9 30 0 22 RL 0 09 1. 69 9 30 0 18 LL 0 08 0 10 .9 30 0. 01 LS 0 0.0 Designed By KL Checked By Moment(.f Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 05 0 2.0 0 08 1 13 0 07 -0 08 -0 56 0 01 -0 12 0 02 0 01 Page 7 Of 26 09 -6983 8/7/2009 8./ 7/2009 2 44pm 0.9-6.98.3 PURLIN ANALYSIS Span Left Id Sup 2 3 4 .5 6 7 .8 9 10 11 0 1 1 2 1 1 1 1 1 0 0 00 0.8 04 10 6.9 05 74 35 1.9 72 10 S.TRENG.TH, /DEFLECTION. Customer Project Location Size Span Shear(.k .Id Loc Cal.c Allow UC Loc 1 -0 17 3 96 0 04 2 -1 30 3 96 0 33 3 -.1 34 3 96.0 34 4 -1 99 1.0 93 0 18 .5 1 .50 10 93 0 14 6 -1. 33 3 96 0 34 7 .l 55 3 96 0 39 8 1..1.6 3 96 0 29 9 1 00 .3 .96 0 2.5 10 0 60 3 96 0 .15 11 0 .10 3 .96 0 03 RS RL RL RL LL RL LL LL LL LL LS LAP BOLT SHEAR /BEARING Bolt 0 .500 (GR 5 Span Id 2 3 4 5 0 7 1 28 1 74 0 70 .l 77 1 74 0 32 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Purlin Report(Surface= 2, Id= 3) Shear(k Left Right Right Lap Lap Sup -1 30 0 85 -1 34 1 9 -1 9 1 50 -0 6 0 86 -1 33 1.55 -1 49 1 16 -0 82 1 00 -0 97 0 60 RS MS RL MS LL RL MS LL MS LL LS Lap_Shear(k Shear_Ratio Left Right Left Right 0 32 0 32 0 58 0 58 0 57 0 57 0 15 Left Left Sup Lap Job No Date Designed By KL Checked By Page 71 Of 269 09 -6983 8/7/2009 8/ 7/2009 2 44pm Moment (f k Mi Right Right Mom Loc Lap Sup -0 17 0 00 0 00 0 00 0 10 -1 4.9 0 1,0. -4. 01 7 59 1. 87 3 73 .1.5,3 3 73 .2.47 -0 06 7 29 6 21 8.12 -.2 .18 8 .12. .5 45 -7 .35 .1.4 73 6 .50 9 28 0 88 9 28 7 16. -0 6.9 .1.1 82 0 98 2 03 1 52 2 03 0 76 -1 .81 7 34 4 40 6 30 1 6.8 6.30 4 11 -4 31 12 20 3. 51 5 63 -1 01 .5 63 .3 96 -0 75 9 45 1, 58 2.80 16 2. 80 .l 34 -2 16 8 33 1 .17 2 60 -0 2.6 2 60 1 72 -.0 33 8 18 0 06 0 00 0 06 0 0.0 1 .17 0 00 Moment(f -.k Mom +Shr .Deflection(in) .Calc Allow DC Loc UC Cal,c Allow 0 10 9 30 0. 01 LS 0. 00 0 08 4 01 9 30 0 43 RL 0 1.5 -0 36 6 21 9 00 0. 69 RL 0 56 0 13 7 3.5 .1.4 19 0. 52 RL 0 2,4 -1. 15 7 16 1.3 7.0 0 52 LL 0 27 0 07 4 40 9 .30 0 47 RL .0 34 -0 0.8 4 31 9 30 0 46 LL 0 35 -0 57 3 96 9 30 0 43 LL 0 27 0 02 2. 16 .9 30 0 2.3 LL 0 08 -0 1.4 .1 72 9 30 .0 .19 LL 0 06 0 01 0. 06 9 30 0 01 LS 0 00 0 00 09 -6983 6 .0 44 1 18 0 14 0 54 7 1 18 1 06 0 54 0 48 8 1 06 0 52 0 48 0 24 9 0 52 0 49 0 24 0 22 10 0 49 0 22 DEFLECTION. LOAD COMBINATION 1 LL Span DEFLECT.I.ON(in) Id Calc Allow Ratio 1 0 05 2 -0 22 1 44 0 15 3 0 08 1.44 0 06 4 -0 71 2 4.0 0 30 5 0 05 1 44 0 03 6 -0 05 1 44 0 03 7 -0 3.5 1 92 0 18 8 0 01 .1. 32. 0 01 9 -0 08 .1 32 0 06 10 -0 .01 0 8.9 0 .01 11 0 01 Span DEFLECTION(.in) Id Calc Allow Ratio 1 0 06 2 -0 27 1 44 0 19 .3 0 10 .1 44 0 07 4 -0 8.9 2 4.0 0 37 5 0 06 .1 4.4. 0 04 6 -0 06 1 44 0 04 7 -0 43 .l. 92 0 2.:3. .8 0 0.1 1. 32 0 .01 9 -0 10 1. 32 0 07 10 -0 01 0 8.9 0 01. .l.l 0 0.1 Span DEFLECT.ION(in) Id Calc Allow Ratio Customer Green Creek Wood Products Project New Headrig with Eyebrow Location) Port Angeles WA Size 2.6 3 x .172 5 x 32 5 x Purlin Repor.t(S.urface= 2, .Id= 3) ti LOAD COMBINATION 2 SL +Drift +Slide LOAD COMBINATION 3 0 6DL +LL +0 714P1 Job No Date Designed By KL Checked By Page 72 Of 26.9 .09 -6983 .8/7/200.9 8./ 7/2009 2 44pm t. 09 -698.3 1 0 08 2 -0 36 2 .16 0 17 3 0 14 2 .16 0 06 4 -1 .17 3 6.0 0 32 .5 0 08 2 .16 0 03 6 -0 08 2 16 0 04 7 -0 57 2 88 0 20. 8 0 01 1 98 0 01 .9 -0 1.3 1 9 0 06. 1.0 -0 02 1 34 0 01 11 0 01 Span DEFLECTI.ON(.in) Id Calc Allow Ratio 1. 0 00 2 0 00 2 1.6 0 00 3 0 00 2.1.6 0 00 4 -0 05 3 60 0 01 5 0 00 2 .16 0 00 6 0 00 2 16 0 00 7 -0 02 2 88 0 01 8 0 00 1 9.8 0 00 9 -0 0.1 1. 98 0 00 1.0 0 00 1. 34 0 00 11 0 00 0.9 -698.3 PURLIN LAYOUT (Purlin Id= 5) 1 10Z14 1 17 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size I 26 3 x 172 5 x 32 5 x LOAD COMBINATION 4 0 6DL +SL +0.7WS1 Page 73 Of 269 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By Purlin Report(Surface= 2., Id= 3) 8/ 7/2009 2 44pm Purlin Report(S.ur.face= 2 .I.d= 5) 8/ 7/2009 2 44pm ROOF PURLIN Surface I.d 2 Purlin Id .5 Offset 22 0.1 Edge Strip 6 00 Bay Span Purlin Span Lap(f Load No Id Id Part (ft) Left Right Width Brace 4 42 0 0.9 -6983 ;44;v d .rt .1 2 10Z14 2 3 10Z14 3 4 10Z.12 4 5 1.0Z12 5 6 .10Z14 6. 7 10Z14 7 .8 10Z14 8 9 10Z.14 9 .10 10214 11 10Z14 LOAD .COMBINATION 1 DL +CL +LL PURLIN ANALYSIS Customer Project Location Size Shear(k Span Left Left Right Right Left. Left .Id Sup Lap Lap Sup Sup Lap I. 0 0.0 -0 14 0 00 0. 00 0 00 0 08 2. 0 92 -1 1.0 -1 26. 0 08 -.3 39 7 5.9 1 59 3.15 3 0 8.8 0 72 -1 13 -1.2.9 3 15 2. 09 -0 05 7 29 5 26 6 88 4 1 7.8 1 62 -1. 68 -1 84 6 88 4. 61. -6 22 .14 73 .5. 50 7 85 5 1 43 1 27 -0 58 -0 7.5 7 8.5 6 06. -0 59 11. 82 0 83 1 72 6 0 89 0 73 -1 .1.3 -.1. 2.9 1 72 0 64 -1 5.3 7 34 .3 72 5 33 7 1 47 1. 3.1 -1 26 -1 4.3 .5 33 3 47 -3 64 12 19 2 99 4 78 8 .1 15 0 .99 -0 68 -0 84 4. 78 3.36. -0 67 .9 50 1. 27 .2 29 9 .0 .98 0 82 -0 85 -1. 0.1 2 2.9 1 08 -1. 71 8 14 .1 27 2 51 10 .0 89 0 73 -0 4.6 2 .5.1 .1 43 -0 78 7 3.9 0 08 11 0 14 0 .00 0 08 0 00 1. 17 0 00 STRENGTH /DEFLECTION. Span Shear(k Id Loc Calc Allow UC Lo.c 1 RS -0 .14 3 96 0 04 2 RL -1 10 3 96 0 28 3 RL -1, 13 3 96 0 4 RL -1 68 10 93 0 15 5 LL 1 27 10 93 0 12 6 RL -1 13 3 96 0 1 8 7 LL 1 31 3 96 0 33 8 LL 0 9.9 3 96 0 9 RL -0 85 3 96 0 1.0 LL 0 73 3 96 0 Purlin Repor.t(Sur.face= 2 Id= 5) 1.8 0 0 .1. 33 4. 42 .1 1.8 00 1 33 1..3.3 4 42 1 30. 00 1 33 1 33 4.42 .1 18 00 1 33 1 3 4 42. .1 1.8 00 1.33 1 33 4 42 .1 24. 00 .l. 3.3 1 33 4. 42 .1 16 50 1 33 1 3 4 42 1 .16 50 1 .3.3 1 33 4 42 .1 1.1 17 1 33 4 42 0 1.17 4.42 0 9 )5 1 1 18 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172 .5 x 32. 5 x RS MS RL MS LL RL MS LL MS LL Moment(f -k Calc Allow UC 0 08 3 3.9 5 26 -6 22 6 06 3 72 3 64 3 36 -1 71 .1 43 9 30 9 30 9 00 14 19 13 70 9 30 9 30 9 30 9 30 9 30 Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment(f -k MidSpan Right Right Mom Lo.c Lap Sup Mom +Shr Deflection(in) Loc UC Calc Allow 0 01 LS 0 00 0 07 0 36 RL 0 11 -0 30 0 58 RL 0 40 0 11 0 44 RL 0 .17 -0 97 0 44 LL 0 20 0 06 0 40. RL 0 24 -0 07 0 39 LL 0 25 -0 48 0 36 LL 0 19 0 01 0 .1.8 RL 0 06 -0 11 0 15 LL 0 06 -0 01 Page 74 Of 269 0.9 -b.983 .8/7/2.009 0.9 -6.983 .1.1 LS 0 .14 3 96 0 04 LS 0 08 9 30 0 .01 LS 0 00 0 01 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR .5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 59 0 27 3 .0. 59 1. 50 0 2.7 0 49 4 1 08 .l 47 0 4.9 0 48 5 .1. 47 0 27 0 48 0 12 6 0 .37 1 00 0 12 0 46 7 1 00 0 90 0 4.6 0 41 8 .0 90 0 43 0 41 0 20 9 0 43 0 47 0 20 0 22 1.0 0 47 0 22 LOAD COMBINATION 2 DL +CL +SL +Drif.t +S.l.ide .PURLIN ANALYSIS Page 75 Of 269 Customer I Green Creek Wood Products I Job No 09 -6983 x I Project New Headr with Eyebrow Date 8/7/2009 Location Port Angeles WA Size 2 3 x 172 5 x 32 5 x Designed By KL Checked By Purlin Report(Sur.face= 2., Id= 5) 8/ 7/2009 2 44pm Shear.(k Moment(.f -k Span Left Left. Right Right Left Left. MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .1 0 00 -0 17 0 00 0 0.0 0 00 0 10 2 1 08 -1. 30 -.l 49 0 .1.0 -4. 0.1 7 59 1 87 3 73 .3 1 04 0 8.5 -1 34 -1.53 3 73 2.47 -0 06 7 29 6 2.1 8 13 4 2 .10 1 91 -1. 99 -2 18 8 13 .5. 4.5 -7 35 L4. 73 6 .50 9 2.8 5 .1 69 .1 50 -0 69 -0 8.8 9 28. 7 16 -0 69 .11 82 0 98 2. 03 6 1 05 0 86 -.1. 33 -1 52 2. 03 0 76 -.1 81 7 34 4 40 6 30 7 1.74 1 55 -1 49 -1 68 6. 30 4 .11 -4 .3.0 12. 19 3 53 5 65 .8 .1. 36 1 17 -0 .8.1 -.l 0.0 5 65 .3 97 -0 7.9 9 50 .1. 50 2 70 9 1 16 0 97 -1 00 -1 1.9 2 70 1. 28 -2 02 8 14 1 .50 2. 97 1.0 .1 05 0 86 -0 54 2 .97 .1 69 -0 .92 7 39 0 10 11 0 17 0 00 0 10 .0 00 1 17 0 00 STRENGTH /DEFLECTION Span Shear(k Moment.(.f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc 00 Calc Allow 1 RS -0 17 3 96 0 04 RS .0 10 9 30 0 01 LS 0 00 0 08 09 -6983 2 RL -.1. 3 RL -.1. 4 RL -1. 5 LL 1 6 RL -1 7 LL 1 8 LL .1. 9 RL -1 .1.0 LL 0 .1.1 LS 0 LAP BOLT SHEAR /BEARING Bolt .0 .500 (GR 5. Span Lap_Shear(k Id Left Right .PURLIN ANALYSIS 30 34. 9.9 50 33 55 17 00 86 17 3 3 1.0 .10 3 3 3 3 3 3 Customer Project Location Size Purlin Report(Surface= 2, .Id= 5) 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 33 34 18 14 34 39 29 25 22 04 MS RL MS LL RL MS LL MS LL LS Shear_Ratio Left Right 2 0 70 0 32 3 0 70 .1 77 0 32 0 58 4 .1 28 1 74 0 58 0.57 .5 .1 74 0 32 0 57 0 .15 6 .0 44 .1. 18 0 .14 0 54 7 1. 18 .l 06 0 .5 4 0 4.8 8 .1. 06 0 .51. 0 48 0 23 .9 0 51 0 56. 0 23 0 2.5 10 0 56 0 25 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x 172 5 x 32 5 x -4 O1. 6 .2.1 7 3.5 7 16 4 40 4 30 3 .97 -.2. 02 .l 69 0 10 LOAD COMBINATION 3 DL +CL +0 7.5LL +0 75142.1 9 30 9 00 1.4..19 13 70 .9 .30 9 3.0 .9 30 .9 30 .9 30 9 30 0. 0 0 0 0 0 0 0 0 0. 43 6.9 52 .52 47 46 43 2.2 18 01 RL RL RL LL RL LL LL RL LL LS Job No Date Designed By KL Checked By Page 76 Of 269 09 -6983 8/7/2009 8/ 7/200.9 2 44pm 0 .15 -0 36 0 56 0 13 0 24 -1 .1.5 0 27 0 07 0 34 -0 08 0 35 -0 56 0 2.7 0 01 0 09 -0 12 0 08 -0 02 0 00 0 01 Shear(k Moment(.f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .l 0 00 -0 1.8 0 .00 0 0.0 0 00 0 .10 2 .l 16 -1 38 .1. 5.9 0 10 -4 2.8 7 59 2 00 3 98 .3 1 .11 0 91 -1 43 -1. 63 3 98 2. 64 -0 07 7 2.9 6 64 8 68 4 2 25 2. 04 -2 12 -2 33 8 68 5 .82 -7 86 14 73 6 95 9 92 5 .1 80 1 60 -0 74 -0 94 9 92 7 65 -0 74 11 82 1 05 2 17 6 .1 12 0 .92 -1 42 -1 63 2 .17 0 8 -1..94 7 34 4 70 6 73 7 .1 86 1 66 -1. 60 -1 80 6. 7.3 4 .39 -4 60 12 19 3 77 6 04 8 .1 45 .1.2.5 -0 86 -1 07 6. 04 4 2.4 -0 .8.5 9 50 1 60 2 89 .9 1 24 1 04 -1 07 -1 28 2 89 1. 37 -2 16 8 14 1 61 3 17 10 1 13 0 92 -0 58 3 17 .1 81 -0 99 7 39 0 10 09 -6983 11 0 18 STRENGTH /DEFLECTION Span Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 PURLIN ANALYSIS Span Left Id Sup Shear(k .18 38 43 12 60 42 66 25 07 .92 18 3 3 3 10 10 a 3 3 3 3 3 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2 3 x 172 5 x 32 5 x Purlin Report(S 2, Id= 5) Calc Allow UC Loc 96 96 96 93 9 96 .96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 04 35 36 1.9 1.5 36 42 3.1. 27 23 04 0 00 0 .10 0 00 1 17 RS MS RL MS LL RL MS LL MS LL LS Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 75 0 .34 3 .0 75 .l 89 0 34 0 62 4 1 37 1 86 0 62 0 61 5 1. 86 0 34 0 6.1 0 1.6 6. .0 47 1 26 0 1.5 0 58 7 1 26 1 1,3 0 58 0 52 .8 1 13 0 54 0 52. 0 25 9 0 54 0 .5.9 0 25 0 .27 10 0 5.9 0 27 0 10. -4 28 6 64 7 .86 7 65 4. 70 4 6.0 4 2.4 2 16 1 81 .0 10 9 9 9 14 1.3 9 9 9 9 9 .9 LOAD COMBINATION 4 DL +CL +0 75SL +0 75WP1 Shear(k Left Right Right Lap Lap Sup 1 0 00 -0 2 Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 3.0 30 00 19 7.0 3.0 3.0 30 30 30 3.0 0 0 0 .0 0 0 0 0 0 0 0 Left Left Sup Lap 0 00 01 46 74 55 .5.6. 51 49 46 23 .1.9 0.1 Moment(f -k MidSpan Right Right Mom Loc Lap Sup 0 00 Job No Date Designed Byl KL Checked By LS 0 00 RL 0 17 RL 0 64 RL 0 2 LL 0 31 RL 0 38 LL 0 40 LL 0 3 RL 0 10 LL 0 09 LS 0 00 Page 77 Of 2 09 -6983 8/7/200 8/ 7/2 2 44pm 0 0 0 1 0 0 0 0. 0 0 0 09 38 14 23 08 Og 60 01 13 02 0 0 00 0 00 0 11 09- 6.9.83 Purlin Report.(S.ur.face= 2 Id= 5) 2 1 28 -1 53 -1 76 .0 1.1 -4 7.5 7 59 2. 22 4 41 3 .1. 23 1 01 -1 58 -1 81 4. 41 2 9 -0 07 7 29 7 36 9 62 4 2 4.9 2 26 -2 35 -2. 58 9 62 6 45 -8 71 14 73 7 70 10 99 .5 2. 00 1 77 -0 .82 -1. 04 10 .99 .8 47 -.0 82 1.1 82. 1 .16 2 40 6 1 24 1 01 -1 58 -1 80 2. 40 .0 90 -2 .14 7 34 5 21 7 46 7 2 06 1 .83 -1 77 -2 00 7 46 4.86 -5 09 .12 19 4 18 6 69 8 1 61 1. 38 -0 .96 -1 18 6. 69 4 70 -0 94 9 50 .1. 77 3 20 9 1 37 1.15 -1 19 -1. 4.1 3 20 1.52 -2 39 8 .14 .1 78 3 51 1.0 .1 25 1 02 -0 64 3 51 2 00 -1 09 7 39 0 11 11 0 20 0 00 .0 11 0 00 .1 17 0 00 STRENGTH /DEFLECTION Span Id Loc 1 RS 2 RL 3 .RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 1 LL 11 LS Shear.(k LAP BOLT. SHEAR /BEARING Bolt 0 5 (GR 5 2 0 .83 3 0 83 2 09 4 .1 52 2. 06 5 2 06 0 38 6 .0 52 1 40 7 .1 40 1 25 8 1 25 0 60 9 0 60 0 66 1.0 0 66 Customer Green Creek Wood ,Products Project New Headrig with Eyebrow Location) Port Angeles WA Size Calc Allow UC Loc 0 20 3 96 0 05 RS 1 53 3 .96 0 39 MS. 1 .58 3 .96 0 40 RL 2 35 .10 93 0 22 MS 1 77 .10 93 0 1.6 LL -1 58 3 .96 0 40 RL 1 83 3 96. 0 46 MS 1 3.8 3 96 0 35 LL 1 19 3 96 0 30 MS. 1. 02. .3 .96. 0 26. LL 0 20 3 96 .0 05 LS Span Lap_Shear(k Shear_Rat.io I.d Left Right Left Right 0 38 0 38 0 68 0 69 0 67 0 67 0 17 0 .17 0 64 0 64 0 57 0 57 0 27 0 27 0 30 0 30 LOAD COMBINATION 5 0 6DL +WS.1 26 3 x 172 5 x 32 5 x Job No Date Designed By KL Checked By 8./ 7/20.0.9 2 44pm Moment(f -.k Mom +Shr Deflection(in) Calc Allow .UC Loc UC Calc Allow 0 .11 .9 30 0 01 LS 0 00 -4 75 9 30 0 51 RL 0 21 7 36 .9 0.0 0 82 RL 0 79 8 71 .14. 19 0. 61 RL 0 .34 8 47 1,3 70 0 62 LL 0 38 .5. 21 9 30 0 56 RL 0 47 5 09 9 30 0 55 LL 0 49 4 70 9 30 0 51 LL 0 38 -2 3.9 .9 30 0 2.6 RL 0 13 2. 00 .9 3.0 0 22 LL 0 .1.1 0 1.1 .9 30 0 01. LS 0 00 0 .1.0 0 42 0 1.6 -1. 36 0 0.9 0 09 0 67 0 02 0 .15 -0 02 0 01 Page 78 Of 269 09 -6983 8/7/2009 09 -6 6 7 8 9 10 .1.1 Span Id PURLIN ANALYSIS Span Left Id Sup 4 -2 5 -2 1 RS 2. RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL .10 LL 1.1 LS 00 47 35 70 17 35 24 75 49 41 2,3 STRENGTH /DEFLECT.ION .0 23 1 70 1 71 2. 56 1 .93 1 71 -1 99 -1 50 1 30 1 16 -0. 23 3 3 3 10 10 3 3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR_5 Customer Project Location Size Span Shear(k I Loc Calc Allow UC Loc 2 0 92 0 42 3 0 92 2 27 0 42 0 74 4 .1 64 2 2.4 0 75 0 73 5 2 24 0 41 0 73 0 19 6 0 57 1 52 0 .19 0 69 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Purlin Report(Surf.ace= 2 Id= 5) Shear(k Left Right Right Lap Lap Sup 1 70 1 10 1 71 -2 46 2 56 -1 93 0 89 1 10 1. 71 -1 9.9 1. 92 -1.50 1 04 -.1 2.4 1 30 -.l 16 96 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 06 43 4.3 23 18 43. 50 38 33 2.9 06 Lap_Shear(k Shear_Ratio Left Right Left Right Left Left Sup Lap 0 2.3 0 00 0 00 0 00 1 95 -0 .13 .5 37 7 54 1 96 -4 91 -3. 28 0 02 7 33 2 80 -10 42 -6 98 .9 47 14. 72 1 13 -11 95 -9 22 0. 89 11 83 1 9 -2. 61 -0 98 2 33 7 .3.4 2. 17 -8 .10 -5 2.8 5 53 12. 1.9 .1 28 -7 27 -5..11 1 03 9 51 1. 54 -3 46 -.l. 64 2 5.8 8 11 0 75 -.3 88 -2. 1.7 1. 31 7 34 0 00 -0 .1.3 0 00 1 17 RS MS RL MS LL RL MS LL MS LL LS Moment( -k Calc Allow UC -0 .13 5. .37 7 98 9 47 9 22 5 6.6 5 53 5 1.1 2. 58 -2. 17 -0 13 9 30 8. 62 9 30 12 1.1 1.4..1.9 9 30 8 98 9 3.0 .9 30 9 3.0 9 30 0. 0. 0 0 0 0 0 0 0 0 0 Job No Date Designed By KL Checked By 8/ 7/2009 2 44pm Moment (.f -k MidSpan Right Right Mom Loc Lap Sup 0.1 62 86 78 6.5 6.1 62 55 28 23 01 -2 48 7 98 -8 37 1 26 5. 66 4 54 1 91 1 99 Page 79 Of 269 09 -6.983 8/7/200.9 0 13 4 91 -10 42 -11 95 -2 61 -8 1 7 27 -3 46 3 88 0 .13 0 00 Mom +Shr Deflection(in) Loc UC Calc Allow LS 0 00 -0 11 RL 0 26 0 48 RL 0 92 -0 18 RL 0. 40 1 48 LL 0 45 -0 10 RL 0 56 0 10 LL 0 58 0 72 LL 0 45 -0 02 RL 0 15 0 16 LL 0 1 0 02 LS 0 0 -0 01 09 -6983 7 1 52 8 1 36 9 0 65 10. 0 73 LOAD COMBINATION 6 .PURLIN ANALYSIS. Span Left Id Sup .l 0 2 1 .3 1 4 1 5 .1 6 0 7 1 .8 0 9 0 10 .0 11 0 STRENGTH /.DEFLECTION 1 RS 2 RL 3 RL 4 LL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 1.1 LS 00 05 22 32 03 65 07 83 71 65 10 .1 36 0 65 0 73 0 1 1 1 0 0 0 0 -0 0 0 .17 3,3 17 20 91 82 95 72 62. 53 10 .3 3 3. 10 10 3 .3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt .0 500 (GR 5 Customer Project Location Size Span Shear(k Id Loc Calc Allow UC Loc Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2 3 x .172 5 x 32 5 x Purlin Report(S.urface= 2, Id= 5) -1 33 1 03 -1 17 1.20 -1 20 0 .91 -0 44 0 .53 -0 .82 0 95 -0 92 0. 72 -0 50 0 60 -0 62 0 53 0 69 0 62 0 62 0 30 0 30 0 33 0 33 DL +CL +SL /2 +AUX3 Shear(k Left Right Right Lap Lap Sup 96 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 04 34 29 11 08 21 24 18 16 13 03 RS MS RL MS LL RL MS LL MS LL LS Left Left Sup Lap Job No Date Designed Checked By Page 80 Of 2 09 -6983 8/7/2009 By KL 8./ 7/2009 2 44pm Moment(f. -k MidSpan Right. Right Mom Loc Lap Sup 0..17 0 .00 0 .00 0 00 0 10 -.l. 52 0 1.0 -3 76 7 .34. 2 46 4. 37 1 36 4 37 2 87 -0 82 8 52 3 .92 5 60 1 .31 5 60 3 92 -4 32 15 03 3 84 5 52 0 56 .5 52 4 23 -0 46 11 67 0 63 1 30 0 93 1 3.0 0. 51 -.1 09 7 .37 2 70 3 87 -1 04 3. 87 2 52 -2 65 12 18 2 .18 .3 48 0 61 3 48 2 4.5 -0 49 9 5.1 0 92 1 66 -0 73 .1 6.6 0 79 -1 24 8 .14 0 .93 1. 83 0 33. 1 83 1 04 -0 5.7 7 39 0 06 0 00 0 06 0 00 .1 17 0 00 Moment.(.f -.k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 10 .9 .30 0. 01 LS 0 00 0 07 3 76. 9 30 0 4.0 RL 0 18 -0 32 .3. 92 .9 .3.0 0 42 RL 0 26 0 02 -4. 32 14 19 0 30 LL 0 0.9 -0 66 4. 2.3 .13 .84 0 31 LL 0 10 0 04. 2. 70 9 30 0 29 RL 0 13 -0 05 -2 65 9 30 0 29 LL 0 .13 -0 35 2 4.5 9 30 0 26 LL 0 .10 0 01 1 2.4 9 30 0 13 RL 0 03 -0 08 1 04 .9 30 0 .11 LL 0 03 -0 0.1 0 06 .9 30 0 01 LS 0 00 0 01 09 -6983 PURLIN ANALYSIS STRENGTH /DEFLECTION Customer Project Location Size Span Lap_Shear(k Shear_Ratio Id Left. Right Left Right 2 0 .82 0 37 .3 0 82. .l 22 0 37 0 40 4 0 88 1 03 0 40 0 34 .5 .l 03 0 20 0 .34 0 0.9 6 0 28 0 73 0 09 0 33 7 0 7.3 0 65 0 33 0 30 8 0 65 0 .3.1 0 3.0 0 1.4 .9 0 31 0 34 0 14 0 16 1.0 0 34 0 .16 LOAD COMBINATION 7 DL +CL +SL /2 +AUX4 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x .172 5 x 32 5 x Job No 109 -6983 Date 8/7/200.9 Designed By KL Checked By Purlin Report(Surface= 2 Id= 5) 8/ 7/2009 2 44pm Shear(k Moment(f -k Span Left Left Right. Right. Left Left MidS.pan Right Right I,d S.up Lap Lap Sup Sup Lap Mom Loc Lap S.up .l. .0 00 -0 .10 .0 0.0 0 00 0 00 0 06 2 0 65 -0 81 -0 93 0. 06 -2 38 7 45 1 35 2 51 3 .0 95 0 76 -1 44 -1 63 2 51 1 37 -0 63 6. 62 6 59 8 63 4. 2 15 .1 96 -1 95 -2 14 8 63 5 89 -7 49 15 01 5 85 8 5.9 5 .1 23 1 12 -0 23 -0 35 8 5.9 7 02 -0 09 1.4 06 0 2.1 0 59 6 0 60. 0 4.8 -0 86 -0 .98 0 52 -0 13 -.l 45 6 82 2. 80 4 03 7 1 08 0.96 -0 91 -.1 03 4 0.3 2 67 -2 6.0 12. 29 2 14 3 43 8 0 83 0 71. -0 .50 -0 62 3.43 2 40 -0 50 .9 46 0 9.3 1 68 9 0 72 0 60 -0 62 -0 73 1 6.8 0 80 -1 2.4 8 15 0 92 1 82 1.0 0. 6.5 0..5.3 -0 33 1 82 1. 04 -0 57 7 .38 0 06 11 0 .10 0 0.0 0. 06 0 0.0 1 1 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc CaIc Allow UC Loc UC Calc Allow 1 RS -0 10 3 96 0 03 RS 0. 06 9 30 0 0.1 LS 0 00 0 05 2 RL -0 81 3 96 0 20 MS -.2 38 9 30 0 26 RL 0 06 -0 21 3 RL -1 4.4 3 96 0 36 RL 6..59 9 .13 0. 72 RL 0 63 0 09 4 LL 1 .96 1.0 93 0 as MS -7 4.9 1.4 .19 0 53 LL 0 20 -1 1.8 5 LL 1 12 10 .93 0 .10 LL 7 02 .13 5.5 0 .52 LL 0 26 0 14 6 RL -0 86 3 96 0 22 RL 2 80 9 .30 0 .30 RL 0 14 -0 08 7 LL 0 96 3 96 0 2.4 LL 2. 6.7 .9 .30 0 2.9 LL 0 14 -0 34 Page .81 Of 269 09 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32. .5 x 8 LL 0 71 .3 .96 0 18 LL 2. 4.0 .9 30 0 2.6 LL 0 10 0. 0.1 9 RL -0. 62 3 96 0 16 MS -.l 24 .9 30 0 .13 RL 0 03 -0 08 10 LL 0 53 3 96 0 13 LL 1 04 .9 30 0 11 LL 0 03 -0 01 .11 IS 0 10 3 .96 0 03 LS. 0. 06 .9 30 0 0.1 LS 0 00 0 01 LAP BOLT SHEAR /BEARING Bolt 0 5.00 (GR 5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 4.7 .0 21 3 0 47 1 88 0 2.1 0 61 4 1 36 1 6.1 .0 62. 0 52 5 .1 61 0 09 0 52. 0 04 6 .0 13 0 76 0 04 0 35 7 0 76 0 64. 0 35 0 29 8 0 64 0 31 0 29 0 14 9 0 3,1 0 34 0 14 0 1.6 10 .0 .34 0 16 LOAD COMBINATION .8. .DL +CL +SL /2 +AUX5 P.URLIN ANALYSIS STRENGTH /DEFLECTION Job No Date Designed By Checked By Page 8,2 Of 2.69 09 -6983 .8/7/2009 KL Purlin Report(Surface= 2 .Id= 5) 8./ 7/2009 2 44pm Shear(k Moment(f -k Span Left Left Right. Right. Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 0.0 -0 10 0 00 0 00 0 00 0 06 2 .0 70 -0 76 -0 .88 0 06 -2 74 7 98 0 57 1 67 3 .0 47 0 35 -.1 00 -1 .11 1 67 .1 13 0 4.3 5 31 6. 10 7 51 4 2 08 1 8.8 -2 03 -2 22 7 51 4 87 -7 .54 14 5.1 6 80 9 63 5 1.75 1 5.5 -0 6.4 -0 83 9 63 7 43 -.1 02 12 20 0 40 1 38 6 0 65 0 54 -0 .81 -0 .93 .1 38 0 .59 -.1 05 7 44 2. 69 3 85 7 1 07 0 95 -0 92 -1 04 3 85 2 .50 -2. 6.6 12 17 2 as 3 4.9 8 0 84 0 72 -0 50 -0 61 3 49 2 4.5 -0 49 9 51 0 92 1 66 .9 0 71 0 60 -0 62 -0 73 .1 66 0 7.9 -1 25 8 .13 0 93 1 83 10 .0 65 0 53 -0 3.3 1. 83 1 04 -0 57 7 39 0 06 11 .0 10 0 0.0 0 06 0 00 1 17 0 00 Span Shear(k Moment( -k Mom +Shr Deflection(in) 09 -6,983 Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 1.0 3 96 0 0.3 RS 0 06 .9 30 0 0.1 LS 0 00 0 06 2 RL -0 76 .3 96 0 19 MS -2 74 9 30 0 29 RL 0 04 -0 26 3 RL -1 00 3 96 0 25 RL 6 .10 9 00 0 68 RL 0 49 0 20 4 RL -2 03 10 93 0 1.9 MS -7 54 14 1.9 0 53 RL 0 26 -1 19 5 LL 1 55 .10 9.3 0 14 LL 7 43 13. 83 0 5.4 LL 0 29 0 06 6 RL -0 8.1 3 96 0 20 RL 2 69 9 30 0 29 RL 0 13 -0 04 7 LL 0 95 3 96 0 24 MS -2 66 9 30 0 2.9 LL 0 13 -0 35 8 LL 0 72 3 96 0 18 LL 2. 4.5 9 .30 0 26 LL 0 10 0 01 9 RL -0 62 3 .96 0 16 MS .1.25. 9 30 0 13 RL 0 03 -0 08 10 LL 0 53 3 96 0 .13 LL .1. 0.4 .9 30 0 .11 LL 0 03 -0 01 11 LS 0 10 3 96 0 03 LS 0 06 9 3.0 0 01 LS 0 00 0 01 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 .31 .0 14 .3 .0 31 1 63 0 14 0 53 4 1 18 1 80 0 54 0 59 5 .1.80 0 22 0 5.9 0 10, 6 0 .30 0 72 0 1.0 .0 33 7 0 72 0 65 0 33 0 3.0 8 0 65 0 31 0 30 0 1.4 9 0 31 0 34 0 1.4 0 .16 1.0 .0 34 0 16 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x LOAD COMBINATION 9 DL +CL +SL /2 +AUX6 PURLIN ANALYSIS Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By Purlin Report(Sur 2 .Id= 5) 8/ 7/2009 2 44pm Shear(k Moment(f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 10 0 .00 0 00 0 00 0 06 2 0 66 -0 80 -0 92 0 06 -2 45 7 56 1 19 2 33 3 0 65 0 53 -0 8.1 -0 93 2 .33 1 54 -0 0.8 7 41 3 69 4 85 4 1.27 1 .1.5 25 -1 3.6. 4. 85 3 23 -4. 36 14 48 4 49 6. 22 5 1 45 1.26 -0 93 -.1. 12 6 22 4 4.1 -1 1.6 10 1.6 1 87 3 24 6 1 22 1 03 -1 16 -1 36 3 .24 1 74 -.1 96 8 53 2 78 4 46 7 1 10 0 99 -0 89 -1 01 4 46 3. 07 -2 46 12 55 2 03 3 29 Page 83 Of 269 Purlin Report.(S.urface= 2, Id= 5) 09 -6983 9 10 11 0 82 0 72 0 65 0 1.0 STRENGTH /.DEFLECTION Span Id Loc .l RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 1.0 LL .1.1 LS LAP BOLT SHEAR /BEARING Bolt 0 500 5 Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 44 0 2.0 3 0. 44 1. 06 0 20 0 .34 4 0 76. 1. 17 0 35 0 38 5 1 .17 0 51 0 38 0 23 6 .0. 71 0 84 0 2.3 0 3.8 7 .0. 84 0 62 0 .38 0 28 8 0 62 0 32 0 2.8 0 15 9 0 32 0 34 0 15 0 16 .1.0 0 34 0 1.6 LOAD .COMBINATION #10 DL +CL +SL /.2 +AUX7 PURLIN ANALYSIS Shear(k 0 70 -0 51 -0 63 0 60 -0 6.1 -0 7.3 0 5 -0 33 0 0.0 Calc Allow UC Lo.c 0 10 3 96 0 0,3 RS 0 80 3 96 0 2.0 MS 0 8.1 3 96 0 2.1. RL 1. 25 10 93 0 11 RL 1 26 .10 93 0 :12 LL -.1 16 3 96 0 2.9 RL 0 .9.9 3 .96 0 25 LL 0 70 3 .96 0 :L.8 LL -0 61 3. .96 0 :16 MS 0 53 3 96 0 13 LL 0. 1.0 3 96 0 03 LS Shear(k Span Left Left Right Right Customer Green Creek Wood Products Project New Headrig with Eyebrow Location) Port Angeles. WA Size 26 .3 x 172 5 x 32 5 x 3 29 1. 71 1. 81 0 0.6 2 2.8 -0 .54 0. 8.3 -1. 23 .1 03 -0 57 0 00 Job No Date Designed By KL Checked By 9 34 8 1 7 37 1. 17 0 06. 9 3.0 0 0.1. LS 0 00 -2 45 .9 30 0 26 RL 0. 06 3 69 8 .93 0 41 RL 0 20 4 49 1.4 19 0 3.2. RL 0 11 4. 4.1. 1.4 .19 .0..31. LL 0 11 2 78 .9 30 0 3.0 RL 0 18 3. 07 .9 30 0 33 LL 0 17 2. 28 9 30 0 25 LL 0 0.9 -.1 23 9 30 0 .1.3 RL 0 0.3 1. 03 9 30 0 11 LL 0 03 0 06 9 30 0 0.1 LS 0 00 Moment(f-k 8/ 7/2.00.9 2 44pm 0 95 0 .92 0 05 0 22 0 08 0 66 0 01 0 12' 0 .30 0 00 0 08 0 01 0 0 Left Left MidSpan Right Right 1 7.1 .1 8.1 0 06 0 00 Moment( -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow Page 84 Of 269 0.9 -6983 8/7/200.9 09 -6983 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 10 0 00 0 00 0 00 0 06 2 0 67 -0 80 -0 91 0 06 -2 47 7 59 1 15 2 29 3 0 64 0 52 -0 83 -0 94 2 29 1 51 -0 03 7 26 3 86 5 04 4 1 30 1 1.8 -1 22 -1 34 5 04 3. 38 -4 .57 14 79 3 89 5 60 5 .1 00 0 88 -0 46 -0 58 5 60 4 34 -0 10 11 39 1 12 1 81 6 1 03 0 84 -1 3.6 -1 .55 1 81 0 57 -1. 87 7 18 4 57 6 51 7 1 77 1 58 -1 47 -1 66 6..5.1 4. 27 -4 4.8 12 40 3 06 5 15 8 0 96 0 85 -0 37 -0 49 5. 15 3 .94 -0 .1.3 1.0 96 0 64 1 21 9 0 6.8 0. 56 -0 65 -0 77 1 21 0 38 -1.41 7 73 1 01 1 .96 1.0 0 66 0 54 -.0 32 .1..96 1 .16 -.0 .52 7 .52 0 06 1.1 0 1.0 0 00 0. 06 0 00 1 17 0 00 STRENGTH /DEFLECTION Span Shear(k Id Loc Calc Allow CC Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 RL 7 LL 8 LL 9 RL 10 LL 11 LS 1.0 80 83 22 .88 36 58 85 65 54 10 3 3 3 10 10 3 3 .3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location Size Span Lap_Shear.(k Shear_Rati Id Left Right Left Right 2 0 4.3 0 20 3 0 43 1 10 0 20 0 36 4 0 79 .1 05 0 36 0 34 5 1 05 0 29 0 34 0 1.3 6 0 39 1 22 0 .13 0 56 7 1 22 0 96 0 56 0 44 8 0 96 0 23 0 44 0 10 9 0 23 0 37 0 10 0 17 .10 0 37 0 17 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26. 3 x 172 5 x 32 5 x Purlin Repor.t(S.ur.face= 2, Id= 5) 96 96 96 93 93 96 96 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 03 20 2.1 1.1 08 34 40 21 1.7 14 03 RS MS RL MS LL RL MS. LL MS. LL LS. Job No Date Designed By Checked By Page 85 Of 269 09 -6983 8/7/2009 KL 8/ 7/2009 2 44pm Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 06 .9 30 0 01 LS 0 00 0 0,5 -2. 47 9 30 0 27 RL 0 06 -0 22 3 .86 9 0.0 0 43 RL 0 22 0 08 4 57 14 .19 0 32 RL 0 0.9 -0 72 4 34 .13 5.5 0 32 LL 0 10 0 07 4. 57 .9 3.0 0 49 RL 0 .3.6 -0 08 4 48 9 30 0 4.8 LL 0 37 -0 60 3 .94 9 17 0 43 LL 0 23 0 07 -.1. 41 9 30 0 15 RL 0 04 -0 09 .l 16 9 30 0 12 LL 0 03 -0 01 0 06 .9 .30 0 0.1 LS 0 00 0 00 09 -6983 Span Left I.d Sup 1 2 3 4 5 6 7 8 .9 10 .11 0 0 0 1 1 0 1 1 0 .0 0 00 67 64 29 07 52 69 43 74 64 10 Purlin Report(Sur.face= 2, .Id= Customer Project Location LOAD COMBINATION #11 DL +CL +SL /2+AUX8 PURLIN ANALYSIS S.TRENG.TH /DEFLECTION Shear(k Left Right Right Lap Lap Sup -0 80 0 53 -0 82 1 17 -1 23' 0 96 -0.39 0 4.1 -.0 24. .1 .50 -1 55 1 24 -0 74. 0 62 -0 .5.9 0 52 Span Shear(k Id Loc Calc Allow UC Loc 1 RS -0 10 3 96 0 03 RS 2 RL -0 80 3 96 0 2.0 MS 3 RL -0 82 3 96 0 ''1 RL 4. RL -1 23 10. 93 0 _1 MS 5 LL 0 .96 10 93 0 09 LL 6 RL -0 94 3 96 0 `'4 RL 7 RL -1.55 3. 96 0 39 MS 8 LL 1. 24 3 .96 0 31 LL .9 LL 0 62 3 96 0 1 6 MS 10 LL 0 52 3 96 0 13 LL .11 LS 0 10 3. 96 0 03 LS. LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Span Id 2 3 Size Lap_Shear(.k Shear Ratio Left Right Left Right 0 4,3 0 20 0 43 1 08 0 2.0 0 35 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 .5 x 32 5 x Job No Date Designed By KL Checked By .5) 8/ 7/2009 2. 44pm Moment (f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0 10 0 00 0 00 0 00 0 06 -0 92 0 06 -2 4.6 7 5.8 1 .16 2 3 0 94 2. 30 .l. 52 -0 05 7 31 .3 .80 4 97 1 35 4. 97 .3 33 -4. 4.9 14. 68 4 1.0 5 .82 -0 .51 5 82 4. 47 -0 73 12 21 0 14 0 74 -1 06 0 74 0 12 -0 83 5 98 4 .1.9 5 .52 1 74 5 52 3 3.9 -4. 52 11. 85 3 86 6 05 0 93. 6 05 4. 27 -1 06 9 97 0 87 1. 98 0 71 1..9.8 1. 08 -1 1.3 8 42 0 86 1 73 0 34 .1 73 0 96 -0 60 7 29 0 06 0 00 0 06 0 00 .1 17 0 00 Moment(f -k Mom +Shr Deflection(in) Calc Allow. UC Loc UC Calc Allow 0 2 3 4 4 4 4 4 1 0 0 06 4 80 49 47 19 52 27 13 96 06 9 .9 .9 .14 .13 9 9 9 9 9 9 30 30 00 19 97 29 30 3 30 30 3 0 0 0 0 0 0 0 0 0 0 0 .01 2.7 42 32 32 4.5 4.9 46 .12 10 01 LS 0 00 RL 0 06 RL 0 21 RL 0 10 LL 0 11 RL 0 26 RL 0 32 LL 0 3.1 LL 0 04 LL 0 03 LS 0 00 0 0 0 0 0 0 -0 0 0 0 0 Page 86 Of 269 09- 6 8/7/2009 05 22 08 70 03 02 6 00 07 01 01 09 -6.983 LOAD COMBINATION #12 PURLIN ANALYSIS Span Left Id' Sup S.TREN.GTH /.DEFLECTI.ON Customer Project Location Size 4 .0 78 1 0 0 36 0 36 5 1 09 0 12 0 36 0 05 6. 0 1.6 1 04 0 05 0 47 7 1 04 1 13 0 47 0 52 8 1 13 0 37 .0 52 0 17 9 0 37 0 32 0 17 0 15 10 0 32 0 15 Purlin Repor.t(Sur.face= 2, I.d= 5) DL +CL +SL /2 +AUX9 Shear(k Left Right Right Lap Lap Sup Span Shear(k Id Loc Calc Allow UC Loc 1 RS -0 10 3 96 0 03 RS 2 RL -0 80 3 96 0 20 MS 3 RL -0 82 3 96 0 21 RL 4 RL -1 22 10 93 0 1,1 MS 5 LL 0 .92 10. 93 0 08 LL 6 RL -0 81 3 96 0 20 RL 7 RL -0 95 3 96 0 24 RL 8 LL 1. 03 .3 96 0 26 LL 9 LL 1 04 3 .96 0 26 MS 10 LL 0 .59 3 .96 0 .15 LL 1.1 LS 0 10 3 96 0 0.3 LS Green Creek Wood Products New.Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Left Left Sup Lap Job No Date Designed By KL Checked By Page 87 Of 26 09 -698 8/7/2009 8/ 7/200.9 2 44pm Moment(.f-k MidSpan Right Right Mom Loc Lap Sup 1 0 0.0 -0 .1.0 0. 00 0 00 0 00 0 06 2 0 67 -0 80 -0 .9.1 0 06 -2 47 7 59 1 15 2 2.9 3 .0. 64 0 52 -0 .82 -0 .94 2 29 1 52 -0. 04 7 29 3 83 5 0.1 4 1. 2.9 1 .18 -1 22 -1 34 5 0.1 3. 36 -4 53 14 74 3 99 5 70 5 .1 04 0 92 -0 43 -0 .55 5 70 4 40 -0 4.0 11. 79 0 65 1 30 6 0 66 0 .54 -0 8.1 -0 93 .1 .30 0 50 -1. 15 7 46 2 57 3 73 7 .1 04 0 .93 -0 .95 -1 06 .3 73 2 4.1 -2. 48 1.1 8.9 2 62 3 96 8 1 22. 1.03 -0 95 -1 14 3 96 2 4 -1..26 8 55 1. 87 3 26 9 1. 23 1 04 -0 94 -.1. 13 3 26. 1 7.5 -2 0.1 8 5.8 1 09 2 4.7 .10 0 7.1 0 5.9 -0 27 2. 47 .1. 6.1 -0 37 8 04. 0 .06 11 .0 1.0 0 00 0 06 0 00 1. 17 0 00 Moment(.f -.k Mom +Shr Defl.e.ction(in) Calc Allow UC Loc UC Calc Allow 0 06 9 30 0 01 LS 0 00 0 05 -2 47 9 30 0 27 RL 0 06 -0 22 3 8.3 .9 00 .0 43 RL 0 21 0 08 -4 53 1.4 .19 0 32 RL 0 09 -0 71 4.40 13 67 0 32 LL 0 10 0 05 2 5.7 9 30 0 2.8 RL 0 12 -0 06 2 62 9 .30 0 28 RL 0 14 -0 31 2 46 9 3.0 0 2.6 LL 0 14 -0 05 -2 01 9 3.0 0 22 LL 0 10 -0 12 1 61 9 3.0 0 .17 LL 0 05 0 01 0 06 9 30 0 01. LS 0 00 0 00 09 -6983 LAP BOLT SHEAR /BEARING Bolt 0.500 (GR_5 Customer Span Lap_Shear(k Shear Ratio Id Left Right Left Right 2 0 43 0 20 3 0 43 1 09 0 20 0 36 4. 0 79 1 07 0 36 0 .35 5 1 07 0 20 0 35 0 0.9 6 .0 28 0 70 0 0.9 0 32 7 0 70 0 74 0 32 0 34 8 0 74 0 61 0 34 0 28 9 .0 61 0 46 0 2 0 21 10 0 46 0 21 .PURLIN ANALYSIS S.TRENGTH /.DEFLECT.ION Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Job No Date Designed By KL Checked By Page 88 Of 269 09 -6983 8/7/2.009 Purlin Report(Sur.face= 2 Id= 5) 8/ 7/2009 2 44pm LOAD. COMBINATION #1.3 DL +.CL +SL /2 +AUX10 Shear(k Moment(f-k Span Left. Left Right Right Left. Left MidSpan Right Right I.d Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 10 0 00 0 00 0 00 0 06 2 0 67 -0 8.0 -0 .9.1 0 06 -.2 47 7 59 1 .15 2 29 3 0 64 0 52 -0 82 -0 94 2. 29 .1. .52 -0 04 7 29 3 83 .5 00 4 1 29 1 .1.8 -1 22 -1 34 5 00 3 35 4..5.3 14 73 4 00 5 72 5 .1 04 0 92 -0 42 -0 54 5 72 4 41 -0 4.3 11 83 0 59 1. 2.4 6 0 64 0 52 -0 82 -0 94 1.24 0 46 -1 .10 7 30 2 7.5 3 .92 7 1 08 0 96 -0 91 -1. 03 3 .92 2 56 -2 70 12 28 2 04 .3 33 8 0 79 0 67 -0 5.5 -0 66 .3 .33 2. 36 -0 .1.8 8 .94 1 .52 2 32 9 .1 1.3 0 94 -.1 04 -1 23 2. 32 0 .94 -2 17 7 92 1 58 3 09 1.0 .1 07 0 88 -0 53 3 09 1 .80 -0 .8.9 7 4.6. 0 1.0 .11 .0 .17 0 00 0 10. .0 00 .1..17 0 00 Span Shear(k Moment -.k Mom +Shr Deflection(in) Id Loc Calc Allow U.0 Loc Calc Allow U.0 Loc UC Calc Allow 1 RS -0 10 .3 96 0 03 RS 0 06 9 .30 0 01 LS 0 00 0 05 2 RL -0 80 3 .96 0 20 MS -2 4.7 .9 30 0 2.7 RL 0 06 -0 22 .3 RL -0 82 3 96 0 21 RL 3 83 9 00 0 42 RL 0 21 0 08 4 RL -1 22 10 93 0 '11 MS -4. 53 14 19 0 32 RL 0 0.9 -0 71 09 -6983 5 LL 0 .92 10 93 0 08 LL 4 41 13.71 0 .3.2 LL 0 10 0 05 6 RL -0 82 3 96 0 21 RL 2 75 9 30 0 30 RL 0 13 -0 05 7 LL 0 96 3 96 0 24 MS -2. 70 9.30 0 29 LL 0 13 -0 36 8 LL 0 67 3. 96 0 17 LL 2 36 9 30 .0 25 LL 0 09 0 03 9 RL -1 04 3 .96 0 .26 MS -2..17 9 30 0 23 RL 0 .10 -0 .14 10 LL 0 88 3 .96 0 22 LL 1 80 9 30 0 19 LL 0 09 -0 0.1 .11 LS 0 17 3. 96 0 04 LS 0 10 9.30 0 01 LS 0 0.0 0 01 LAP BOLT SHEAR /BEARING Bolt .0 .500 (GR 5 Customer Project Location Size Span Lap_Shear(k Shear_Ratio I.d Left Right Left Right 2 0 43 0. 2.0 3 0 43 1 09 0 20 0 3.5 4 0 79 1 07 0 36 0 .35 5 .l 07 0 19 0 35 0 09 6 0 27 0 74 0 09 0 34 7 .0 74 0 62 0 .34 0 29 8 0 62 0 44 0 29 0 20 9 0 44 0 58 0 20 0 26 1.0 .0 58 0 26 LOAD COMBINATION #14 DL +CL +SL /.2 +AUX1 PURLIN ANALYSIS Green Creek Wood Products Job No 0.9 -69.83 New Headr.ig with Eyebrow Date 8/7/2.009 Port Angeles WA Designed By KL 26 3 x 172.5 x 32 5 x Checked By Purlin Report(S.urface= 2, .Id= 5) 8./ 7/2009 2 44pm Shear.(k Moment(f-k Span Left Left Right Right Left Left Mi.dSpan Right Right Id Sup Lap Lap .Sup Sup Lap Mom Loc Lap Sup 1 .0 00 -0 17 0 0.0 0 00 0 0.0 0 10 2 .1..10 -1 28 -1 4.8 .0. -4 13 7 69 1. 64 3 48 3 0 72 0 61 -0 74 -0 86 3 4.8 2 59 .0 .51 8 22 3 64 4 70 4 1 28 1 .16 -1 24 -1..35 4 70 3 07 -4 63 14 .58 4 08 5 81 5 1 05 0 93 -0 42 -0 54 .5 81 4 4.9 -0 41 11. 90 0 59 1 23 6 0 64 0 53 -0 82 -0 94 1 23 0 45 -1 13 7 32 2 7.1 3 88 7 1 07 0 95 -0 92 -1 04 3. 88 2 53 -2. 65 .12. 19 2 17 3 48 8 0 83 0 72 -0 .50 -0 61 3 48 2 44 -0 49 9 50 0 92 1 66 9 0 71 0 60 -0 62 -0 73 1 66 0 79 -1 24 8 14 0 .93 1 83 .10 0 65 0 5,3 -0 3.3 1 83 1 .04 -0 57 7 39 0 06 11 0 10 0 00 0 06 0 00 1. 17 0 00 Page 8.9 .Of 2.6.9 09 -698,3 STRENGTH /DEFLECTI.ON Span Shear(k Id Loc Calc Allow UC Loc 1 RS -0 17 3 .96 0 04 RS 2 RL -1. 28 3 96. 0 :32 MS 3 RL -0 74 3 96 0 19 RL 4. RL -1 24 10 .93 0 11 MS 5 LL 0 .93 10 .93 0 08 LL 6 RL -0 82 3 96 0 2.1 RL 7 LL 0 9.5 3 96. 0 24 MS 8 LL 0 7.2 3 96 0 18 LL 9 RL -0 62 3 96 0 1.6 MS 10 LL 0 53 3 .96 0. :13 LL 11 LS 0 10 3 .96 0 03 LS LAP BOLT SHEAR /BEARING Bolt. .0 500 (GR 5 PURLIN ANALYSIS Span Left Id Sup 1 0 00 2 0 67 .3 .0 64 4 1 29 Customer Project Location Size Span Lap_Shear(.k Shear_Ratio Id Left Right Left Right 2 0 65 0 30 3. 0 6.5 1. 02 0 30 0 33 4 0 74 1.09 .0 34 0 36 5 1 0.9 0 19 0 36 0.09 6 .0 27 0 73 0 09 .0 33 7 0 73 0 65 0 33 0 .30 8 .0 65 0. 31 0 30 0 14 9 0 31 0 34 0 14 0 16 10 .0 .34 0 16 P.urlin Report(Surface= 2 Id= 5) LOAD COMBINATION #15 DL +CL +SL /2 +AUX2 Shear (.k Left Right Right Lap .Lap Sup -0 80 0 52 -0 82 1 18 -1 22 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32 5. x 0 10 0 9.1 0 94 -1 34 Moment Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 10 -4 13 3 64 -4 63 4. 4.9 2. 71 -2 6.5 2 44 -1. 2.4 1 04 0 06 0 00 0 06 2 29 5 00 9 .9 .9 14 13 9 9 9 9 .9 9 30 3.0 00 19 63 30 3.0 30 30 3 30 Left Left Sup Lap 0 0. 0 0 0 0 0. 0 0 0 0 01 44. 40 33 3 2 28 26 13 11 01 0 00 -2 47 1 52 -0 04 3 36 -4. 5 3 Job No Date Designed Checked By LS 0 00 RL 0 14 RL 0 19 RL 0 10 LL 0 11 RL 0 .13 LL 0 .1.3 LL 0 .10 RL 0 03 LL 0 03 LS 0 00 Moment (f -k MidSpan Right Right Mom Loc Lap Sup 0. 00 7 59 7 29 14. 73 Page 90 Of 269 09 -6983 8/7/2009 By KL 8/ 7/2009 2 44pm 0 0 0 0 0 -0 0 0 -0 0 0 1 15 3 8.3 4 00 0.8 37 14 73 05 05 35 01 08 0.1 01 0 06 2 2 5 00 5 71 0.9 -6983 Purlin Report(S.urface= 2. Id= 5.) 5 .1 04 0 92 -0 43 -0 5.4 5 7.1 4 41 -0 4,2 11. 82 0 61 1 2.5 6 0 65 0 53 -0 82 -0 94 1 25 0 47 -1 .12 7 34 2 70 3 87 7 .1. 07 0 95 -0 92 -1. 04 3 .87 2. 52 -.2 64 12 .18 2 .19 3 50 8 0 84. 0 72. -0 4.9 -0 61 .3 50 2.46 -0 53 9 58 0 83 1 57 .9 0 69 0 57 -0 65 -0 76 1 57 0 73 -1 12 7 8.1 1 2.6 2 2.0 10 0 99 0 80 -0 61 2 20 1 0.1 1..2.1 6 90 0 10 11 .0 17 0 00 0 10 0 00 1. 17 0 00 STRENGTH /DEFLECTI.ON Span Shear(k Id Loc Calc Allow UC Loc 1 RS -0 2 RL -0 3 RL -0 4 RL -1 5 LL 0 6 RL -0 7 LL 0 8 LL 0 9 RL -0 1.0 LL 0 11 LS 0 10 80 82 22 92 82 95 72 65 80 17 .3 3 3 10 10 3 .3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR. 5 PURLIN ANALYSIS. Customer Project Location Size 96 96 96 93 93 96 96 96 .96 96 .96 0 0 0 0 0 0 0 0 0 0 0 0.3 20 21. 11 08 2.1 24 1.8 16 20 04 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x RS MS RL MS LL RL MS LL RL MS LS Span Lap_Shear(k Shear_Ratio Id Left Right Left Right 2 0 43 0 20 3 0 43 1 09 0 2,0 0 .3.5 4 0 79 1 07 0 36 0 3.5 5 1. 07 0 20 0 35 0 09 6. 0 27 0 73 0 09 0 33 7 .0 73 0 66 0 33 0 30 .8 0 66 0 29 0 30 0 13 9 0. 29 0 41 0 13 0 1.9 .10 0 41 0 1.9 0 06 -2. 47 3 .83 -4 5 3 4 41 2 70 -2. 64 2. 46 1 2.6 -.1 21 O. 10 LOAD COMBINATION #16 DL +CL +SL -1 OAUX1 Moment(f -k Calc Allow UC .9 .3.0 9 30 9 00 14..1.9 13 70 9 30 9 30 9 30 9 30 9 30 .9 30 Job No Date Designed By KL Checked By Page 91 Of 269 09 -6983 8/7/200 8/ 7/2009 2 44pm Mom +Shr Deflection(in) Loc UC Calc Allow 0 0.1 LS 0 00 0 05 0 27 RL 0 06 -0 22 0 42 RL 0 21 0 08 0 32 RL 0 0.9 -0 71 0 32 LL 0 10 0 0.5 0 .29 RL 0 .13 -0 05 0 28 LL 0 13 -0 35 0 26 LL 0 1.0 0 00 .0 14 RL 0 04 -0 0.6 0 13 LL 0 .05 -0 03 0 01 LS 0 00 0 01 0• 09 -6.983 Span Left Id Sup 1 0 00 2 0 65 3 0 96 4 2 11 5 1 6.8 6 1 0.5 7 .l 74 8 1 36 .9 .1..16 .1.0 .l 05 .11 .0 .17 STRENGTH /DEFLECTION Span Shear.(k I.d Loc Calc Allow UC 1 2 3 4 5 6 7 8 .9 1.0 11 RS RL RL RL LL RL LL LL RL LL LS Shear (k Left Right Lap Lap -0 81 0 77 -1 42 1. 92 -1 98 1. 49 -0 70 0 86 -.1.33 1 .5.5 -.1 50 1 17 -0 81. 0 97 -1 00 0 86 10 8.1 42 98 49 3.3 55 17 00 86. 17 3 3 3 .10 .10 3 3 3 3 3 3 LAP BOLT SHEAR /BEARING Bolt 0 500 (GR 5 Customer Project Location 96 96 96 93 93 96 96 96 96 96 96 Size P.urlin Report(Surface= 2 .Id= 5) 0 0 0 0 0 0 0 0 0 0 0 Right Sup 03 20 :36. 18 :14 :34 :39 29 25 22 04 Green Creek Wood Products New Headri.g with Eyebrow Port Angeles WA 26 .3 x .172 5 x 32 5 x 0 1.0 0 00 0 00 0 00 0 06 0 .93 0 06 -2 35 7 42 .1 .3.9 2 54 1. 61 2 54 .1 39 -0 67 6 7.1. 6 40 8 42 2 17 .8 42 5. 73 -7 25 14 82 6 42 .9 1.8 -0 89 .9 18 7 07 -0 7.1 .11 78 1 00 2 05 -1 5.2 2. 0.5 .0 7.8 -1 80 7 35 4 39 6 29 1 69 6 29 4. 10 -4 .30 12..1.9 3 53 .5 65 1 00 5 65 3 97 -0 7.9 9.5.0 1 50 2 70 1 1.9 2. 7.0 1 28 -.2 02 8 14 1 50 2 97 0 .54 2 97 1. 69 -0 92 7 3:9 0 10 0 00 0 10 0 00 .1 .17 0 00 Moment( -k Mom +Shr Deflection(in) Loc Calc Allow UC Loc UC Calc Allow RS MS RL MS LL RL MS LL MS LL LS Span Lap_Shear(k Shear Ratio I.d Left Right Left Right 2 0 48 0 22 3 0 4 1 83 0 22 0 60 4 1 33 1 72 0 61 0 56 5 1 72 0 32 0 56 0 15 6 0 4 .1 18 0 15 0 54 7 .1. 18 1. 06 0 54 0 48 8 1 06 0 51 0 48 0. 23 9 0 51 0 56 0 23 0 25 Left Left Sup Lap 0 06 -2 35 6. 40 7 25 7 07 4 39 4 30 3 .97 2.02 .1 69 0 10 .9 9 9 14 13 9 .9 9 .9 9 .9 30 30 17 19 74 30 3.0 30 30 30 3.0 0 0 0. 0 0 0 0 0 0 0 0 0.1 25 70 51. 51 4.7 46 43 22 .18 0.1 Job No Date Designed By KL Checked By Moment (f k MidSpan Right Right Mom Loc Lap Sup LS 0 00 RL 0 06 RL 0 60 RL 0 24. LL 0 27 RL 0 34 LL 0 35 LL 0 27 RL 0 09 LL 0. 08 LS 0 00 Page 92 Of 269 09 -6983 8/7/2 8/ 7/2009 2 44pm 0 0 0 1 0 0 o 0 -o 0 0 0.5 20 08 13 07 08 56 01 12 02 0.1 0.9 -6,983 9 44.44441 10 0 56 LOAD COMBINATION #27 .PURLIN ANALYSIS Span Left Id Sup 2 3 4 5 6 7 8 9 10 11 0 00 1 08 1 04 2 1.0 1. 69 1 05 1 74 1 35 1 19 0 7.2 0 10 STRENGTH/DEFLECTION 1 2. .3 4 5 6 7 8 9 .1,0 1.1 RS RL RL RL LL RL LL LL LL LL LS Purlin Report(Surface= 2., Id= .5) -1 30 0 85 -1 34. .1 91 -1 99 1 50 -0 69 0 86 -.1. 33 1 55 -1 49 1 16 -0 82 .l 00 -0 .97 0 60 .17 30 .34 .9.9 50 33 55 .16 00 60 10 3 3. 3 1.0 10 3 3. 3 3 3 3 LAP BOLT SHEAR /BEARING. Bolt 0 500 (GR 5 Customer Project Location Size 0.25 Green Cr.eek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172. 5 x 32 5 x DL +CL +SL -1 OAUX2 Shear(.k Left Right Right Lap Lap Sup Span Shear(k Id Loc Calc Allow UC Loc 96 96 96. 93 93 96 96 96 96 96 96 0 0 0 0 0 0. 0 0 0 0 0 04 3.3 34 18 .14 34 39 29 25 15 03 RS MS RL MS LL RL MS LL MS LL LS Span Lap_Shear(k Shear_Ratio I,d Left Right Left Right Left Left Sup Lap -0 17 0 0.0 0 00 0 .00 0 .10 -1 49 0 10 4..02 7 59 1 87 3 7.3 -1 53 3 73 2 47 -0 06 7 29 6 21 8 12 -2 18 8 .1.2 5 45 -7 35 .14 73 6. 50 9 2.8 -0 88 .9 2.8 7 16 -0 69 11 82 0 98 2 03 -1 52 2 03 0 76 -1 .8.1 7 34 4.40 6 30 -1 68 6. 30 4 .11 -4 3.1 12 20 3 51 5 63 -1. 01 5. 63 .3 96 -0 75 9 4.5 1 58 2 80 -1. 16 2 80 .1. 34 -2 16 8 33 1 17 2 6.0 -0 2.6 2 60 .1 72 -.0 3.3 .8 1.8 0 06 0 00 0 06 .0. 00 .1 .17 0 00 Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 4 6 7 7 4 4 3 2. 1 0 10 01 21 35 16 40 3.1 96 .16 72 06 9 9 9 14. .13. .9 .9 9 9 9 9 30 30 00 1.9 70 30 30 30 30 .30 30 0 0 0 0 0 .0 0 0 0 0 0 0.1 4.3 69 .52 52 47 46 43 23 19 01 Job No Date Designed By KL Checked By LS 0 00 RL 0 1.5 RL 0 56 RL 0 24 LL 0 27 RL 0 34 LL 0 35 LL 0 27 LL 0 08 LL 0 06 LS 0 00 Page 9 Of 269 0 -6983 8/7/2009 8/ 7/2009 2 44pm Moment(.f -k MidSpan Right Right Mom Loc Lap Sup 0 0 0 1 0 0 0 0 0 0 0 08 36 13 15 07 0.8 57 02 14 0.1 00 0.9 -6983 2 0 70 0 32 3. 0 70 .1 77 0 .32 0 58 4 1 .2.8 1. 74 0 58 0 57 5 1 74 0 32 0 57 0 15 6 0 44 1 .18 0 14 0 54 7 1 1.8 1 06 0 54 0 4.8 8 1 06 0 52 0 48 0 24 9 0 52 0 4.9 0 24 0 22 .10 0 49 0 22 DEFLECTION LOAD COMBINATION .1 LL Span DEFLECT.ION(in) Id Calc Allow. Ratio .1 0 05 2 -0 22 1 44 0 15 3 0 0.8 .1 44 0 Ob 4 -0 7.1 2 40 0 3.0 .5 0 0.5 1 44 0 03 6 -0 05 1 44. 0 03 7 -0 35 1 .92 0 .18 .8 0. 02 .1 32 0 01 9 -0 08 1 32 0 06 .1.0 -0 01 0 .89 0 01 .11 0 01 LOAD .COMBINATI.ON 2 SL +Drift +Slide Span DEFLECTION(in) Id Calc Allow Ratio 1 0 06 2 -0 27 1 44 0 1B 3 0 10 1 44 0 07 4 -0 8.9 2 4.0 0 37 5 0 06 1 44 0 04 6 -0 06 1 44 0 04 7 43 1 92 0 23 8 0 01 1 32 0 01. 9 -0 10 1. 32 0 07 1.0 -0 01 0 8.9 0 01 21 0 0.1 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172. 5 x 32 5 x Job No Date Designed By KL Checked By Page .94 Of 269 0.9 -6983 8/7/2009 Purlin Report(Sur.face= 2., Id= 5) 8./ 7/2009 2 44pm 09 -69.83 LOAD .COMBINATION 3 0 6DL +LL +0 7WP1 .Span DEFLECT,ION(in) Id Calc Allow Ratio l 0 08 2 -0 36 2 16 0 17 3 0 14 2 .16 0 06 4 -.1 17 3 60 0 32 5 0 08 2 .16 0 03 6 -0 08 2 16 0 04 7 -0 57 2. 8.8 0 20 8 0 01 1 98 0 01 9 -0 13 .1. 98 0 06 10 -0 02 1 34 0 01 1.1 0 01 LOAD COMBINATION 4 0 6DL +SL +0 7WS.1 Span DEFLECTION(in) Id Calc Allow Ratio .1. -0 01 2. 0 05 2 1.6 0 03 .3. -0 02 2 16 0 01 4 0 14 3 60 0 04 5 -0 01 2. 1.6 0 .00 6 0 01 2 16 0 00 7 0 07 2 88 0 02 .8 0 00 .1 98 0 00 9 .0 0.1 1. 98 0 01 10 0 00 1 34 0 00 .11 0 00 09-6983 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Job No 0.9 -698.3 Date 8/7/2009 Designed By KL Checked By Purlin Repor.t(Surface= 2, Id= .5) 8./ 7/2009 2 44pm Purlin Report(Extension= 1 Top) 8/ 7/2009 2 4.4pm EAVE EXTENSION TOP .PURLIN Wall. Id 2 Extension Id 1 Bay Start 6 Bay End 6 Extension Wid= 7 83 Page 95 Of 269 09 -6983 PURLIN LAYOUT Bay Span Purlin Id Id Part 1 .1.0Z12 0 50 2 62 0 2 3 .1 6 2 6 2 102.12 24. 00 2. 62 .1 2 149 8 299 5 3 102.12 0 50 2 62 0 2 3 .1 6 2 LOAD COMBINATION 1 DL +LL PURLIN ANALYSIS STRENGTH /DEFLEC.TI.ON LOAD COMBINATION 2 DL +SL .P.URLIN ANALYSIS Page 96 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 26 3 x 172 5 x 32 5 x Checked By Purlin Repor.t(Extension= 1, Top) 8/ 7/2009 2 44pm Span Lap(ft) Load No No Unit Total (ft) Left Right Width Brace Row. Weight Weight .Total(lb)= 312.0 Purlin DL= 2 38 (psf Shear.(k Moment(f-k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 -0 04 0 00 0 0.0 0 0.0 0 01 2. 0 86 -0 86 0 0.1 -.5 .15. 12. 00 0 0.1 3 .0 .04 0 00 .0 01 0 00 0 50 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 04 1 93 0 00 RS 0 01 14 19 0 0.0 LS 0 00 0 0 2 RS -0 86.10 93 0 08 MS -5 15 14 19 0 36 LS 0 00 -0 68 3 LS 0 04 10 93 0 00 LS 0 0.1 .14 .19 0 00 LS 0 00 0 05 Shear(k Moment(f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 0.9 -698.3 1 0 00 2 1 80 3 0 07 STRENGTH /DEFLECTION Customer Project Location Size Purlin Report(Extension= 1 Top) 8 7/2009 2 44pm -0 07 -.1 .80 0 00 0 00 0 02 0 02 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 .07 10 .93 0 01. RS 0 02 .14 19 0 00 LS 0 00 0 09 2 RS -1.80 10 93 0 16 MS -.10 76.14. 19 .0 76 LS 0 00 -1. 3 LS 0 07 10 .93 0 01 LS 0. 02 14. 19 0 .00 LS 0 00 0 09 LOAD COMBINAT.I.ON 3 DL +0 75LL +0 7.5WP1 PURLIN ANALYSIS. Shear(k Moment (f -k Span Left Left Right Right Left. Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 .0 00 -0 03 0. 0.0 0 00 0 00 0 0.1 2 0 70 -0 70 0 01 -4 21 .1.2. 00 00 01 3 0 03 0 0.0. .0 01 0 00 0 50 0 00 STRENGTH /DEFLECTION Span Shear(k Moment.(f -k Mom +Shr Deflection(in) I.d Loc Calc Allow UC Loc Calc Allow UC Lac UC Calc Allow .1 RS -0 03 .10 93 0 00 RS 0 0.1 14 19 0 .00 LS 0 00 0 04 2 RS -0 70 10 93 '0 06 MS. -4 21 .14..19 0 3.0 LS 0 00 -0 55 3 LS 0 03 10 93 0 0.0 LS 0 01. 1.4 19 0 00 LS 0 00 0 04 LOAD COMBINATION 4 DL +0 75SL +0. 75WP PURLIN ANALYSIS Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172 5 x 32 5 x 0 00 0 00 76 12 00 0 00 0 50 Job No 09 -6983 Date 8/7/200.9 Designed By KL Checked By 0 02 0 02 0 00 Shear(k Moment(f -k Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 97 Of 269 09 -6983 1 0 00 2 1 41 3 0 06 .STRENGTH /DEFLECTION Span Shear(k Moment(.f -k Mom +Shr Deflection(inr) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0 06.10 .93 0 0.1 RS 0 01 1.4 19 0 00 LS 0 00 0 07 2 RS -1. 41 1.0 93 0 13 MS -8. 42 14. 19 0 59 LS 0 00 -1 .11 3 LS 0 06 10 93 0 01 LS 0 01 14. 19 0 00 LS 0 00 0 07 LOAD COMBINATION 5 0 6DL +WS.1 PURLIN ANALYSIS Shear(k Moment(f -k Span Left Left Right Right Left Left Mi Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 00 0 03 0 00 0 00 0 00 -.0 0.1 2 -0 80 0 .80 -.0 01 4. 78 1.2 00 -0 0.1 3 -.0 03 0 00 -0 01. 0 00 0 50 0 00 STRENGTH /DEFLECTION Span Shear(k Moment(.f -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC. Loc .Calc Allow UC Loc UC Calc Allow .1. RS 0 03 .1.0 .93 0 00 RS -0 01. 14. 19 0 00 LS 0 00 -0 04 2 RS 0 80 10 93 0 07 MS 4 78 1.0 .80 0 44 LS 0 00 0 6,3 3 LS -.0. 03 10 93 0 00 LS -0 0.1 1.4. 19 .0. 00 LS 0 00 -0 04 DEFLECT.I.ON LOAD COMBINATION 1 LL Page 98 Of 269 Customer Green Creek Wood Products Job No 09 6983 Ai i Project New Headrig with Eyebrow Date 8/7/2009 Location Port Angeles WA Size 26 .3 x 172 5 x 32 5 x Purlin Report(Extensi.on= I,• Top) 8/ 7/2009 2 44pm Span DEFLECTI.ON(in) Id Calc Allow Ratio -0 06 -.1. 41 0 00 0 00 0 01 0 01 0 00 0 00 -8 42 12 00 0 00 0 .50 Designed By KL Checked By 0 0.1 0 01 0 00 09 -6983 LOAD COMBINATION 2 SL Customer Project Location Size 1 0 03 2 -0 49 3 84 0 .13 3 0 03 Span DEFLECTION(in) Id Calc Allow Ratio 1 0 08 2 -1 23 3 84 0 32 3 0 08 LOAD COMBINATION 3 0 6DL +LL +0 7WP1 Span DEFLECTI Id Calc Allow Ratio 1 0 04 2 -0 60 5 76 0 10 3 0 04 LOAD COMBINATION 4 0 6DL +SL +0 7WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0 05 2 -0 82 .5 76 0 .1,4 3 0 05 09 -698.3 EAVE STRUT LAYOUT Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Purlin Report(Extension= .1, Top) 8/ 7/2009 2 44pm Eave Strut Repor.t(Ext.ension= .l) 8/ 7/200.9 2 44pm EAVE EXTENSION EAVE STRUT Wall Id 2 Extension .Id 1 Bay Start 6 Bay End 6 Extension Wid= 7 83 Page 9.9 Of 26.9 Job No 109 -6983 Date 8/7/2009 Designed By KL Checked By 09 -698.3 Bay Span Id Id 1 6 2. 3 STRESS /DEFLECTION Span Load Shear(.k Id Id Calc Allow UC 1 2 3 DEFLECTION 1 -0 02 3..96 0 0.1 2 -0 04. 3 96 0 01 .3 -0 02 3 .96 0 00 4 -0 03 3 96 0 01 5 0 02 3 96 0 00 1 0 .5.1 3 g6 0 .1.3 2 1. 0-7 3796. 0 27 3 0 42 3 96 0 11 4 0 84 3 96 0 .2.1 .5 -0 48. 3 96 0 12 .1 0 02 3 96 0 01 2 0 04 3 96 0 01 3. 0 02 3 .96 0 00 4 0 03 .3 96. 0 01 5 -0 02 3 .96 0 0.0 LOAD. COMBINATION 1 LL Size Eave Strut Report,(Extension= .1) Eave Span Space No Part (.ft.) (ft) Brace Weight 10Z14 0 50 1 56 10Z1.4 2.4 .00 .1 56 10Z14 0 5.0 1..5 6 Span DEFLECTION(in) Id Calc Allow. Ratio 1 0 03 2 -0 4.0 3 84 0 11 3 0 03 LOAD COMBINATION 2 SL .Span DEFLECT.ION(in) Id Calc Allow Ratio 1 0 07 2 -.1 .01 3 84 0 2b Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA 26. 3 x 172 5 x 32 5 x Total(lb)= 0 2 2 .1 207 5 0 2 2 112 0 0 01 .9 30 0 00 0 01 .9 .30 0 00 0 00 9 30 0 00 0 01 9 30 0 00. 0 0.0 .9 3.0 0 00 -3 07 9 30.0 3.3 6 41 9 0 69 2..51 9 .30 0 27 5 01. 9 .3,0 0 54 .2 85 7 2.9 0 39 0 01 9 3.0 0 00 0 01 9 3.0. 0 00 .0 00 .9 .30 0 00 0 01 9 3.0 0 00 .0 00 9 30 0 00 0 04 0 08 0 03 0 06 0 03 0 56 -1 .1 -0 46 -0 91 0 52 0 04 0 08 0 03 0 06 0 0.3 Job No Date Designed By KL Checked By Moment.(f -k .Deflect(in) Calc Allow .U.0 .Calc Allow U.0 Page 10 Of 269 09 -6983 8/7/20 8/ 7/2009 2 44pm 09 -69 3 0.9 -6983 Surf Id Area 0 07 LOAD COMBINATION 3 0 6DL +LL +0 7WP1 Span DEFLECT Id 1 2 3 Calc Allow Ratio 0 03 -0 50 5 76 0 09 0 03 Customer Green Creek Project Location Size Eave Strut Report(Extension= 1) LOAD COMBINATION 4 0 6DL +SL +0 7WS1 Span DEFLECTION(in) Id PANEL LAYOUT Surf Id Part 2 2.6 .PBR PANEL STRENGTH 1 0 05 2 -0 68 5 76 0 12 3 0 05 Calc Allow Ratio 2 Left 1 2 3 2 Center 1 2 3 2 Right 1 2 3 PANEL DEFLECTION Roof Panel Summary Type Gage Yield PR 26 00 New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Load Support_Moment(f.t- lb /ft.) Id Offset Calc Mn /.sf. Ratio 22 0 22 0 22 0 22 0 22 0 22 0 22 0 22 .0 22. 0 .5.6 4 43 1 -127 56 4 43 .l -86 5 56 4 43. .1 -127 Wood Products Job No Date Surface No Max Length Purlin Space 80. 0 26 42 5 4 41.7 160 .160 .132 160 160 132 160 160 132 4 4 4 4 4 4 4 4 4 0 35 0 27 0 .96 0 35 0. 27 0 65 0 35 0 27 0 96 24. 24 24. 2.4. 24 24. 24 2 4. 24. 7 7 7 7 7 7 7 7 7 Designed B' KL Checked By 41 31 102 -41 31. 68 41 -31 102 8/ 7/2009 2 44pm 4. 7 9 4 7 2 4 7 9 Page 1.01 Of 269 0,9 -6983 8/7/200.9 8/ 7/2009 2 44pm Midspan_Moment(f.t- lb /ft) Offset Calc Mn /sf Ratio 132 132 160 132 132 160 132 132 160 4 4 4 4 4 4 4 4 4 0 31 0 24 0 64 0 31 0 24 0 43 0 31 0 24 0 64 09 -6983 LOAD COMBINATION Load Id Description .1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL 5 WP.1 6 WS.l 09 -6983 PANEL STRENGTH PANEL DEFLECTION Customer Page10.2 Of 269 Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Location Port Angeles. WA Size 26 3 x 172 5 x 32 5 x Date 8/7/2009 Designed By KL Checked By Roof Parcel Summary 8/ 7/2009 2 44pm Surf Load Deflection(in) Id Area .I.d Offset Calc Limit Ratio 2 Left 4 24. -0 08 0 35 0 23 5 .2.4.'' -0 06 0 59 0 1.0 6 2.4. 2 0 24 0 5.9 '0 41 2 Center 4 24 -0 08 0 35 0 23 5 24 -0 06 0. 5.9 0 10 6 24 0 .16 0 5.9 0 27 2 Right 4 24. -0 0.8 0 35 0 2,3 5 24 -0 .06 0 59 0 10 6 2.4 2 0 24 0 59 0 41 Extension Panel Summary PANEL LAYOUT Ext Surface No Max Id Locate .Part Type Gage .Yield Length Purlin Space 1 Roof 26 PBR PR 26. 00 .80 0 7 86 2 3 930 Ext Load Deflection(in) Id Area Id Offset Calc Limit Ratio 1 Roof 4 2 0 -0 .11 0 .3.1 0. 35 8/ 7/2009 2 44pm Ext. Load S.uppo.r.t_Moment(,ft- 1b /.f.t) Midspan_Moment(ft- lb /ft) Id Area Id Offset Ca.l.c Mn /s.f Ratio Offset Calc Mn /sf. Ratio 1 Roof 1 .3 9 88 2 160 4 0 55 .1 6 -70 6 132 4 0 53 2 3 .9 4.0 0 .160 4 0 25 1 6 -32 0 .132. 4 0 24' 3 3 9 -43 6 132 4 0 .33 1 6 34 9 16.0 4 0 22 09 -6 09 -698.3 0.9 -698.3 LOAD COMBINATION Load Id Description 1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL .5 WP1 6. WS1 .PANEL SHEAR Vn /sf 0 0 Calc Wind 0 0 Seismic 2.1 3 DIAGONAL BRACING Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x 5 2 0 -0 04 0 52 0 08 6 2 0 0 08 0 52 .0 .15 Job No Date Designed Byl Checked Byl Page1.0.3 Of 269 09 -6.983 8/7/200.9 KL Extension Panel Summary 8/ 7/2009 2 44pm Roof Diagonal Bracing Report, 8./ 7./2009 2 44pm Brace_Tension(k Bay Brace_Loc Diag_Brace Wind Seismic Max Id Start End Type Size Part Calc Pn /sf Calc Pn /s 00 KL /R 1 0 00 1.3 13 R 0 .5.00 1/2 ROD 0 00 3 79 0 48 4 54 0 11 .13 13 26 3,3 R 0 500 1/2 R0.D 0 00 3 7.9 0 48 4 .54 0 .11 2 0 00 1.3 13 R 0 500 1/2 ROD 0 00 3 79 0 4.9 4 54 0 .11 .1.3. 13 26 33 R 0 500 1./2 ROD 0 00 .3. 79 0 4.9 4 54 0 .11 4 0 00 13:.1,3 R 0 .500 1/2 ROD 0 .00 3 79 0 4,9 4 54 0 11 .13 13 26 .33 R 0 500 1/2 ROD 0 0.0 .3. 79 0 49 4 54 0 .11 5 0 00 13 13 R 0 50.0 1/2 ROD 0 00 3. 79 0 49 4 54 0 1.1 13 13 26 33 R 0 500 .1/2 ROD 0 00 3 79 0 4.9 4 54 0 11 7 0 00 13 13 R 0 500 1/2 ROD 0 00 .3 79 0 51 4 54 0 11 13 .13 26 33 R 0 50.0 1./2 ROD 0 00 3 79 0 5.1 4 54 0 1.1 8 0 00 13 1.3 R 0 500 1/2 ROD 0 00 3 79 0 51 4 54 0 11 13 1.3 26 33 R 0 500 1/2 R0.D 0. 0.0 3. 79 0 5.1 4 54 0 11 Sidewall Diagonal Bracing Report 8/ 7/2009 2 44pm •0 09- 6 PANEL SHEAR Wall Base Wind Seismic Id Length Calc CaJc Vn /sf 09 -69 Sidewali Diagonal Bracing Report 8/ 7/2009 2 4 2 0 0 1000 .1000 1.00 0 4 .134 5 29 8 70 7 100. 0 DIAGONAL BRACING BASE REACTIONS EAVE DEFLECT.I.ON Wall Wall Deflection Id Height Wind Seismic Limit 2 34 7 0 1.0 0 23 .18.12 4 32. 5 0 .12 0 28 1391 PANEL SHEAR Ext --Panel Shear- Id Calc Allow 1 0 0,1 0 00 WIND BRACING Ext Wall Bay Page104 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 2,6 3 x .172 5 x 32. 5 x Checked By Brace_Tens.ion(k Wall Bay Brace_Lo.c Diag_Brace Wind Seismic Max Id Id Bot Top Type Size Part Calc Pn /sf talc Pn /sf UC KL /R 2 3 0. 0 34 7 R 1. 000 1 ROD 6 1 .15 04. .14 54 18 05 0 8.1 4 7 0 0 32 5 R 0 875 7/.8 ROD 5 73 11 51 13 .58 13 82 0 98 Wall Bay Col Wind_Max Seismic_Max Id Id Id Horz Vert( Horz Vert( 2 3 3. -4. 13 4. 5.2 -6..38 6 97 2 3 4 4 .13 4. 52 6 38 6 97 4 7 7 -4 01 4.09 -6.18 6.30 4. 7 8 4 0.1 4. 09 6 18 6 .3.0 Extension Diagonal Bracing Report 8/ 7/2.00 2. 4.4pm Brace_T Dia3 Brace Wind Seismic Max SSM. Gov .SS. gateo .WS 0.9 -6.983 09 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x .172 5 x 32 5 x Job No Date Designed By Checked By Page 105 Of 269 09 -6983 8/7/2009 KL Extension Diagonal Bracing Report 8./ 7/200.9 2. 44pm Id Id .Id Type Size Part Calc Allow Calc Allow UC 1 2 6 R 0 500 .1/2 ROD 0 00 3 7.9 0 16 4 54 0 04 Braced Purlin Report 8/ 7/2009 2 44pm t Surf Brace .P.ur.l Bay Purlin Load Axial(.k Moment(f -.k Axl +Mom Ld Locate Id Id Part Id Calc Allow .U.0 Calc Allow UC UC 2. .13 1 .3 1 .10.Z14 1 0 00 9 75 0 .00 -2 1.6 9 30: 0 .23 .0 20 2 0 00 9 75 0 00 1 66. 8 62 0 .19 0 16 3 0 79 9 75 0 .0.8 -1. 03 9 30 0 .11 0 .1.8 4 0 5.9 9 75 .0 .06 -2 85 9 30 0 31 0 32 .5 0 .5.9 9 75 0 06 -3 .31 .9 30 0 36 0 37 6. 0 79 9 7.5 0 0.8 -0 .15 9 30 .0 02 0 .1.0 2 13.1 3 2 10.214 1 0. 00 9 7.5 0 .0.0 3 35 9 00 0 37 0 32 2 0 00 9 75 0 0.0 -2 58 9 30. 0 28 0 24 .3 .1 0.6 .9 7,5 0 .11 1 60 9 00 0 18 0 2.6 4 0 78 9 75 0. 08 4. 42 .9 00 0 49 0 50 5 0 78 9 75 0 .08 5 .14 .9 00 0 .5.7 0 5.7 6 1 06 9 75.0 1.1 0 23 9 00 0 03 0 .1.3 2 13 .1 3 3 10Z12 1 0 0.0 14. 04 0. 00 -3 96 14. 19 0 2.8 0 24 2 0 .00 .14 04 0 00 .3 05 12 1.1 0 25 0 21 3 0 56 .1.4. 04 0 04 -1 89 1.4 19 0 13 0 1.5 4 0 42 14 04 0 03 -5. 23..1.4.19 0 37 0 35 .5 0 42 14 04 0. 0.3 -6. 08 14 .1.9 0 43 0 40 6 0 56 14 04 0 04 -0. 28 14..1.9 0 02 0 06 2 .13 .1 3 4 10Z12 .1 0. 00 1.4 04 0 00 3 86.13 70 0 28 0 2.4 2. 0 00 1.4 04 0 00 -2 97 14 .1.9 0 21 0 18 3 0 76 .1.4 04 0 05 1 84 13 70 0 13 0 17 4 0 57 14. 04 0 04 5 0.9 13. 70 0 37 0 36 5 .0 .57 14 04 0 04 .5 91 13. 70 0 43. 0 41 6 0 76 1.4 04 0 .0.5 0 27 13 .55 0 02 0 07 2 13.1 3 5 1.0.Z14 1 0 .00 9 75 0 00 2 37 9 30 0 25 0 22 2 0 00 9 7.5 0 00 -1 82 .9 30 0 20 0 .17 3 0. 82 9 75 .0 .08 1 13 9 .30 0 .12 0 1.9 4 0 61 9 7.5 0 06 3 .13 9 3.0 0 34 0 35 5 0 61 9 75 .0 06 3 6.3 9 .30 0 39 0 4.0 6 0 82 9 7.5 0 08 0 17 9 00 0 02 0 1.0 2 13.1. 3 6 10Z14 .1 0 0.0 .9 75 0 00 -2 32 .9 30 0 25 0 21 2 0 00 9 75 0 00 1 79 8 98 0 2.0 0 17 3 0 34 9 75 0 03 -1 10 9 30 0 12 0 14 4 0. 25 .9 75 0 03 -3 06 .9 30 0 33 0 3.1 5 0.25 9 75 0 03 -3 55 9 30 0 3.8 0 35 6 0 34 .9 75 0 03 -0 1.6 .9 30 0 02 0 05 2 .13 1 3 7 10Z14 1 0 00 9 75 0 0.0 .2.1.4 .9 30 0 23 0 20 2 0 00 9 75 0 00 -1 65 .9 30 0 18 0 15 09 -6983 Braced Purlin Report 2 .13 1 3 8 .10214 0.9 -6983 13.1 3 .9 10Z14 Wall Bay Eave Id Id Part 2 1. 10Z14 2. 2 1.0Z14 2 3 10Z14 Added Eave Strut. 2 3 1.0214 Customer Project Location Size Green Creek Wood Products New Headr with Eyebrow Port Angeles WA 26 3 x .172 5 x 32. 5 x 3 0 7.9 4 0 5.9 5 0 .5.9 6 0 7.9 1. 0 00. 2 0 00 3 0 7.9 4 0 5.9 .5 0 5.9 6 0.79 .1 0 .00 2 0 CO .3 0 .3.4 4 0.25 5 0 2.5 6 0. 34 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 Eave Strut Report(Wall= 2) Load Axial(.k Id Calc Allow UC 1. 2 4.1 2 2 41. 3 1 41 4 1 05 .5 1 05 6 1 4.1 1 2. 4.1 2 .2 4.1 3 2. 63 4. 1 9.5 5 1 95 6 2 63 .1 1 2.1 2 1 2.1 3 3 5.9 4 2 67 5 2. 67 6 3 5.9 1 1 .21 2 .1 2.1 3 3 59 4 2 67 5 2.67 6 3 59 9 9 16 16 1.6 16 9 9 16 1.6 16 .16 .9 9 1.6 .16 16 16 14 14 2.4 2.4 2.4 2.4 75 75 58 58 58 58 75 75 58 5.8 58 58 7.5 7.5 5.8 5.8 58 58 .0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 31 0 31 0 32 0 32 0 32 0 32 0 25 25 0.9 06 06 0.9 25 25 1.6 .12 12. .16 .12 12 22 1.6 1.6 22 08 0.8 15 11 1.1 .1.5 75 75 75 7,5 75 75 7.5 75 75 75 75 75 75 75 7.5. 75 0 0 0 0 0. 0 .0 0 0 0 0 0. 0 0 0 0 0 0 .0 .0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 08 06 06 08 00 00 08 06 06 08 00 00 03 03 03 03 00 00 00 00 00 00 00 00 00 0.0 00 00 00 00 00 00 0.0 00 1. 02 2 82 3 28 0 15 1.09 0 84 0 52 -1 44 -1. 67 0 08 0 9.1 0 70 0 43 1 20 1 40 0 06 9 9 15 15 15 15 .9 .9 .15 .1.5 15 15 9 9 15 15 .15 15 Job No Date Designed By Checked By 30 30 81 81 81 8.1 .30 30 8.1 81 81 81 3.0 30 81 81 81 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8/ 7/2.009 2 44pm 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 30 30 3.0 17 30 30 30 30 3.0 3.0 30 30 30 30 30 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8/ 7/2.00.9 2 44pm Moment(f -k Axl +Mom .Calc Allow UC UC 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Page106 Of 269 09 -6983 8/7/2009 KL 11 30 35 02 .12 09 06 15 18 0.1 10 08 05 .13 .15 01 25 25 .09 06 06 09 25 25 16 12 12 1.6 12 12 22 16 16 22 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.8 32 36 10 10 08 13 19 2.1 0.9 0.8 06 .07 .14 1.5 04 09 -6983 2 4 10114 2 5 102.14 2 6 .10212 2 7 10.21.4 2 8 10Z14 09- 6.983. 9 10Z14 EAVE LAYOUT Customer Location 1 2 41 2 2 4.1 3 6 16 4, 4 58 5 4 58 6 6 16 1 2 4.1 2 2 41 .3 4 94 4 3 67 5 3 67 6 4. 9.4. .1 2 41 2 2 41 3 3 72 4 2 77 5 2 77 6 3 72 1 2 41 2 2 41 3 2 91 4. 2 16 5 2 16 6 2 91 1 2. 41 2. 2 4.1 3 1 74 4 1 29 5 1 29 6 1 74 1 2 41 2 2 4.1 3 0 57 4 0 42 5 0 42 6 0 57 EAVE STRUT Wall I.d Page 1 Of 269 Green Creek Wood Products Job No 109 -698 Project New Headrig with Eyebrow Port Angeles WA Size 26 3 x .172 5 x 32 5 x Eave Strut Report(Wall= 2.) .9 9 1.6 16 16. .16 9 9 16 .16 16 .1.6 14 14 23. 2.3 23 23 9 9 1.6 16 16 16 9 9 .1.6 16 .1.6 .16. 9 9 .1.6 16 16 16 75 7.5 .58 58 58 .58 75 75 58 58 .5.8 58 04 0.4 87 .87 87 87 75 75 58 58 58 .58 7.5 75 58 58 58 58 75 75 58 58 58 58 Eave Report(Wall= 2) 2 25 25 37 28 28 37 25 25 30 22. 22 30 17 .17 .16 12 .12 16 25 25 18 1.3 13 18 25 25 10 08 08 10 25 25 03 03 0.3 03 0 0 0 0 0 0 0 0 0 0 0 0 4 3. -2 5 -1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00 00 00 0.0 00 00 00 00 00 .00 00 00 29 30 04 66 99 3.0 00 00 .00 00 00. 00 00 00 00 00. 00 00 00 00 00 00 00 00 9 30 9 3.0 15 81 .1.5 81 15 81 15 81 .9 30 .9 30 .15 81 .15 81 1.5 81 15. 81 14 .19 1.0 96 .24 12 24. 12 24. 12 2.4 12 9 30 9 30 15 81 15 .81 15 81 1.5 81 9 30 9 30 1.5 8.1 15 81 15 8.1 15 81 9 .30 9 30 .15 81 15 81 15 8.1 15 81 Date 1 8/7/2009 Designed By KL Checked By 8/ 7/2009 2 44pm 00 00 00 00 00 00 00 00 00 00 00 00 30 30 08 23 08 0.1 00 00 00 00 00 0.0 00 00 00 00 00 00 00 00 00 00 00 00 0 2.5 0 25 0 37 0 2.8 0 28 0 37 0 25 0 25 0 30 0 22 0 22 .0 30 0 49 0 49 0 2.4 0 35 0 2.0 0 .17 0 2.5 0 25 0 18 0 13 0 13 0 1.8 0 25 0 25 0 10 0 08 0 08 0 .10 0 25 0 25 0 03 0 03 0 03 0 03 8/ 7/2009 2 44pm Customer Project Location Size l .10 Z 1.4 1. 17 1 2 10Z14 .17 83 2 3 10.Z14 17 67 3 4 10Z14 29 67 4 5 1.OZ.14 17 6.7 5 6 10Z14 .17 67 6 7 10Z12 23 67 7 8 .10Z14 16 17 8 9 10Z14 .16. 1.7 9 .10 10Z14 1.1 00 1.1 10Z14 1 17 LOAD COMBINATION 1 DL +CL +LL EAVE ANALYSIS Green Creek Wood .Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172, .5 x 32 5 x Page 10 Of 2 Job No 09 6983 Date 8/7/2009 Designed By KL Checked By 0.9 -6983 Eave Report(Wa1.l= 2.) 8/ 7/2009 2 44pm Bay Span Eave Span Lap(ft) Load No No Unit Total Id I Part (ft) Left Right Width Brace Row Weight Weight 0 0.0 0 1. 5 2 5 2 0. 00 .1 .1 79 9 7.9 9 0 00 .1 1 79 1. 79 1 0 00 1 1 132 9 132 9 0. 0 0 .1 .l 79 1. 7.9 .l 0 00 1 1 79 .1. 79 1 3 52 1 .1 147 7 147 7 0 00 .1. 1 72. 4 72 4 0 00 1 1 72 4 72 4 0 00 0 .1 49 3 49 .3 0 00 0 1 5 2 5 2 Total(lb)= 802 5 Shear(k Moment (f -.k Span Left. Left Right Right Left Left MidS.pan Right. Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .1. 0 00 0 0 0 00 0 00 0 58 .0 00 2 0 00 0 00 0. 00 0 0.0 8 92 0 00 3 0 00 0 00 0 00 0 00 8 83 0 00 4 .0 00 0 00 0 00 0 00 1.4. 83 0 00 5 0 00 0 00 0 00 0 00 8 .83 0 00 6 0 00 0 00 0 00 0 00. 8 .83 0 00 7 .1 14 -1.14 0 00 -6 73 1.1 83 0 00 8 .0 00 0 CO 0 00 0 00 8. 08 0 00 .9 0. 00 0 00 0 00 0 00 8 08 0 00 10 0 00 0 00 0 .00 0 0.0 .5 50 0 CO .11 0 .00 0 00 0 00 0 0.0 0 58 0 00 STRENGTH /.DEFLECT.ION Span Shear(k Moment.(.f -.k Mom +Shr .Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0 00 3 96 0 00 LS 0. 00 9 30 0 00 LS 0 00 0 00 2. LS 0 00 3 96 0 00 LS. 0. 00 9 .3.0 0 00 LS 0 00 0 00 .3 LS 0 00 3 96 0 00 LS 0 00 .9 30 0 0.0 LS 0 00 0 00 4. LS 0 00 3 26 0 00 LS 0 0.0 9 30 0 00 LS 0 00 0 CO 0.9 -6.983 5 LS 6 LS 7 LS 8 LS _9 LS .10 LS .11 LS EAVE ANALYSIS Span Left Id S.up 1 0 2 0 3 0 4 .0 5 0 6 .0 7 1 8 0 9 0 1 0 11 0 1 LS 2 LS 3 LS 4 LS 5 LS 6 LS 7 LS 8 LS 9 LS 10 LS 11 LS 00 00 00 00 00 00 34 00 00 00 00 0 0 0 0 0 0 1 0 0 0 0 0 00 0 00 1 .14 0 00 '0 Q0 0 00 0 00 LOAD COMBINATION 2 STRENGTH /DEFLECTION Eave Repor.t(Wall= 2) 3 96 0 00 3 96 0 00 10 93 0 10 3 96 .0 00 3 96 0 00 3 96 0 00 3 96 0 00 Shear(k Left Right Right Lap Lap Sup .Span Shear(k Id Loc Calc Allow UC Loc 00 00 00 00 00 00 34 00 00 00 00 3 3 3 3 3 3 10 3 3 3 3 Customer Project Location Size 96 96 96 96 96 96 93 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -1 0 0 0 0 00 00 00 00 00 00 12 00 00 00 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x LS LS MS LS LS LS LS 0 0.0 0 00 -6 73 0 00 0 00 0 00 0 00 DL +.CL +SL +D.rif.t +Slide 00 0.0 00 00 00 .00 3.4 00 00 00 00 LS LS LS LS LS LS MS LS LS LS LS 9 3.0 0 9 30 0 14 19 0 9 3.0 0 9 30 0 9 .30 0 9 3.0 0 Left Left S.up Lap 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0.0 0 0.0 0. 00 0. 00 00 00 4.7 00 00 0.0 .0.0 LS LS LS LS LS LS LS 0 00 0 58 0 00 8 92 0 00 8 83 0 00 14 .83 0 00 .8 83 0. 0.0 8 83 -7 96 11 83 0 0.0 8 08 0 00 8 08 0. 00 .5 50 0 00 0 58 Job No Date Designed By Checked By Pag Of 2 09 -6983 8/7/2009 KL 8/ 7/2009 2 44pm 0. 00 0 00 0 00 0 00 0 00 -0 86 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment(f -k Mi Right Right Mom Loc Lap Sup 0 00 9 30 0 0 LS 0 00 0 00 0 00 .9 30 0 00 LS 0 0 0 00 0 00 9 30 0 0 LS 0 00 0 00 0 00 9 30 0 .00 LS 0 00 0 00 0 00 9 3 0 00 LS 0 00 0 00 0 00 9 .30 0 00 LS 0 00 0 00 -7 96 14 1 0 56 LS 0 00 -1 02 0 00 9 30 0 00 LS 0 00 0 00 0 00 9 30 0 00 LS 0 00 0 00 0 00 9 30 0 00 LS 0 00 0 00 0 00 9 30 0 00 LS 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment(f -k Mom +Shr Deflection(in) Calc Allow U.0 Loc UC Calc Allow 09 -6 EAVE ANALYSIS Span Left Id Sup 1 0 2 0 3 0 4. 0 5 0 6 0 7 1 .8 .0 9 0 10 .0 11 .0 00 00 00 00 00 00 44 00 00 00 00 STRENGTH /DEFLECTION Span Id 1 2 3 4 5 6 7 8 9 1 11 EAVE ANALYSIS Shear(k Loc Calc Allow LS. LS LS LS LS LS LS LS LS LS LS 0 0 0 0 0 0 1 0 0 0 0 00 00 00 00 00 00 44 00 00 00 00 3 3 3 3 3 3 10 3 3 3 3 Customer Project Location Eave Report(Wa11= 2.) LOAD COMBINATION 3 DL +CL +0 75LL +.0 75WP1 Shear Left Right Right Lap Lap Sup 96 96 96 96 96 .96 93 96 96 96 .96 0 0 0 0 0 0 0 0 0 0 0 Size 0 00 0 00 0 00 0 00 0 .00. 0 0.0. -1 44 0 00 0 00 0 00 0 00 U0 Loc 00 LS 00 LS 00 LS 00 LS 00 LS 00 LS 1.3 MS 00 LS 00 LS 00 LS 00 LS Shear(k Span Left. Left Right Right Green Creek Wood Products New Headrig w Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Left Left Sup Lap 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -8 .50 0. 0 0 0 00 0 00 0 00 LOAD COMBINATION 4 DL +CL +0 7 +0 75WP1 9 9 9 9 9 9 14 .9 .9 9 9 30 30 30 30 30 30 1.9 3.0 30 3.0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -8 0 0 0 0 00 00 00 00 00 00 60 00 00. 00 00 00 0 58 00 .8 .9 2 00 8 83 00 14. 83 0.0 8. 8 00 8 83 50 11 8.3 00 8 08 0 8 08 00 5 5.0 00 0 58 Moment(f -k Job No Date Designed By Checked By Moment(f-k MidSpan Right Right Mom Loc Lap Sup LS 0. 00 LS 0 0 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 0 0 0 0 0 0 0 0 0 0 Page 110 Of 269 0,9 -6983 8/7/2009 KL 8/ 7/2 2 44pm Moment Mom +Shr Deflection(in) Calc Allow 'UC Loc UC Calc Allow 00 00 00 00 00 00 09 00 00 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Left Left MidS.pan Right Right .aewe�:ti e 09 -6983 Id 1 2 .3 4 5 6 7 8 9 .10 1.1 STRENGTH /DEFLECTI.ON Span Shear(k Id Loc Calc Allow UC Loc 2 3 4 5 6 7 8 9 10 .11 EAVE ANALYSIS Span Left .I.d Sup 0 00 0 0 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 0 00 0 00 0 00 0 0 1 '59 -1. 59 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 LS LS LS LS LS LS LS LS LS LS LS LOAD COMBINATION 5 0 6DL +WS1 1 0 00 2 0 00 3 0 00 4 0 00 5 0 00 6 0 00 7 -1 7 Sup Lap 0 0 0 0 0 0 1 0. 0 0 0 00 00 00 00 00 00 59 00 00 00 00 Eave Report(Wa1l= 2) 3 3 3 3 3 3 10 3 3 3 3 Customer Project Location Size Lap Sup Sup Lap Mom Loc Lap .Sup 96 96 96 96 96 96 93 96 96 96 96 0 0 0 0 .0 0 0 0. .0 0 0 00 00 00 0.0 00 00 15 00 00 00 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x 172 5 x 32 5 x LS LS LS LS LS LS MS LS LS. LS LS Shear(k Left Right Right Lap Lap Sup 0 00 0 00 0 00 0 0.0 0 00 0 00 -9 42 0. 0.0 0 0.0 0 00 0 00 9 9 9 9 9 .9 .14 .9 9 .9 .9 0 0 0. 0 .0 0 0 0 .0 0 Moment(f -k Calc Allow UC 30 0 00 30 0 00 30 0 00 30 0 00 30 0 00 30 0 00 19 0 66 30 0 00 30 0 00 30 0 .00 30 0 00 00 00 00 00 00 00 42 00 00 00 00 Job No Date Designed By KL Checked By 0 5 8 92 8 8 14 83 8 83 8 83 11 8.3 8 08 8 08 5 50 0 58 8/ 7/2009 2 44pm Mom +Shr Deflection(in) Loc UC Calc Allow LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 0 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 -1 2 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment( Left Left Mi Right Right Sup Lap Mom Loc Lap Sup 0 00 0 00 0 00 0 58 0 00 0 00 0 00 8 92 0 00 0 00 0 00 8 83 0 00 0 00 0 .00 14 83 0 00 0 00 0 00 8 8 0 00 0 00 0 00 8 8 1 78 0 00 10 54 11 83 .Page.111 Of 26.9 09 -6983 8/7/200.9 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -6983 .8 0 00 .9 0 00 10 0 00 11 .0 00 S.TRENGTH /DEFLECT.ION Customer Project Location Size Eave Repor.t(Wal,l= 2) 0 00 '0 00 0 00 0 00 Span Shear(k Id Loc Calc Allow UC Loc 1 LS 0 00 .3 96 0 00 LS 2 LS 0 00 3 .96 0 00 LS 3 LS 0 00 3 96 0 00 LS 4 LS 0 00 .3 96 0 00 LS 5 LS 0 00 .3 96 0 00 LS 6. LS 0 00 .3 96 .0 00 LS 7 RS 1 78 1 0 93 0 16 MS 8 LS 0. 00 3 96 0 00 LS 9 LS 0 00 3. 96 0 00 LS 10 LS 0 00 3 .96 .0 00 LS 11 LS 0 00 3 96 0 00 LS LOAD COMBINATION 6 DL +CL +SL /2 +AUX3. EAVE ANALYSIS Span Left Id Sup 1 0 2 .0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 10 0 .1.1 0 00 00 00 00 00 00 83 00 00 00 00 STRENGTH /DEFLECTION Span Shear(k Shear(k Left Right Right Lap Lap Sup 0 0 0 0 0 0 -0 .0 0 0 0 Green Creek Wood .Products New Headri.,g with Eyebrow Port Angeles WA 2.6 .3 x 172 5 x 32 5 x 00 00 00 00 0.0 00 83 00 00 00 00 0. 00 0 00 0 00 0 00 Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 00 0 00 0 00 0 00 0 0 0 .0 0 10 54 0 00 0 00 0 00 0. 00 9 .9 9 .9 .9 9 10 .9 .9 9 .9 30 30 30 3.0 .30 3.0 96 3.0 30 30 30 Left Left Sup Lap 0 00 0 00 0. 0 0 0 00 0. 0 0 0 00 0 00 0. 00_ 0 00 0 00 0. 0 0 0 .0 0 0 0 0 0 0 0 0 0 0 00 .8 08 0 00 8 08 0 00 5 50 0 00 0 58 00 00 00 00 0 00 96 00 00 00 00 Job No Date Designed By Checked By LS 0 00 LS 0 00 LS 0 00 LS. 0 00 LS 0 00 LS 0. 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 0 00 0 58 0 00 8 92 0 00. 8 83 0 00 14 83 0 00 8 83 0 00 8 83 -4 90 .11. 83 0 00 8 08 0 00 8 08 0 00 5 50 0 00 0 58 Page 112 Of 2.69 09 -6.983 8/7/2009 KL 8/ 7/2009 2 44pm 0 0 0 0 0 0 1 0 0 0 0 00 00 00 00 00 00 35 00 00 00 00 0 00 0 00 0 00 0 00 Moment(f-k MidSpan Right Right Mom Loc Lap Sup 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment(f -k Mom +Shr Deflection(in) 09 -6983 Id Loc 1 LS 2 LS 3 LS 4 LS 5 LS 6 LS 7 RS 8 LS 9 LS 1 LS 11 LS 1 2 3 4 5 6 7 .8 .9 .10 .11 g 0 0 0 0 0 0 -0 0 0 0 0 EAVE ANALYSIS Span Left Id Sup 0 0 0 0 0 0 .0 0 0 0 .0 00 00 00 00 00 00 83 00 00 00 00 Calc Allow 00 Loc 00 00 00 00 00 00. 83 00 00 00. 00 STRENGTH /DEFLECTION 3 3 3 3 3 3 10 3 3 3 3 Customer Project Location Size E ay 96 .96 96 96 96 96 93 96. 96 96 96 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 0.8 00 00 .0 0.0 LS LS LS LS LS LS MS LS LS LS LS LOAD COMBINATION 7 .DL +SL /2 +AUX4 Shear(k Left Right Right Lap Lap Sup Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32 5 x Report(Wa11= 2) Calc Allow UC Loc UC 0. 0 0 0. 0 0 0 00 0 00 0 on 0 00 -4 90 0 00 0 00 0. 0.0 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 -0 83 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 9 .30 9 30 .9 30 9 30 9 30 9 30 14 19 9 30 9.30 .9 30 9 30 Left Left Sup Lap 0 00 0 00 0. 00 0. 0.0 0 00 0 00 0 3,5 0 00 0 00 0. 00 0 00 Job No Date Designed By Checked By KL 8/ 7/2009 2 44pm LS 0 00 0 00 LS. 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 -0 63 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 Moment( -k MidSpan Mom Loc 0 0 0 58 0 .00 8 92 0 00 8 83 0 00 14 83 0. 00 8 83 0 00 8 83 -4 90 .1.1. 83 0 00 8 08 0 00 8 08 0 00 5 .50 0 0.0 0 58 1 LS 0 00 3 96 0 00 LS 0. 00 9 30 0 00 LS 0 00 2 LS 0 00 3 96 0 00 LS 0 00 9 30 0 00 LS 0 00 3 LS 0 00 3 96 0 00 LS 0 .00 9 30 0 0 LS 0 00 4 LS 0 00 3 96 0 00 LS 0 00 9 3 0 0 LS 0 00 5 LS 0 00 3 96 0 00 LS 0 00 9 .30 0 0 LS 0 00 6 LS 0 00 3 96 0 00 LS 0 00 9 30 0 00 LS 0 00 7 RS -0 83 10 93 0 0 MS -4 90 14 19 0. 3 LS 0 00 Page 113 Of 269 09 -6983 8/7/2009 Calc Allow Right Right Lap Sup Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow 00 Loc Calc Allow UC Loc UC Calc Allow 0 00 0 00 0 00 0 00 0 00 0 00 -0 63 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -69 Eave Report(.Wa1.1= 2.) 8/ 7/2009 '2 4.4pm 8 9 1 11 LS LS LS LS LOAD COMBINATION 8 EAVE ANALYS.IS Span Left Id Sup 1. 0 00 2 0 00 3 0 00 4 0 00 5 0 00 6 0 00 7 0 83 8 0 00 9 0 00 1 0 00 11 0 00 STRENGTH /DEFLECTION 1 LS 2 LS 3 LS 4 LS 5 LS 6 LS 7 RS 8 LS 9 LS 10 LS 11 LS LOAD COMBINATION 9 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 2.6 .3 x 172 5 x 32 5 x 0 00 3 96 0 00 LS 0 00 9 30 0 00 LS 0 00 0 00 3 96 0 00 LS 0 00 9 .30 0 00 LS 0 00 0 00 3 96 0 00 LS 0 00 9 30 0 00 LS 0 00 0 00. 3 96 0 00 LS 0 00 .9 3 0 .00 LS 0 00 DL +CL +SL /2 +AUX5 Shear(k Left Right Right Lap Lap Sup 0 00 0 00 0 00 0 00 0 00 0 00 -0 .83 0 00 0 00 0 00 0 0 Span Shear(k I.d Loc Calc .Allow UC Loc 0 00 3 96 0. 00 LS 0 00 .3 .96 0 00 LS 0 00 3 96 0 00 LS 0 00 3 96 0 00 LS 0. 00 3 .96 0 CO LS 0 00 3 96 0 00 LS -0 83 1 .93 0 08 MS 0 00 3 96 0 00 LS 0 00 3 .96 0 00 LS 0 00 3 96 0 00 LS 0 00 3 96 0 00 LS DL +CL +SL /.2 +AUX6 Left Left Sup Lap 0 00 0. 0.0 0 00 0 00 0 0.0 0 00. 0 CO 0 0.0 0 00 0. 00 0 0.0 Job No Date Designed By KL Checked By 0 00 0 58 0 00 8 92 0 00 8 83 0 00 .14 83 0 00 8 83 0 00 8 83 -4 .90 11 83 0 00 8 08 0 00 8 08 .0 0.0 .5 50 .0 00 0 .5 Pagell.4 Of 269 .09- 6.98.3 8/7./200.9 0 00 0 00 0 00 0 00 Moment(.f =k MidSpan Right Right Mom Loc Lap Sup 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment(f-k Mom +Shr .Deflection(in) Calc Allow UC Loc UC 0 00 9 30 0 00 LS 0 00 0 00 9 30 0 00 LS 0 00 0 00 9 3 0 00 LS 0 00 0 00 9 3 0 00 LS .0 00 0 00 .9 30 0 00 LS 0 00 0 00 .9 30 0 00 LS 0 00 -4 90 14 19 0 35 LS 0 0 0 00 .9 30 0 00 LS 0 00 0 00 9 30 0 00 LS 0 00 0 00 9 30 0 00 LS 0 00 0 00 9 30 0 00 LS 0 00 Calc Allow 0 00 0 00 0 00 0 00 0 00 0 00 -0 63 .0 00 0 00 0 00 0 00 09 -6983 EAVE ANALYSIS Span Left Id Sup 1 0 2 0 3 0 4 0 .5 0 6 0 7 0 8 0 9 0 1.0 0. .1.1 0 LS LS LS LS LS LS RS LS LS LS LS 00 00 00 00 00 00 83 0.0 00 00 00 STRENGTH /DEFLECTION Customer Project Location Size Eave Shear(k Left Right Right Lap Lap Sup Report(Wal1= 2) 0 0 0 0 0 0 -0 0 0 0 0 00 00 00 00 00 00 83 00 0 00 00 Span Shear(k Id Loc Calc Allow UC Loc 1 0 00 .3 96 0 00 2 0 0 3 96 0 00 3 0 00 3 96 0 00 4 0 00 3 96 0 00 5 0 00 .3. 96 0 00 6 0 00 3 96 0 00 7 -0 8 10 9 0 0 8 0 00 3 .96 0 00 9 0 00 3 96.0 00 10 0 00 3 96 0 00 11 0 00 3 96 0 00 LS LS, LS LS LS LS MS LS LS LS. LS. LOAD COMBINATION #10 DL +CL +SL /2 +AUX7 EAVE ANALYSIS Span Left Id Sup 1 0 00 Shear(k Left Right Right Lap Lap Sup Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x .172 5 x 32. 5 x 0 00 Left Left Sup Lap 0 00. .0 00 0 00 0 .00 0 00 0. 00 0 00 0. 0 0 O .0 0 0. 0.0 0 00 Moment.(f. -k Calc Allow UC 0 0.0 9 30 0 0.0 LS 0 00 0 00 0 00 9 .3.0 0. 0.0 LS 0. 00 0 00 0 0.0 .9 30 0. 0.0 LS 0 00 0 00 0. 00 9 30 0 00 LS 0 00 0 00 0 00 9 30 0 00 LS 0 00 0 00 0 00 9.30 0 .00 LS 0 00 0 00 -4 90 14 19 0 .35 LS 0 00 -0 63 0 00 9 .30 0 00 LS 0 00 0 00 0 00 .9 30 0. 00 LS 0 00 0 00 0 0.0 .9 30 0 00 LS 0 00 0 00 0. 00 .9 30 0. 00 LS 0 00 0 00 Left Left Sup Lap 0. 00 Moment. (f -k MidSpan Right Right Mom Loc Lap Sup 0 00 0 58 0 00 8 92 0 00 8 83. 0 00 14 8,3 0 00 .8. 83 0 0.0 8 83 -4 90 11 83 0 .00 8 08 0 00 8 08 0 00 5 50 0 00 0 .58 Moment(f -k MidSpan Right Right Mom Loc Lap .Sup 0 00 Job No Date Designed Byl KL Checked By Page11.5 Of 2.69 .09 -6983 8/7/2009 8/ 7/2009 2 44pm 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Mom +Shr Deflection(in) Loc UC Calc Allow 0 58 0 00 09 -6983 2 0 00 3 0 00 4 0 00 .5 0 00 6 .0 00 7 1 35 8 0 00 9 0 00 1.0 0 00 .11 .0 00 STRENGTH /.DEFLECTION EAVE ANALYSIS Span Left Id Sup .1 0 2. 0 .3 0 4 .0 5 0 6 0 7 1 8 0 9 .0 1.0 0 00 00 00 00 00 00 3.5 00 00 00 CustomSr Project Location Size Eave Report(Wal.l= 2) Span Shear(k Id Loc Calc Allow UC Loc 1 LS 0 00 3 .96 0 00 LS. 2 LS 0 00 3 96 0 00 LS 3 LS 0 00 3 96 0 00 LS 4 LS 0 00 3 96 0 00 LS 5 LS 0 00 3 96 0 00 LS 6 LS. 0 00 3 .96 0 00 LS 7 LS 1 35 10 93. 0 .12 MS. 8 LS 0 00 .3 96 0 00 LS. 9 LS 0 0.0 3 96 0 00 LS. 10 LS 0 00 3 .96 0 00 LS 1 LS 0 00 3. 96 0 00 LS LOAD COMBINATION #11 DL +CL +SL +AUX8 Shear(k Left Right Right Lap Lap Sup Green Creek Wood .Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172. x 32 5. x 0 00 0 00 0 .00 0 00 0 0 0 00 0 00 0 00 0 00 0. 00 -1 .35 0 00 0 00 0 00 0 00 .0 00 0 00 0. 00 0 00 0 00 Moment( -k Mom +Shr Deflection(in) Calc Allow .00 Loc 00 Calc Allow 0 0 .0 0 0 0 7 0 0 0 0 00 00 00 00 00 00 9.8 00 00 0 00 0 00 0 00 0 00 0 00 0 0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 -1.3 0 00 0 00 0 00 0 00 0 00 0 00 0. 00 9 9 .9 9 .9 .9 14 .9 .9 9 9 30 30 3.0 .30 30 30 .19 .30 30 3.0 30 Left Left Sup Lap 0 0 8 92 0. 00 8 83 0 00 14 83 0 00 8 83 0 0 8 83 -7 .98 11 83 0 00 8 08 0 00 8 08 0 00 5 50 0 00 0 58 0 00 0 00 0 00 0. 00 0 00 0 00 0 56 0.00 0 00 0 0 0 00 Moment(f -k MidSpan Mom Loc 0 00 0 58 0 00 8 .92 0. 00 8 83 0 .00 14 83 0 00 8 83 0 00 8 83 -7 98 11 83 0 00 8 08 0 00 8 08 0 00 5 50 Job No Date Designed By KL Checked By Page116 Of 2.69 .09 -698,3 8/7/2009 8/ 7 2 44pm LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 -1 02 LS 0 00 0 00 LS 0 00 0 00 LS 0 00 0 0 LS 0 00 0 0 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Right Right Lap Sup 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -6983 1 2 3 4 5 6 7 .8 9 .10 1.1 11 0 0.0 STRENGTH /DEFLECTION Span Shear(k Id Loc Calc Allow UC Loc 1 LS 2 LS 3 LS 4 LS 5 LS 6 LS 7 LS 8 LS 9 LS 10 LS 11 LS EAVE ANALYSIS Span Left Id Sup 0 .0 0 0 0 0 0 0 .0 0 0 0 00 00 0 00 00 83 00 00 00 00 0 0 .0 0 0 0 1 0 .0 0 0 00 00 00 00 00 00 35 0.0 00 00 00 STRENGTH /DEFLECTION Customer Project Location Size Eave Report(Wall= 2) 3 96 3 96 3 .96 3 96 3 96 3 96 10 93. 3 96 3 96 3 96 3 96 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 12 00 00 00 00 LS LS LS LS LS LS MS LS LS LS LS LOAD COMBINATION #12 DL +.CL +SL /2 +AUX9 Shear(k Left Right Right Lap Lap Sup Span Shear(k Id Loc Cal.c Allow UC Loc 1. LS 0 00 3 96 0 00 LS Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172. 5 x 32. 5 x 0 0.0 0. 00 .0 00 0 58 0 00 0 0.0 0 00 0 00 0 00 0 00 0 00 0 00. 0 00 0 00 0 0 0 0. 0.0 -0 83. 0 00 0 0 0 .0 .00 0 00 0 00 0 0.0 0 00 0 0.0 0 00 Left Left. Sup Lap 0 00 0 .58 0. 00 8 92 0. 00 8 83 0 00 14. 83 0 00 8 83 0 00 8 .83 -4 90 11 8.3 0 00. .8 08 0 00 8 08 0 00 5 50 0 00 0 58 Job No Date Designed By Checked By 0 00 .9 30 0 00 LS 0 00 0 0 00 9 30 0 00 LS 0 00 0 0 00 9 30 0 00 LS 0 00 0 0 00 9 30 0 00 LS 0 00 0 0 0.0 .9 30 0 0.0 LS 0 00 0 0 00 9 30 0 00 LS 0 00 0 -7 98 14. 19 0. 56 LS 0 00 -1 0 00 9 3.0 0 00 LS 0 00 0 0 00 .9.3.0 0 00 LS 0 00 0 0 00. 9 30 0 .00 LS 0 00. 0 0 00 9 30 0 00 LS 0. 00 0 Page 117 Of 2.6,9 09 -6983 8/7/2009 KL 8/ 7 /2009 2 44pm 00 00 00 00 00 00 02 00 0 00 00 0 00 9 3 0 00 LS 0 00 0 00 0 00 Moment(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow Moment(f -k MidSpan Right Right Mom Loc Lap Sup 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment( -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Cal Allow 09- 6.98.3 2 LS 3 LS 4 LS 5 LS 6 LS 7 RS 8 LS .9 LS 10 LS 11 LS .Span Left I.d .Sup 1 0 00 2 0 00 3 0 00 4 .0 00 5 .0 00 6 0 00 7 0 83 8 0 00 9 0 00 1.0 0 00 11 .0 00 Span Id 1 2 .3 4 5 6 7' 8 9 10 Loc LS LS LS LS LS LS RS LS LS LS 0 0 0 0 0 -0 0 0 0 0 Eave 00 00 00 00 00 83 00 00 00 00 3 3 3 3 3 10 3 3 3 3 LOAD COMBINATION #1.3 DL +CL +SL /2 +AUX10 EAVE ANALYSIS STRENGTH /DEFLECT.ION. Shear(k Left Right Right Right Lap Lap Sup Shear(k Calc Allow UC Loc 0 0 0 0 0 0 -0 0 0 0 00 00 00 00 00 00 8.3 00 00 00 3 3 3 3 3 3 10 3 3 3 Customer Project Location 96 96 96 96 96 93 96 96 96 96 96 96 96 96 96 96 9.3 96 96 96 0 0 0 0 0 0 0 0 0 0 Size 0 0 0 0 0 0 0 0 0 0 Report(Wall= 2) 00 00 00 00 00 08 00 00 00 00 0 00 0 00 0 00 0 00 0 00 0 00, 0 00 0 00 0 00 0 00 0 0.0. 0 0 0 -0 .83 0 00 0 00 0 00 0 0.0 0 00 0 0.0 0 0 0. 0 00 0 00 00 00 0.0 00 00 0,0 08 00 00 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 .5 x 32 5 x LS LS LS LS LS MS LS LS LS LS LS LS LS LS LS LS MS LS LS LS 0 00 0 00 0. 00 0 .0.0 0 00 -4 .90 0 00 0 00 0 00 0 00 .9. .9 .9 9 9 14. 9 9 9 9 3.0 3.0 30 30 .30 1.9 30 30 .3.0 3.0 Left Left Sup Lap 0 00 .9 0 00 9 0 00 9 0 00 9 0 00 .9 0 00 9 -4 90 .14 0 00 .9 0 00 .9 0 00 9 .0 0 0 0 0 .0 0 0 0 0 00 00 00 00 0.0 35 00 0.0 00 00 Moment(f -.k Calc Allow UC LS LS LS LS LS LS LS LS LS LS Job No Date 0 0.0 0 58 0 00 8 .92 0 00 8 83 0. 00 1.4. 83. 0 00 8 .83 0 00 8 83 -4 90 11 8.3 0 0.0 8 08 0 00 8 08 0 00 5 .50 0 00 0 58 Designed By Checked By KL 8/ 7/2009 2 44pm 0 00 0 00 0 0.0 0 00 0 00 0 00 0 00 0 0.0 0 00 0 00 0. 00 -0 63 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Moment(f -k MidSpan Right Right Mom Loc Lap Sup 30 0 00 LS 0 00 0 30 0 00 LS 0 00 0 30 0 00 LS 0 00 0 30 0 00 LS 0 00 0 30 0 00 LS 0 00 0 30 0 0.0 LS 0 00 0 19 .0 35 LS 0 00 -0 30 0 00 LS 0 00 0 3.0 0 00 LS 0 00 0 30 0 00 LS 0 00 0 Page118 Of 269 .0.9 -6983 8/7 2.0.0.9 00 00 00 00 00 00 63 00 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 Mom +Shr Deflection(in) Loc UC Calc Allow 0.9 -6983 11 LS 0 00 3 96 0 00 LS LOAD COMBINATION #14 EAVE ANALYSIS .Span Left Id Sup 1 2 3 4 5 6 7 8 .9 10 .11 STRENGTH /DEFLECT.I.ON .Span Id .1 2 .3 4 .5 6 7 8 9 1.0 11 0 0 0 0 0 0 0 0 0 0 0 LS LS LS LS LS LS RS LS LS LS LS 00 0.0 00 00 0.0 00 83 00 00 0.0 00 EAVE ANALYSIS Shear(k Left Right Right Lap Lap Sup Shear(k Loc Calc Allow 0 0 0 0 0 0 -0 0 0 0 0 00 00 0.0 00 00 00 83 00 00 00 00 3 3 3 3 3 3 10 3 3 3 3 Customer Project Location Size Eave DL +CL +SL /2 +AUX1 96 96 96 96 96 96 93 96 96 96 96 Repor.t(Wall= 2) 0 00 0 00 0 0.0 0 .0 0 0 00 0 00 -0 83 0 0.0 0 00 0 00 0 00 UC Loc 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 08 MS 0 00 LS 0 00 LS 0 00 LS 0 00 LS LOAD COMBINATION #15 DL +CL +SL /2 +AUX2 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x .172 5 x 32 5 x 0 00 9.30 0 00 LS 0 0.0 0.00 Left Left Sup Lap 0 0.0 .0 00 .0. 0.0 0 0.0 0 00 .0 00 0 0.0 0 00 0 00 .0 00 0 00 Moment.(f -k Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0 0 0 0 0 0 -4 0 0 0 0. 00 0.0 00 00 0.0 0.0 90 00 00 00 00 9 9 .9 9 .9 9 14 9 9 .9 9 30 30 3.0 3.0 3.0 30 19 30 30 30 30 0 0 0 0 0 0 0 0 0 0 0 Moment(.f -k MidSpan Right Right Mom Loc Lap Sup 0 0 0 0 0 0 -4 0 0 0 0 00 00 00 00 00 00 35 00 00 00 00 Job No Date Designed By KL Checked By 00 0 5.8 00 8 .92 00 8 83 00 .14. 83 00 8 83 00 8 83 90 11 83 00 8 08 0.0 8 08 00 5 50 00 0 58 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0. 00 LS 0 00 LS 0 00 LS 0 00 LS 0 0.0 Page119 Of 26.9 09- 69.8.3 8/7/2009 8/ 7/2009 2 44pm 0 0 0 0 0 0 -0 0 0 0 0 00 00 00 00 00 00 6.3 00 00 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -6983 Span Left Id Sup 1 0 2 0 3 0 4 0 5 0 6 0 7 0 8 0 9 0 1 0 11 0 00 00 00 00 00 00 8.3 00 00 00 .00 STRENGTH /DEFLECTION EAVE ANALYSIS Span Left Id Sup 1 0 00 2 0 00 3 0 00 4 0 00 Customer Project Location Size Eave Report(Wall= 2.) Shear(k Left Right Right Lap Lap Sup 0 0 0 0 0 0 -0 0 0 0 0 Span Shear(k Id Loc Calc Allow UC Loc .1 LS 0 00 .3. 96 0 00 LS 2 LS 0 00 3 9 0 00 LS 3 LS 0 00 3 96 0 00 LS 4 LS 0 .0.0 3 .96 0 00 LS .5 LS 0 00 3 96. 0 00 LS 6 LS 0 00 3 96 0 00 LS 7 RS -0 83 1.0. 93 0 08 MS 8 LS 0 00 3 96 0 00 LS 9 LS 0 00 3 96 0 00 LS .1.0 LS 0 00 3 96 0 00 LS 11 LS 0 00 3 96 0 00 LS LOAD .COMBINAT.ION #16 DL +CL +SL -1 Shear(k Left Right Right Lap Lap Sup Green .Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 .5 x 32 .5 x 00 00 00 00 00 00 83 0 00 00 00 0 0.0 0 0.0 0 00 0 00 OAUX1 Left Left Sup Lap 0 .0 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 0 0 00 Left Left Sup Lap 0 0 0 00 0 00 0 00 Job No Date Designed By Checked By KL 8/ 7/2009 2 44pm Moment(.f -k MidSpan Right Right Mom Loc Lap Sup 0 00 0 58 0. 00 8 92 0 .00 8 83 0 00 14 83 0 00 8 83 0 00 8 83 -4. 90. 11 8 0 .00 8 08 0 00 8 08 0 00 5 50 0. 00 0 58 0 00 9 30 0 00 LS 0 00 0 0 00 9 30 .0 .00 LS 0 00 0 0 00 .9 30 0 0.0 LS 0 00 0 0 00 9 30 .0 00 LS. 0 00 0 0 00 9 30 0 00 LS 0 00 0 0 0.0 .9 30 0 00 LS 0 00 0 4..9.0 14 .19 0 35 LS. 0 00 -0 0 00 .9 .30 0 00 LS 0 00 0 0 00 9 .30 0 00 LS 0 00 0 0 00 .9 30 0 .00 LS 0 00 0 0 00 9 30 0 0.0 LS 0 00 0 0 0 0 0 .5 0 00 8 92 0 00 8 83 0 00 14 83 Page 120 Of 2 09 -6983 8/7/2 00 00 00 00 00 00 63 00 00 00 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 .00 0 00 0 00 0 00 Moment.(.f -.k Mom +Shr Deflection(in) .Calc Allow UC Loc UC Calc Allow Moment(f-k Mi Right. Right Mom Loc Lap Sup 0 00 0 00 0 00 0. 00 09 -6983 5 0 00 6 0 00 7 1. 34 8 0 00 9 0 00 10 0 00 1 .0 00 STRENGTH /DEFLECTION Span Shear(k Id Loc Calc Allow UC Loc 1 LS 2 LS 3 LS 4 LS 5 LS 6 LS 7 LS 8 LS 9 LS 1.0 LS 1.1 LS LOAD COMBINATION *17 DL +CL +SL -1 OAUX2 EAVE ANALYSIS Span Left Id Sup 1. .0• 2 0 3 0 4 0 5 0 6 0 7 1 8 0 9 0 10 0. 11 0 00 00 00 00 00 00 34 00 00 00 00 0 0 0 0 0 0 1 0 0 0 0 00 00 00 00 00 00 34 00 00 00 00 Eave Report(.Wa11= 2) 3 3 3 3 3 3 10 3 3 3 3 Customer Project Location Size 96 96 96 96 96 96 93 96 96 96 96 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 12 00 00 00 00 LS LS LS LS LS LS MS LS LS LS LS Shear(k Left Right Right Lap Lap Sup 0 00 0 00 0 00 0 00 -1 34 0 .00 0 00 0. 00 0 00 0 00 0 00 0 0.0 0 00 .0 00 0 0 0 0 0 0 -1 0 0 0 0 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32 5 x 00 00 00 00 00 00 34 00 00 00 00 Moment(.f -k Cal.c Allow UC 0 0 0 0 0 0 -7 0 0 0 0 00 00 0.0 00 .00 00 .96 00 0.0 00 00 9 30 9 30 9 30 9 30 9 30 .9 3 14 19 9 30 9 3.0 9 30 9 30 Left Left Sup Lap 0 00 0 00 0 00 0 00 0. 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 8 83 0 00 8 83 -7 96 11 83 0 00 8 08 0 00 8 08 0 .0 5 5 0 0 0 0 58 Job No Date Designed By Checked By KL 8/ 7/200.9 2 44pm Mom +Shr Deflection(in) Loc UC Calc Allow 0 00 LS 0 00 0 00 0 00 LS 0 00 0 00 0 00 LS 0 0 0 00 0 00 LS 0 00 0 00 0 00 LS 0 0 0 00 0 00 LS 0 00 0 00 0 .56 LS 0 00 -1 02 0 00 LS 0 00 0 00 0 00 LS 0 00 0 00 0. 00 LS 0 00 0 00 0 0 LS 0 00 0 00 Moment -k MidSpan Right Right Mom Loc Lap Sup 0 00 0 58 0 00 8 92 0 00 8 83 0 00 14 83 0 00 8 83 0 00 8 83 -7 96 1 83 0 00 8 08 0 00 8 08 0 00 5 50 0 00 0 58 Page 12,1 Of 2.6.9 09 -6983 8/7/20.09 0 00 0 00 0 00 0 DO 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 0 00 09 -6983 STRENGTH /DEFLECTION DEFLECTION LOAD COMBINATION 1 LL Span DEFLECT.I.ON(in) Id 1 0 00 2 0 00 1 43 3 0 00 1 41 4 0 00 2. 37 5 0 00 1. 41 6 0 00 1.41 7 -0 63 1 89 8 0 00 1 2.9 9 0 00 1 29 10 0 00 0 88 1.1 0 00 Calc Allow Ratio Span DEFLECTION(in) Id 1 2 3 4 5 6 Customer Project Location Size Eave Report(Wall= 2) Span Shear(k Id Loc Calc Allow UC Loc .1 LS 0 00 3 .96 0 00 LS 2 LS 0 00 3. 96 0 00 LS 3 LS 0 00 3 96 0 00 LS 4 LS 0 00 3 .96 0 00 LS 5 LS 0 .00 .3 96 0 00 LS 6 LS 0 00 3 96 0 00 LS 7 LS 1 34 10 93 0 .12 MS 8 LS 0 00 3 96 0 00 LS .9 LS 0 00 3 .96 0 00 LS 1.0 LS 0 00 3 96 0 00 LS .11 LS 0 00 3 96 0 00 LS 0 0 0 0 0 0 0 0 0 00 00 00 00 00 33 00 00 00 Calc Allow Ratio 0 00 0 00 1 43 0 00 0 00 1 4.1 0 00 0 00 2 37 0 00 0 00 1 41 0 00 0 00 .1 4.1 0 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32, 5 x Moment(f -k Mom +Shr Deflection(in) Calc Allow .UC Loc UC Calc Allow LOAD COMBINATION 2 SL +Drif.t +Slide 0 0 0 0 0 0 7 0 0 0 0 0.0 00 00 00 00 00 96 0.0 00 00 0 9 9 9 9 9 9 14 9 9 9 9 30 30 30 30 30 30 19 30 3 30 30 0 0 0 0 0 0 0 0 0 0 0 00 00 00 00 00 00 5.6 0.0 00 00 0.0 Job No Date Designed By KL Checked By LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0 00 LS 0. 0.0 LS 0 00 LS 0 00 LS 0 00 LS 0 .00 Page122 Of 269 09 -6983 8/7/20 8/ 7/2009 2 44pm 0 0 0 0 0 0 1 0 0 0 0 00 00 00 00 00 00 02 00 00 00 00 0.9 -6.983 7 -0 78 1.89 8 0 00 1. 29 9 0 00 1 2.9 10 0 00 0 88 11 0 00 0 4.1 0 00 0 00 0 00 LOAD COMBINATION 3 0 6DL +LL +0. 7WP.1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0 00 2 0 00 2 14 0 00 3 0 00 2 12 0 00 4 0 00 3 56 0 00 5 0 00 2 12 0 00 6 0 00 2 12 0 00 7 -1 03 2. 84 0 36 8 0 00 1 94 0 00 9 0 00 .1 94 0 00 .10 0 00 1 32 0 00 11 0 00 LOAD COMBINATION 4 0 6DL +SL +0 7WS.1 Span DEFLECT.ION(in) Id Calc Allow Ratio 1 0 00 2 0 00 .2 14 0 00 3 0 00 2 12 0 00 4 0 00 3 56 0 00 5 0 00 2 12 0 00 6. 0 00 2 12 0 00 7 0 15 2 84 0 05 8 0 00 .1 94 0 00 9 0 00 .1 .94 0 00 1.0 0 00 .1 32 0 00 11 0 00 0.9 -6983 Wall Bay Eave I.d Id Part Customer Green Creek Wood Products Job No 109 -698.3 Project New Headrig with Eyebrow Date 8/7/20.09 Location! Port Angeles WA Designed By KL Size 2.6 3 x 172 5 x 32 5 x Checked By Eave Report(Wall= 2) 8/ 7/2009 2 44pm Eave Strut Repo.rt(.Wal1= 4) 8/ 7/2009 2 44pm Bay Axial_Calc Axial Axial Width Wind S.eis Allow Ratio Page123 Of 269 09 -6983 09- 6.9.83 RAFTER CONNECTION EAVE STRUTS Wall Frm_Line Id Id Type Customer Project Location Size Page12 Of 2.6,9 Green Creek Wood Products Job No 09 -6983 New Headrig with Eyebrow Date 8/7/2009 Port Angeles WA Designed By KL 26 3 x 172 5 x 32 5 x Checked By Eave Strut Report.(Wall= 4) 4 9 10Z1.4 .19 17 2 34 1. 38 .9 75 0 24 4 8 10Z14 18 00 2. 34 2 57 9 7.5 0 .24 4 7 10Z14 30 00 2 .34. 6.95 16 58 0 42 4 6 1.0Z14 18 00 2 3.4 .5 :98 .16 58 0 36 4 5 .10Z14 18 00 2 34 4 79 16. 5.8 0 29 4 4 .10Z1.4 24 00 2 3.4 3 6.0 .9 7.5 0 24 4 3 .10214 16 50 2 34 2.8.3 .9 75 0 24 4 2 10214 16. 50 2 34 1 69 9 75 0 .24 4 1 10Z14 12 33 2 34 0 54 9 75 0 24 Location Purl.in Eave Strut RF Welded Clip Welded Clip Strut Bolt. Report 8/ 772009 2 44pm ----Bol.t_Select.ed--- No Type D.i.a Wshr 8/ 7/2009 2 44pm Bo.lt_Capacity Calc Shear Bear Ratio I 2 .l RF 2 GR_.5. 0 500 .1 2 41 8 25 4 38 0 55 2 2 RF 2 GR_5 0 .500 .1. 2 63 8 25 4 38 0 6.0 2 .3 RF 2 GR_.5 0 5.00 1. 3 59 8 25 4 38 0 .82 2 4 RF 4 GR_5 0 .500 1. 6.16 .16 4.9 8 76 0 70 2 5 RF 2 GR 5 0 500 2 4 94 8 25 5 84 0 85 2. 6 RF 2 GR_5 0 50.0 2 4 .94 8 25 5 84 0 85 2 7 RF 2 GR_5 0 .500 .1 2 91 8 25 4 3.8 0 6.6 2 8 RF 2 GR_5 0 .500 1 2 91 8 25 4 38 0 66 2 9 RF 2 GR_5 0 500 1. 2 41 8 25 4 38 0 55 2 .1.0. RF 2 GR_5 0 500 .1 2. 4.1. 8 25 4 .38 0 5 5 4 .1 RF 2 GR_.5 0 5.00 .1 2. 34 8 25 4 38 0 53 4 2 RF 2 GR_5 0 .50.0 1 2 57 8 25 4 38 0 59 4 3 RF 4 GR_5 0 500 1 6 9.5 16 4.9 8 76 0 179 4 4 RF 2 .GR 5 .0 .50.0 2 5 98 8 25 5 84 1 02 4 5 RF 2 GR_ 0 500 2 5 98 8 25 5 84 1 �02 4 6 RF 2 GR_5 0 50.0 2 4 7.9 8 25 5 84 0 82 4 7 RF 2 GR_5 0 500 .l .3 60 8 25 4. 38 0 82 4 .8 RF 2 GR 5 0 500 .1 2 83 8 25 4 38 0 65 09 -6983 PURLIN STRUTS AT EAVE Surf Frm_Line Bay Brace Bolt_Selected Load Bolt_Capacity Id Id Type Id Loc No Type Dia Wshr Id Calc Shear Bear Ratio ,2 3. RF 26 33 2 GR5 0 500 1 .1 3 59 8 25 4 38 0 82 2 4 RF 26 33 2 GR 5 0 500 1. .1 3 .59 8 25 4 38 0 82 PURLINS. Surf Frm_Line Id Id Type PANEL Part 4 .9 RF 4 1.0 RF Customer Project Location Size Strut Bolt Report 8/ 7/200.9 2 44pm Bolt_Capacity Brace -Bolt .Selected Shear Bearing Loc No Type .Dia .W.shr Calc Allow Calc Allow Ratio 2 1 RF 13 .13 2 GR_.5 0 500 1 0 7.9 8 25 0 72 4 38 0 18 2 2 RF 13 13 2 GR_5. 0 500 1. .1. 06 8 25 .1 06 4 38 0 24 2 3 RF 13. 1.3 2 GR_5 0 5.00 1. 0 79 8 25 0 56 4 38 0 13 2 4 RF 13. 13 2 GR 5 0 .500 1 0 79 8 25 0 53 6..13. 0 10 2 .5 RF 13 .13 2 GR _5 0 500 1 0 82 8 2.5 0 82 4 38 0 19 2 6 RF 13 13 2 GR 5 0 500 1. 0 7.9 8 25 0 47 4. 38 0 .11 2 7 RF 13 13 2. GR__5 0 5.00 1 0 7.9 8 25 0 4.6 4 38 0 10 2 8 RF 13 13 2 GR 5 0 .500 1 .0 79 .8 25 0 79 4 3.8 0 18 2 .9 RF 13 .13 2 GR_.5 0 .500 1 0 79 8 2.5 0.45 4. 38 0 10 2 1.0 RF 13. 13 2 GR 5 0 500 1. 0 00 8 25 0 00 4 38 0 00 #NOTE Not standard bolt. connection 0.9 -69.83 2.6 .PBR 0 01.9 80 00 94 40 PANEL SCREWS Zone Tensile Thick Yield Strength (in) (ksi (ksi Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Screw Report 8/ 7/2009 2. 44pm Dia Washer Space Tension Part (in) (in) (.ft) (k Interior 4411024 0 21 0 50 1 00 2 80 Edge 4411024 0 21 0 50 1 00 2 80 Job No Date Designed Checked By P Of 269 09 -6983 8/7/20 By KL 2 GR5 0 5.00 1 2 34 8 25 4. 38 0 5.3 2 GR 5 0 500 .1 2 34 8 25 4 38 0 53 0 -6 Customer Project Location Size Screw Report Green Creek Wood Products New Headr with Eyebrow Port Angeles WA 26 3 x .172 5 x 32. 5 x Corner. 4411024 0 21 0 50 0 .50 2 80 PURLIN SCREW. LALOUT Purlin Surf Wind Bay Loc Space Id Id Id Id Id Part (ft) 2 1 1 .1 2 .10Z14 4 42 2 1 1 3 2 .10Z14 4 42 2 .1 9 5 2 10214 4 42 2 1 1 6 5 .10Z14 4 42 2 .1 1 7 1 10Z14 4 .3.8 2 1 9 8 .l. 10Z14. 4 38 2 1 .9 9 5 10Z14 4 42 2 1 1 10 5 10Z14. 4 42 2 2 1 1 2 10Z14 4 42 PURLIN SCREW CHECK 09- 6 Roof Purlins 4.811..19 8/ 7/2009 2 4410 Allow Wind Purlin Panel Screw Surf Wind Bay Loc Suction Load Pullout Pullover Tension Max Id Id Id I.d (psf (.k (k (k (k UC 2 1 1 1 35 70 0 16 0 29 0 44 0 7.5 0 54 2 1 1 3 46 41 0 2.0 0 2.9 0 44 0 7.5 0 71 2 .1 9 5 4.6. 4.1 0. 20 0 29 0 4.4. 0 75 0 71 2 1 1 6 46 41 0.20 0 2.9 0 44 0 75 0 71 2_ 1 1 7 50 69 0. 1.1 0 29 0 4.4 0 75 0 38 2 1 9 8 50 69 0. 11 0 29 0 4.4 0 75 0 .38 2. .1 9 9 6.8 1.9 0 15 .0 29 0 44 0 75 0 52 2 1 1 10 68 .19 0. 15 0 29 0 4.4. 0 75 0 52 2. 2 1 1 3.5 70 0 1 0 29 0 4.4. 0 75 0 54 Page126 Of 269 Job No 09 -69831 Date 8/7/2009 Designed By KL Checked By Loc Id Description 1 Interior 3 Left edge 5 Right edge 6 Bottom edge 7 Left top corner 8 Right top corner 9 Right 'bottom corner 10. Left. bottom. corner Roof Design Weight Summary 8/ 7/2009 2 441om 0 -6983 .0.9-69.8.3 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 1 8/7/2009 Location Port Angeles WA Designed Byj KL Size 26 3 x 172 5 x 32 5 x Checked By Roof Design Weight Summary 8/ 7/2009 2 44pm Extension Purlins 312. 00 Eave Struts 1575. 31 Extension Eave Struts 112. 00 Struts .1.34 4.0 Roof Bracing 370 5.8 Wall Bracing 4.12 85 Total 7728 33 Roof Design Warning Report 8/ 7/2009 2 44pm No Warnings Page 127 Of 269 09-6983 g•• Customer Project Location Size Sidewall Design Code STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAOS01 BUILDING CODE Wind Code IBC 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 2300.0 (ksi Cold Formed Steel 2.950.0 (.ksi 09 -6983 Girt De ign Report. (Level= 1 Span= 1) 8/ 7/2009 2 43pm .GIRT LAYOUT Bay Girt Bay -Lap(ft)-- Girt Load No Girt Id Size Width Left Right Location Width Brace Weight WIND PRESSURE GIRT ANALYSIS Green Creek Wood Products New Headri.g with Eyebrow Port Angeles WA 2.6 .3 x 172 5 x 32 5 x GIRT LEVEL 1 SPAN 1 Page 128 Of 269 Job No 09 -6983 Date 8/7/20091 Designed By KL Checked By 8/ 7/2009 2 43pm 10Z14 11 17 4 0000 4 0 1 50 0 50 0 Shear(k Moment.(f Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lod Lap Sup 9 0 60 0 60 0 00 -1. 68 5. 58 0 00 09 -6983 STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS STRENGTH /.DEFLECTION GIRT LAYOUT Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172. 5 x 32 5 x Page129 Of 269 Job No 09 -698 Date 8/7/2009 Designed By KL Checked By Girt Design Report (Level= .1 Span= 1) 8/ 7/2009 2 43pm Span Shear(k Moment(f Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 9 LS 0 60 3 96 0 1 MS -1 6 9 3.0. 0 18 RL 0 02 -0 05 1 49 Shear(k Moment.(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .9 -0 64 0 65 0 00 1 79 5 55 0 .00 Span Shear(k Moment(f. -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc, Calc Allow UC Loc UC. Calc Allow RS 0 65 3 96 0 16 MS 1.79 9 1 0 2.0 RL 0 03 0 05 1 49 09 -6983 Girt Design Report (Level= 2. Span= 1) 8./ 7/2.00.9 2. 4.3.pm GIRT LEVEL 2 SPAN 1 Bay Girt Bay Lap(f Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 9 10Z14 11 17 8 0000 3 5 .1 50 0 50 0 s• `rr. w. r 0 -6983 WIND PRESSURE GIRT. ANALYSIS Shear(k Moment(.f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id S.up Lap Lap Sup Sup Lap Mom Loc Lap Sup i 9 0. 53 -0 53 0 00 -.1. 47 5 58 0 00 STRENGTH /DEFLECT.I.ON WIND SUCTION 9 -0 56 0 57 0 0 1 57 5 55 0 00 STRENGTH /DEFLECTION Customer Green 'Creek Wood Products Job No Page130 Of 269 09 -69.83 1 Project New Headrig with Eyebrow Dat 8./7/20091 Location ,Port Angeles WA Designed By KL Size 26 3 x .172. 5 x 32 5 x Checked By Girt Design Report (Level= 2. Span= 1.) 8/ 7/2009 2 43pm Span Shear(k Moment(f-k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allo 9 LS 0 53 3 96 0 13 MS -1 47 9 30 0 16 LL 0 02 -0 04 1 49 .GIRT ANALYS.I,S Shear(k Moment.(f -k Bay Left Left Right Right Left ,Left Mid -Span Right Right 4 Id Sup Lap Lap S.up Sup Lap Mom Loc Lap Sup Span Shear(k Moment.(f -k Mom +Shr Deflection(in) .Id Lo.c Calc Allow UC Loc Calc Allow UC Lo.c UC Calc A11ow 9 RS 0 57 3 96 0 :L4 MS 1 57 .9 .11 0 17 RL 0 02 0 04 1 49 09- 6.9.83 Girt De ign Report (Level= 3. Span= 1) 8/ 7/2009 2 43pm 09 -6983 GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECT.ION Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Pagel3l Of 269 Job No 09 6983 Date 8/7/2009 Designed By KL Checked By Girt Design Report (Level .3 Span= 1) 8/ 7/2009 2 43pm .GIRT LEVEL 3 SPAN .l Bay Girt Bay Lap(ft) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 9 10Z14 11 17 11 0000 4 0 1 50 0 50 0 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 0 60 -0 60 0 0 -1 68 5 58 0 00 Span Shear(k Moment.(f -k Mom +Shr Deflection(in) Id Loc Cale Allow UC Loc .Calc Allow UC Loc UC Calc Allow 9 LS 0. 60 3 96 0 15 MS -1 68 9 30 0 .18 RL 0 02 -0 0.5 1 49 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -0 64 0 65 0 00 1 79 5 55 0 00 09 -698.3 Span Id 9 GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS. WIND SUCTION Customer Green .Creek Wood Products Job No 0.9 -6983 Project New Headr.ig with Eyebrow Date 8/7/20.09 Location Port Angeles WA Designed By KL Size 26.3 x .172 5 x 32 5 x Checked By Girt Design Report (Level= 3 Span= 1.) 8/ 7/2009 2. 43pm Shear(k Moment(f -.k Mom +Shr Deflection(in) Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow RS 0 65 3 .96 0 16 MS 1 7 .9 1 0 20 RL 0 03 0 05 1 49 09- 6 Girt Design Report (Level= 4. Span= 1) 8/ 7/2009 2 43pm GIRT LEVEL 4 SPAN .1 Bay Girt Bay Lap(f.t) Girt Load No Girt Id Size Width Left, Right Location Width Brace Weight 9 1.0.Z14 11 .17 16 0000 5 0 .1 50 0 50 0- Shear(k Moment(f -k Bay Left Left Right Right. Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup .Lap Mom Loc Lap Sup 9 0 75 -0 75 0 00 -2 10 5 58 0 00 STRENGTH /DEFLECT,ION Span Shear(k Mbment(f -k Mom +Shr Deflect- ion(in) Id Loc Calc Allow UC Loc Calc Allow. UC Loc UC Calc Allow LS 0 75 3 .96 0 .19 MS -2 10 9 30 0 23 LL 0 04 -0 06 1 49 Page132 of 269 09 -6 GIRT ANALYSIS Customer Green Creek Wood Products Project New Headr.ig with Eyebrow Location` Port Angeles WA Size 26 3 x 172 5 x 32 5 x Job No Date Designed By Checked By KL Girt Design Report (Level= 4 Span= 1) 8/ 7/2009 2 43pm Shear(k Moment.(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -0 80 STRENGTH /DEFLECTION Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 9 RS 0 8 3.96 0 21 MS 2 24 9 11 0 25 RL 0 04 0 06 1.4 09 -6983 Girt Design Report (Level= 5 Span= 1) 8/ 7/2009 2 43pm GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS 0 81 0 00 2.24 5 55 0 00 GIRT LEVEL 5 SPAN 1 Bay Girt Bay Lap(ft) Girt, Load No Girt Id Size Width Left Right Location Width Brace Weight 9 .1.0214 11 .17 21 0000 4. 0 1 50 0 50 0 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .9 0 60 -0 60. 0 00 -1 68 5 58 0 00 Page Of 269 09 -6983 8/7/20 ;w. yy 00.006 4∎004 0.9-69.83 S.TRENG.TH /DEFLECTION WIND SU.CT.ION .GIRT ANALYSIS STRENGTH /.DEFLECTION 0.9 -6.983 GIRT LAYOUT Customer Green Creek Wood Products Project New Headr.ig with Eyebrow Location l Port Angeles WA Size 26 3 x 172 5 x 32. 5 x Girt Design Report (Level= 5 Span= 1) 8/ 7/2009 2 43pm Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow LS 0 60 3 96 0 15 MS -.1 68 9 30 0 .18 RL 0 02 -0 05 .l 49 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -.0 64 0 6 0 00 1 79 5 55 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow U0' Lo.c Calc Allow .UC Loc 00 Calc Allow 9 RS 0 65 3 96 0 16 MS I. 7.9 .9 1.1 0 2.0 RL 0 03 0 05 .1 49 Girt Design Report (Level= 6 Span= 1) 8/ 7./2009 2 43pm GIRT. LEVEL 6 SPAN .1 Page 13.4 Of 269 Job No 0.9 -69.83 Date .8/7/20.09 Designed By KL Checked By Bay Girt Bay Lap(ft) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 1 1.0014 1.8 00 2.4 0000 2. 3 1 79 6 79 6 tioti Olt 09 -6983 WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION WIND SUCTION .G.IRT ANALYSIS STRENGTH /DEFLECTION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 .3 x 172 5 x 32 5 x Girt Design Report (Level= 6 Span= 1) 8/ 7/2009 2 43pm Page 135 Of. 2.69 Job No 09 -698.3 Date 8/7/2009 Designed By KL Checked By Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 54 -0 .54 0 00 -2 45 9 00 0 00 Span Shear(k Moment(f -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Ca1.c Allow U.0 Loc UC Calc Allow 1 LS 0 54 3 96 0 .14 MS -2 45 9 46 0. 2 RL 0 04 -0 18 2 40 Shear(k Moment -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .1 -0 .5.9 0 58 0 00 2 62 9 04 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow U.0 Loc Calc Allow U.0 Loc UC Calc Allow 1 LS -0 5.9 3 .96 0 15 MS 2. 62 7 5.8 0 35 LL 0 05 0 .19 2 40 09 -6983 Girt Design Report (Level= 6 Span= .2) 8./ 7./2009 2 43pm 09 -6983 GIRT LAYOUT Customer Green Creek Wood Products Project New Headrig with Eyebr.ow Location Port Angeles WA Size 26 3 x 172 .5 x 32. 5 x Girt Design Report, (Level= 6. Span= 2) 8/ 7/2009 2 43pm GIRT LEVEL 6 SPAN 2 Bay Girt Bay Lap(f.t) Girt Load No Girt I.d Size Width Left Right Location Width Brace Weight 2 10C14 18 00 24. 0000 2 3 1 79 6 WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECT Page136 Of 269 Job No 0 -69 Date 8/7/2009 Designed By KL Checked By 79 6 Shear(k Moment (f -.k Bay Left Left Right Right Left Left Mid -Span .Right Right Id S.up Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0 54 -0 54 0 00 -2 45 9 00 0 0 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Lo.c UC Calc Allow 2 LS 0 54 3 96 0 1.4 MS -2 45 .9 46 0 26 LL 0 04 -0 18 2 40 Shear(k Moment( By Left Left Right Right Left. Left Mid -Span Right Right Id Sup Lap Lap S Sup Lap Mom Loc Lap Sup 2 -0 5 0 58 0 00 2 62 9 00 0 00 09 -6983 GIRT LAYOUT WIND PRESSURE .GIRT ANALYSIS STRENGTH /DEFLECTI.ON WIND SUCTION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x .172 5 x 32 5 x Page 137 Of 269 Job No 09 -6983 Date 8/7/200.9 Designed By KL Checked By Girt Design Report (Level= 6 Span= 2) 8/ 7/2009 2 43pm Span Shear(k Moment.(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS -.0 58 3 96 0 15 MS 2. 62 7 5.8 0. 35 LL 0 05 0 19 2 40 09 -698.3 Girt Design Report (Level= 6. Span= 3) .8/ 7./2009 2 43pm GIRT LEVEL 6 SPAN 3 Bay Girt Bay Lap(ft) Gir Load No Girt Id Size Width Left Right Location Width Brace Weight 10C14 3.0 00 24. 0000 2. 3 2 .132 6 132 6 Shear(k Moment.(f-k Bay Left Left Right Right Left Left Mid -Span Right Right I,d S.up Lap Lap S.up Sup Lap Mom Loc Lap S.up 3 .0 91 -0 9.1 .0 0.0 -6 81 15 00 0 00 Span Shear(k Moment( -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS 0 .91 3 96 0 23 MS -6.81 9 46 0 72 RL 0 .30 -1. 39 4 00 09 -6983 09 -6983 GIRT ANALYSIS Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right I Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup S.TRENGT.H /DEFLECTION Span Shear(k Moment.(f -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC CaIc Allow 3 LS -0 97 3 96 0 2.4 MS 7 26 7 04 1 03 RL 0 35 l 4.9 4. 00 GIRT. LAYOUT -0 97 0 97 0 00 7 26 15 00 0 00 WIND PRESSURE GIRT ANALYSIS Page 138 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/200.9 Location Port Angeles WA Designed Byl KL Size 26 3 x 172 5 x 32 .5 x Checked By Girt Design Report (Level= 6 Span= 3) 8/ 7/2009 2 43pm Girt Design Report (Level= 6 Span= 4.) 8/ 7/2009 2 43.pm GIRT LEVEL 6 SPAN 4 Bay Girt Bay Lap(ft) Girt Load No Girt I.d Size Width Left. Right Location Width Brace Weight 4 10C1.4 18 00 24. 0000 2 3 .1 79 6 7 6 Shear(k Moment(.f -.k Bay Left Left Right Right Left Le.f.t Mid-Span Right Right I.d Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 09 -6983 4 0 54 STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECT,ION GIRT LAYOUT Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Page139 Of 269 Job No 0.9 -6983 Date 8/7/20.09 Designed By KL Checked By Girt Design Report (Level= 6 Span= 4) 8/ 7/2009 2 43pm -0 54 0 00 -.2 45 .9 00 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0 54 3 96 0 14 MS -2 4.5 .9 46 0 26 LL 0 04 -0 .18 2 40 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right I Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0 58 0 58 0 00 2_ 6.2 .9 00 0 00 .Span Shear(k Moment(.f -'k Mom +Shr Deflection(in) Id Loc Cal,c Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS -0. 5.8 3 96 0 .15 MS .2 62 7 58 .0 35 LL 0 05 0 19 2 40 09 -6983 Girt Design Report (Level= 6 Span= .5.) 8/ 7/2009 2. 43pm GIRT LEVEL 6 SPAN 5 Bay Girt Bay Lap(ft) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 5 10C14 18 00 24 0000 2 3 1 79 6 09 -69 WIND PRESSURE GIRT ANALYS.IS STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS. S.TRENGTHIDEFLECTION Page 140 Of 269 Customer Green Creek Wood Products Job No 09 -698.3 Project New Headrig with Eyebrow Date 8/7/20.0.9 Location Port Angeles WA Designed B1/ KL Size 26 3 x 172 5 x 32 5 x Checked By Girt Design Report (Level= 6 Span= 5) 8/ 7/200.9 2. 43pm 79 6 Shear(k Moment(.f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup _Lap Mom Loc Lap Sup 5 0 54 -0 54 0 0.0 -2 45 .9 00 0 00 Span Shear.(k Moment( -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow U.0 Loc UC Calc Allow 5 LS 0 54 3 96. 0. 14. MS -2 45 9 46 0 2.6 LL 0 04 -0 18 2 40 Shear(k Moment(f -k Bay Left Left. Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .5. -0 .5.8 0 5.8 0 0 2 62. .9 00 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow U Loc Calc Allow UC Loc UC Calc Allow 5 LS -0 58 3 96 0 15 MS 2. 62 7 58 0 3.5 LL 0 05 0 19 2 40 0.9 -69.83 Girt .Design Report (Level= 6 Span= 6) 8/ 7/2009 2. 43pm Xtri WelhVe 0.9 -6.983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Sizel 26 .3 x 172 5 x 32 5 x GIRT LEVEL 6 SPAN 6 Job No 09 -6983 Date 8/7/2009 Designed Byl KL Checked Byi Girt Design Report (Level= 6 Span= 6) 8/ 7/2009 2 43pm GIRT LAYOUT Bay Girt Bay Lap(ft) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 7 1.001.4 16 .50 24. 000.0 2 3 .1 72 .9 WIND PRESSURE GIRT ANALYS.I,S S.TRENG.TH /DEFLECTION WIND SUCTION GIRT ANALYSIS 72 9 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id S Lap Lap Sup Sup Lap Mom Loc Lap Sup 7 0. 50 -0 50 0 00 -2. 06 8 2.5 0 00 Span Shear(k Moment(f. -k Mom +Shr Deflection(in) I.d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 7 LS 0 .50 3 96 0 13 MS -2 06 9 46 0 2.2 RL 0 0.3 -0. 13 2 2.0 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup S Lap Mom Loc Lap Sup 7 -0 53 0 53 0 00 2 2 8 25 0 00 Page141 Of 269 09 -6983 0 -6983 STRENGTH /DEFLECTION GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION, Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32 5 x GIRT LEVEL 6 SPAN 7 Job No Date Designed By Checked By KL Page 142 Of 26.9 09 -6983 8/7/2009 .Girt Design Report (Level= 6 Span= 6) 8/ 7/200.9 2 43pm Span Shear(k Moment(f. -k Mom +Shr Deflection(in) Id Lo.c Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 7 LS -0 53 3 .96 0 13 MS 2 20 7 .98 0 2.8 LL 0 03 0 14 2 20 Girt Design Report (Level= 6 Span= 7) 8/ 7/2.009 2 43pm Bay .Girt. Bay Lap(.ft) Girt Load Na Girt Id Size Width Left Right Location Width Brace Weight 8 .10C14 .1.6 50 24. 0000 2 .3 1 72 .9 72 9 Shear(k Moment.(.f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lo.c Lap Sup 8 0 26 2 .1.1 0 00 -7 32 12 79 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 8 RS -2 11 3 96 053 MS -7 32 9 46 0 77 MS 0 60 -0 39 2 20 09 -6983 WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECT.ION GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 2.6 3 x 172 5 x 32 5 x GIRT LEVEL 7 SPAN .1 Job No 09 -6.983 Date 8/7/20.09 Designed By KL Checked By Girt Design Report (Level= 6 Span= 7) 8/ 7/2009 2 43pm Shear(k Moment( -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 8 -1. 02 2. 2.5 0 00 7 8.1 12 7.9 0 00 Span Shear(.k Moment(f -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc .Cal.c Allow UC Loc UC Calc Allow 8 RS 2. 25 3 96 0 57 MS 7 81 9 46 0 .83 MS 0 6.8 0 42 2 20 0 -6983 Girt Design Report (Level= 7 Span= 1) 8/ 7/2009 2 43pm Bay Girt Bay Lap(ft) .Girt Load No. Girt Id Size Width Left Right Location Width Brace Weight 9 .1.0Z14 11 .17 2.4..0000 3. 8 1 50 0 50 0 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page1.43 Of 269 09 -6 9 0 56 -0 56 0 00 -1..57 5 58 0 00 STRENGTH /.DEFLECTI.ON Span Shear.(k Moment( -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Lo.c Calc Allow UC Loc UC Calc Allow 9 LS 0 56 3 96 0 14 MS -1 57 9 3 0 17 LL 0 02 -0 04 1 4 WIND SUCTION GIRT ANALYSIS Shear (k Moment(f-k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 9 -.0 60 0 61 0 00 1. 6 5 55 0 00 S.TRENG.TH /DEFLECTI.ON Span Shear.(k Moment(.f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 9 RS 0 61 3 96 0 15 MS .1. 68 9 .11 0 .1.8 RL 0 02 0 05 1 49 09- 6.9.83 Girt De ign .Report (Level= 8 Span= .1) 8/ 7/2009 2 43pm GIRT LAYOUT Page1.44 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/20.09 Location Port Angeles. WA Designed By KL Size 2.6 3 x 172 5 x 32 5 x Checked By Girt Design Report (Level= 7 Span= 1) 8/ 7/2009 2 43pm GIRT LEVEL 8 SPAN .1 Bay .Girt Bay Lap(.f.t) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 1 .10214 18 00 1 00 28 5000 5 0 1 8 1 WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION W.IND SU.CTION GIRT ANALYSIS Customer Project Location Size Green Creek Wood Products New Headr.ig with Eyebrow Port Angeles WA 26 3 x 172. 5 x 32. 5 x Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By 0.9 -6983 Girt Design Report (Level= 8 Span= 1) 8./ 7/2009 2 43pm 2 10Z14 18 00 1 00 1 00 2.8 5000 5 0 1 89 6 3 10Z12 30 00 1 00 1. 00 28 .5000 .5 0 2 .199 7 4 10Z14 18 00 1 00 1. 00 2.8 500.0 5 0 1 89 6 5 1021.4 18 .00 1 00 28 5000 5 0 .1 85 1 549 1 Shear(k Moment(.f -k Bay Left Left Right Right Left Left. Mid -Span Right Right I.d Sup Lap Lap Sup S.up. Lap Mom Loc Lap Sup 1 .l 02. -.1 27 -1 4,1 .0 00 -3 85 7 .56 2 .16 3 50 2 0 97 0 84 -1 32 -.1 46 3 50 2. 60 0 00 7 2.1 6 47 7 86 3 2 02 1. 89 -1 .89 -2 02 7 86 5 .90 -7 32 .15 00 5 90 7 86 4. 1 46 1 32 -0 84 -0 97 7 86 6 47 0 00 10 79 2 60 3 50 .5 .1.41. 1 27 -1. 02 3 50 2 16 -.3 85 1.0 44 0 00 .Span Shear(k Moment(f -k Mom +Shr Deflection(in) .I.d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -1 27 3 96 0 32 MS -3 85 9 30 0 4.1 RL 0 16 -0 24 2 40 2 RL -1 32 3 .96 0 3,3. RL 6 47 8 .9.1 0 73 RL 0 60 0 .1.0 2 4.0 3 LL 1 8.9 1.0 93 0 17 MS -7 32 14 .19 .0 52 LL 0 20 -0 83 4 00 4 LL 1 32 3 96 0 33 LL 6 47 8 .91 0 7.3 LL 0 60 0 .10 2 4.0 5 LL 1. 27 3 .96 0 32 MS -3 .85 9 30 0 41 LL 0 .16 -0 24 2. 4.0 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right .Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -1 1.0 1 36 1 50 0 00 4. 12 7 60 -2 31 -3. 74 2 -1. 04 -0 89 1. 41 1. 55 -3. 74 -2 77 0 .00 7 2.1 -6 .90 -8 3.8 3 -2 16 -2 01 2 01 2 16 -8..38 -6 22 7 .8.1 15 00 -6 29 -8 38 Page145 Of 269 09 -6 Customer Project Location Size S.TRENG.TH /DEFLECTI.ON Girt Design Report (Level= 8 Span= 1) 8/ 7/2009 2 43pm 4 -.1.55 -1. 4.1 0 8.9 .1 04 -8 38 -6 90 .0 00. .10 79 -2. 77 -3 74 .5. -.l. 50 -1 36 .1 09 -3 74 2..3.0 4 11. 10 44 0 0.0 Span Shear(k Moment(f -.k Mom +Shr Deflection(in) Id Loc Calc Allow 00 Loc Calc Allow UC Loc 00 Calc Allow 1 RL .l 36 3 96 0 34 MS 4 12 7 34 0 5.6 RL 0 .18 0 26 2 40 2 RL .1 4.1 3 .96 0 36 RL -6 9.0 .9 3.0 0. 74 RL 0 68 -0 1.0 2 40 3 RL 2 01 10 .93 0 18 MS 7 .8.1 .9 9.3 0 7.9 RL 0 23. 0 .88 4 00 4 LL -1 4.1 3 96 0 36 LL -6..90 9 3.0 0 74 LL 0 68 -0 .1.0 2 4.0 5 LL -.1 36 3 96 0 34 MS 4. 11 7 34 0 56 LL 0 1.8 0 26 2 40 09 -69.83 Girt. Design Report (Level= 8 Span= .2) 8./ 7/200.9 2 43pm GIRT LAYOUT. Green Creek Wood Products New Headr.ig with Eyebrow Port Angeles WA 26 3 x .172 5 x .32 5 x GIRT LEVEL .8 SPAN 2 Job No 0.9 -6983 Date 8/7/2009 Designed By KL Checked By Bay Girt Bay Lap(,ft) Girt Load No. Girt Id Size Width Left Right Location Width Brace Weight 7 1.0Z14 16 50 .1. 00 2.8 .5000 5 0 1. 78 4 .8 10.2.14 16 50 1 00 .1 00 28 5000 5. 0 1 82 .9 9 10Z.14 11 17 1 00 .28 5000 .5. 0 1 54. 5 WIND. PRESSURE GIRT ANALYSIS 215 8 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 7 0 87 -1 22 1 .35 0. 00 -2 8.1 6 46 2 70 3 99 8 1.21. 1 07 -0 88 .1 02 3. 9.9 2. 85 -.1. 4.3 8 97 1. 45 2 40 Page L46 Of 269 ggeeth 09 -6983 9 0 .97 0 83 STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS S.TRENG.TH /DEFLECTION 0 -6983 JAMB /HEADER LAYOUT Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 .5 x 32.5 x Girt Design Report (Level= 8 Span= 2) 8/ 7/200 2 43pm Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Cal Allow UC Loc UC Cal Allow 7 RL -1 22 3 96 0 32 MS -2. 81 .9 30 0 30 RL 0 18 -0 .13 2 20 8 LL 1 07 3 96 0 27 LL 2 85 .9 .3.0 0 3.1 LL 0 .17 -0 05 2 20 9 LL 0 8.3 3 96 0 21 LL 1 5.0 9 3.0 0.16 LL 0 07 -0 02 .1 4.9 Shear(k Moment(f -k Bay Left Left Right Right Lef Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 7 -0 93. 1 30 .1 45 0 00 3: 00 6 46 -2 8.8 -4 26 8 -1.29 -1 1.5 0 .94 1. D8 -4 2.6 -.3. 04 .l 53 .8 97 -.1. 55 -2 56 9 -1. 0.3 -0 89 0 5.9 -2..56 -1. 60 1 1 7 12 ,0 00 Span Shear(k Moment(.f -k Mom +Shr Deflection(in) .I.d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 7 RL .1 30 3 96 0 33 MS 3. DO 7 83 0 38 RL 0 20 0 .14 2. 2.0 8 LL -1 15 3 96 0 29 LL -3 04 .9 .30 0. 3.3 LL 0 1.9 0 05 2 20 9 LL -0 .8.9 3 .96. 0 22 LL -1. 60 9 .30 0 1 LL 0 08 0 02. 1 4.9 Sidewall Jamb /Header Summary 8/ 7 2 43pm Open Bay Member Member Member Member Id .Id Locate ,Part Length Weight 2 8 Jamb -R C10x25 24 0 6 0 Page 147 Of 269 Job No 0 -6983 Date 8/7/2009 Designed By KL Checked By -0 54 2 4.0 1. 50 -1 07 7 .17 0 00 09 -6.983 0.9 -6983 PANEL DATA STRENGTH /.DEFLECTI.ON. Header 10c14 12 83 56 7 Bay Part Type Gage Yield MOMENTS DEFLECTI.ON Page1.48 Of 269 Customer Green Creek Wood Products Job No .09- 69.8.3 Project New Headr.i.g with Eyebrow Date 8/7/200.9 Location Port Angeles WA Designed By KL Size 26 .3 x 172 .5 x 32 5. x Checked By Sidewall Jamb /Header Summary 8/ 7/2009 2 43pm 09 -6.983 Weight Summary .Girts 1661 77 Frame Openings 656.72 2318 49 .Open Member Ld Shear(k Moment(f -.k Mom+ Deflect(in) Id Locate Id Calc Vn /.sf UC Calc Mn /s.f UC Shear 'Calc Allow 2 Jamb -R WP -2 07 75 76 0. 03 -12. 43 4.1 31 0 30 0 00 70 34 3 20 WS -2 21 75 76 0 03 1.3 26 .14 28 0.93 0 00 0 36 3 2.0 Header WP 0 00 3 96 0 00 -0. 01 9 46 0 0.0 0 00 0 00 .1 71 WS 0 00 3 96 0. 0.0 0 0.1 7 .98 0 00 0 00 0 00 1 71 Wall Panel Report 8/ 7/2009 2. 43pm 1 26 PBR PR 26 00 .80 0 Moment(f.t- lb /.f.t) .Span Span LD Support Midspan Id (ft) Id Calc Mn /sf UC Calc Mn /s.f. UC Calc Allow UC 1 4 50 WP .1.01 .8 .160 4 0 63. 36. 7 .132:4 0 2.8 04 0 0 06 WS -.1.07 .9 132.4 0 .82 .39 0 .160 4 0 24. 0 04 0 60 0 07 2 5 53 WP 101 8 .16.0 4 0 63 -74. 4 .132. 4 0 56 -0. 18 0L 74 0 2.4 WS. -107 9 132 4 0.82 78 9 1.60 4. 0 4.9 0 .19 0 74 0 26 8./ 7 2. 4.3pm 0.9 -69.83 0.9 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location) Port Angeles WA Size I 2.6 3 x 172 5 x 32. 5 x Page.14.9 Of 2.69 Job No 109 -6983 Date 8/7/2009 Designed By KL Checked By Sidewall Design Warning Report 8/ 7/200 2 43pm Sidewall Design Warning Report 8/ 7/2009 2 43pm NOV4 vows MWMMO 0.9 -6983. Size STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS0.1 BUILDING CODE Wind Code IBC 06 Seismic Zone D Customer Green .Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Sidewall Design Code 8/ 7!/2009 2.4.4pm MODULUS OF ELAS.T.I.CI.TY Hot Rolled Steel .2.9000 (ksi. Cold Formed Steel 29500 (ksi 26 3 x .172 .5 x 32 5 x 09 -6983 Girt Design Report (Level= 1 Span= 1) 8./ 7,/2009 2. 44pm GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS GIRT LEVEL 1 SPAN 1 Job No I 09 6983 i Date I 1 8/7/2009 Designed By KL Checked �By Bay Girt Bay Lap(ft) Girt Load No Girt I.d .S.ize Width Left Right Location Width Brace (Weight 1 10Z14 11 17 .1 00 4 0000 4 0 1 .54 5 2 .1.0Z14 16 50 1 .00 1 0.0 4 0.000 4 0 1 82 9 _3 .10Z14 16 50 1 00 .1. 00 4 0000 4 0 1 82 9 4 1.0.Z1.4 1.0 63 1 00 4 0000 4 0 2 52 1 272 3 Shear.(k Moment(.f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page150 Of 269 09- 6.9.83 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Page151 Of 269 Job N� 09 -6983 Date .8/7/20.0.9 Designed By KL Checked By Girt Design Report (Level= 1 Span= 1 8/ 7/2009 2 44pm .1 .0 41 -0 68 -0 79 0 0.0 -0 78 .3. 82 1 39 2. 12 2. .0 87 0. 76 -0 80 -0 91 2 .12 1 31 -1. 3,7 8 0.5 .1. 62 2 47 3 0 8.8 0 77 -0 79 -0 90 2 47 .1 65 -.1 11 8 .16 .1 79 2 63 4 0 82 0 71 -0 32 2 63 .1 .86 -0 49 7 61 0 00 STRENGTH /DEFLECTION Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow .1 RL -0 68 3 .96 0 17 RL 1 39 9 30 0 15 RL 0 05 -0 01 .1 49' 2 RL -0 80 .3 96 0 20 RL 1 62 9 30 0 .17 RL 0 07 -0 05 2. 2.0 3 RL -0 79 3 96 0 .20 RL 1. 7.9 9 3.0 0..1.9 RL 0 08 -0 04 2 20 4 LL 0 71 3. 96 0 .18 LL .1 86 .9 30 0 20 LL 0 07 -0 11 WIND SUCTION GIRT ANALYSIS Shear(k Moment .(.f -.k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0 45 0 73 0 84 0 00 0 84 3 87 -1.48 -2 27 2 -0 92 -0 8.1 0 85 0 .97 -2. 27 -1 40 1 46 8 05 -1. 73 -2 64 3 -0 94 -0 82 0 84 0 96 -2 64 -1.76. .1 .19 8 16 -1 90 -2 80 4 -0.87 -0 76 0 35 -2 80 -1. 9.9 0 52 7 61 0 00 STRENGTH /DEFLECTION Span Shear(k Moment( -k Mom +Shr Deflection(in) I Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0 73 3 96 0 18 RL -1 48 9 30 0 1.6 RL 0 06 0 01 1 4.9 2 RL 0 85 3 96 0 22 RL -1 73 9 30 0 .19 RL 0 08 0 06 2 20 3 RL 0 84 3 .96 0 21 RL -.l. 90 .9 30 0 2.0 RL 0 09 0 04 2. 20 4 LL -0 76 3 96 0 19 LL -.l 99 9 30 0 21 LL 0 08 .0 12 09 -698.3 Girt .Design Report (Level= .1 Span= 2) 8/ 7/2009 2 44pm 09 -6 .G.IRT LAYOUT WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION Customer Project Location Size Page 152 Of 269 Green Creek Wood Products Job No 09 -6983 New Headrig with Eyebrow Date 8/7/2009 Port Angeles WA Designed By KL 26 3 x 172 5 x 32. 5 x Checked By Girt De ign Report (Level= 1 Span= 2) 8/ 7/2009 2 44pm GIRT LEVEL 1 SPAN 2 Bay Girt Bay Lap(.f.t) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 4 1.021.4 0 63 4 0000 4. 0 2. 2 8 5 10Z14 .18 00 1 00 4. 0000 4 0 .1 85 1 6 10Z14 18 00 .1 00 1 00 4 0.000 4 0 1 8.9 6 7 10Z1,4 30 00 1 00 1 00 4 0.000 4.0 2 143 4 8 10Z14 18 00 1 00 1 .0.0 4, 0000 4 0 1 89 6 9 10Z1.4 18 00 1 00 4 000.0 4 0 1 .85 1 495 6 Shear(.k Moment.(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -1.46 1 53. 0 00 0 46 0 31 0 93 5 0 88 -0 95 1. 05 0 .93 -2. 70 8 21 .1.46. 2 46 6 0 73 0 63 -1..10 1.20 2 46 1 78 -0 05 6 .82 5 53 6 67 7 1 62 1. 51 -1 50 1 61 6 67 5 1.1 -5 46 15 02 5 05 6 61 .8 1 19 1. 08 -0. 64 0 75 6. 61 .5. 48 0 08 11 01 .2.0.1. 2 71 9 1 12 1 01 -0 82 2. 7.1 1. 64. -3 11 10 40 0 .00 Span Shear(k Moment(.f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS -1 53 3 96 0 39 RS 0 93 9 3.0 0 10 RS 0 16 0 02 5 RL -0 95 3 96 0 :24 MS -2 70 .9 30 0 2.9 RL 0 08 -0 17 2 40 6 RL -1..10 3 .96 0 28 RL 55. 53 8..9.1 0 62. RL 0 43 0 08 2. 40 7 LL 1 .51 3 96 0 38 MS -.5 46 9 30 0 59 LL 0 45 -0 82 4 00 8 LL .l 08 3 96 0 27 LL .5 48 8 .91 0 61 LL 0 42 0 0.9 2 40 9 LL 1.01 3 96 0 2.6 MS -.3.11 9 30 0 33 LL 0 .10 -0 20 2 40 0.9- 6.98.3 GIRT LAYOUT nQ2�d� WIND, SUCTION GIRT ANALYSIS STRENGTH /DEFLECT,ION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Girt Design Report (Level .1 Span= 2) 8/ 7/2009 2 44pm Shear(k Moment(f-k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 1. 56 1 63. 0 .00 -0 4.9 0 3.1 -1 00 5 -0 94 1 01 1 12 -1 00 ,2..88 8 21 -1.55 -2 62 6 -0 78 -0 67 1. 17 1 28 -2 62 -,l 89 0 0.5 6 82 -5.90 -7 .12 7 -1.72 -.1 61 1 60 .1 72 -7 12 -5 45 5 83 15 02 -5 3.9 -7 05 .8 -1.26 -1 15 0 69 0 80 -7 05 -5.84 -0. 0.9 11 0.1 -2 14 -2 89 .9 -1. ,19 -1 08 0 88 -.2. 8.9 -1 7,5 3 32 10 35 0 00 .Span Shear(k Moment(f-.k Mom +Shr Deflection(in) Id Loc Calc Allow .U.0 Loc Calc Allow UC Loc UC Calc Allow 4 RS 1 63 3. 0 41. RS -1. 00 .9 3.0 0 11 RS 0 1,8 -0 02. 5 RL .1 01 3 9 0 25. MS. 2 88 8 05 0 36 RL 0 09 0 .1.8 2 4.0 6 RL 1 17 3 96 0 30 RL -5 .90 9 .30..0 63 RL 0 49 -0 09 2. 4.0 7 LL -1 61 3 96 0 41 MS 5 83 6.75.0 86 LL 0 51 0 .88 4 0.0 8 LL -1 15 3 96 0 29 LL -5 .84 9 30 0 63 LL 0 48 -0 09 2. 4.0 9 LL -.1 08 3 .96 0 27 MS 3 32 7 34 0 45 LL 0 11 0 21 2 40 09 -6983 Girt Design Report. (Level= 2. Span= 1) 8/ 7/2009 2. 44pm GIRT LEVEL 2 SPAN 1 Bay .Gir.t Bay Lap(ft) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 1 10Z14 21 17 .1 00 8 0000 .3 5 1 54. 5 2 1.0.Z14 L6 50 1 00 1..00 8 0000 3 5 1 82. 9 Page 153 .Of 269 Job No 09 -6983 Date 8/7./2009 Designed By KL Checked By 09 -698.3 3 10 Z.1.4 16 50 1 0.0 WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTI.ON WIND SUCTION .GIRT ANALYSIS STRENGTH /DEFLECTION Customer Project Location Size Page15.4 Of 269 Green Creek Wood Products Job No .0.9 -6983 New Headrig with Eyebrow Date 8/7/20.0.9 P Angeles WA Designed By KL 26 3 x 172 5 x .32 5 x Checked By Girt De ign Report (Level= 2. Span= 1) 8/ 7/2009 2 44pm 8 0000 3. 5 1 78 4 2 8 Shear(.k Moment -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup. Sup Lap Mom Loc Lap Sup 1 0 38 -0 58 0 68 0 00 -0 75 3 99 1 04 1. 67 2_ 0 71 0 62. -0 75 0 84 1 67 1. 01. -1 00 7 53 1 99 2.79 3 0 95 0 85 0 61 2 79 1. 89 -1 96 .10 04 0 00 Span Shear.(k Moment(.f -k Mom +Shr Defl.ection(in) Id Loc Calc Allow UC Lo.c Calc Allow. .UC Lo.c UC Calc Allow 1 RL -0 .58 3 .96 0 15 RL 1 04 9 30 0 .11 RL 0. 0.3 -0 01. 1. 4S 2. RL -0 75 3 .96 .0 19 RL 1. 9.9 9 30 0 2.1 RL 0 08 -0 03. 2.20 3 LL 0 85 3 .96 0 9 2 MS. -1. 96 .9 .30 0 21 LL 0 0.9 -0 09 .2 20 Shear.(k Moment(.f -k Bay Left Left Right. Right Left Left. Mid -Span Right Right Id Sup Lap Lap S.up. S.up Lap Mom Loc Lap Sup 1 -0 41 0 62. 0 72 0 0.0 0 8.1 4. 0.4 -1. 11 -1 7.9 2 -0 76 -0 66 0 80 0 90 -1 79 -1 08 1 07 7 .53 -2. 12 -2 97 3 -1 01 -0 91 0 65 -2 97 -2 01 2 09 1.0 04 0 00 Span Shear( Moment(.f -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC Lo Calc Allow UC Loc UC Calc Allow 09 -698.3 GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS STRENGTH/DEFLECTION Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Page155 Of 26.9 Job No 109 -6983 Date 8/7/2009 Designed By KL Checked By Girt Design Report (Level= 2 Span= 1) 8/ 7/2009 2 44pm 1 RL 0 62 3 96 0 16 RL -1 11 9 30 0 12 RL 0 04 0 0.1 1 49 2. RL 0 80 3 96 0 20 RL -2. 12 9 30 0 23 RL 0 09 0 03 2 2.0 3 LL -0 91 3 96 0 23 MS 2. 09 7 83 0 2.7 LL 0 10 0 10 2 20 09 -6983 Girt Design Report (Level= 2 Span= 2) 8/ 7/2009 2 44pm GIRT LEVEL 2 SPAN 2 Bay Girt Bay Lap(ft) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 5 10Z14 1.8 00 1. 00 8 0000 3 .5 1 85 1 6 10Z14 18 00 1 00 1 0.0 8 0000 3 5 1 8.9 6 7 1021.4 30 00 1. 00 1. 00 8 .0.0.00 3. .5 2 14,3 4 8 1.021.4 18 00 1 00 1 00 8 0000 3 5 1 89 6 9 .1.0214 .18 00 1 00 8 0.000 3 5 1 85 1 4 8 Shear(k Moment(f-k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5. 0 7.2 -0 88 -0 98 0 00 -2 7,2 7 60 1 43 2 36 6 0 66 0 56 -0 94 -.1 04 2 36 1. 7.5 0 07 6 98 4 80 5 .80 7 1 41 1 32 -1 32 -1 41 5 80 4 4.3 -4. 80 15 00 4 43 5 80 8 .1 04 0 94 -0 56 -0 66 5 80 4 80 0 07 11 02 1 7.5 2 36 9 0 98 0 88 -0 72 2 36. 1.43. -2. 72 10 40 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 0.9-6.9.83 NWOM WIND SUCTION .GIRT ANALYSIS STRENGTH /DEFLECTION, .GIRT LAYOUT Customer Page156 Of 269 Green Creek Wood Products Job No 09 -6 Date 8/7/20 Designed Byi KL 2 3 x 172 5 x 32. 5 x Checked By Project New Headr.ig with Eyebrow Location Port Angeles WA Size Girt Design Report (Level= 2. .Span= 2) 8./ 7/2009 2 44pm 5 RL -0 88 3 .96 0 22 MS -2 72 9 30 0 2.9 RL 0 07 -0 .17 2 40 6 RL -0 94' 3 96 0 24 RL 4 80 8..9.1 0 54 RL 0 32 0 08 2 4.0 7 LL 1 32 3 .96 0 33 MS -4..80 .9 30 .0 52 LL 0. 34 -0 72 4 00 8 LL 0 .94 3 .96 0 24 LL 4 80 8. .91 0 54 LL 0 32 0 08 2 40 9 LL 0 88 3 .96.0 22 MS -2. 72. .9 30 0 29 LL 0 07 -0 .17 2 40 Shear(.k Moment.(.f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap S S Lap Mom Loc Lap Sup 5 -0 76 0 94 .1 .04. 0 00 2. 90 7 60 -1 53 -2 52 6 -0 70 -0 60 1 0.1 .l. 11 -2 52 -.1.87 -0 08 6 98 -5 13 -6 18 7 -1. 51 -1 41 .1 41 .1. 51 -6 1.8 -4 73 5 12 15 00 -4 7.3 -6 18 .8 -1.11 -1. 01 0 60 0 70 6..1.8 -5..13 -0 08 11 02 -.1 .87 -2 52 9 -1 04 -0 94 0 77 -2..52 -1.53 2 .9.1 .10 35 0 00 Span Shear.(.k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow OC Loc Calc Allow UC Loc UC Calc Allow .5 RL 0 .94 3 96 0 24 MS 2 90 7 3.4 0 40 RL 0 08 0 18 2. 4.0 6 RL .l 01 .3 96 0 25 RL -5 .13 .9 30 0 55 RL 0 37 -0 08 2 40 7 LL -1 41 3 96 0 36 MS .5 12 6.75 0 76 LL 0 38 0 77 4 00 8 LL -1. 01 .3 96 0 25 LL -5..13 9 30 0 55 LL 0. 37 -0 08 2 40 9 LL -0 94 3, 96 0 24 MS 2 91 7 34 0 40 LL 0 08 0 18 2. 4.0 0.9 -698.3 .Girt De ign Report (Level= .3 Span= 1) 8./ 7/2.00.9 2 4.4pm GIRT LEVEL 3. SPAN .1 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Job No 09 6983 Date 8/7/2009 Designed By KL Checked By 09 -6983 Girt. Design Report (Level= 3 Span= 1) 8/ 7/2009 2 44pm Bay Girt Bay Lap(f.t) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 4 10C12 24 00 8 0000 3 5 2 147 4 WIND PRESSURE GIRT ANALYSIS S.TRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECTION 147 4 Shear(k Moment(f-k Bay Left Left Right Right Left Left Mid -Span Right Right Id .Sup Lap Lap Sup .Sup Lap Mom Loc Lap Sup 4 1. 38 -0 .96 0 00 -9 43 11 00 0 00 Span Shear(k Moment -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 1..3 10 .93 0 13 MS 43 14 .10 0 67 MS 0 45 -0 80 3 20 Shear Moment. (f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 47 1.03 0 00 10 07 11.00 0 00 Span Shear(k Moment( -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS -1 47 10 93 0 13 MS 1.0 07 1 08 0 71 MS 0 51 0 .85 3 20 Page 157 Of 269 09 -6983 GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECTION WIND SUCTION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Size Girt Design Report (Level= 4. Span= 1) 8/ 7/2009 2 44pm Port Angeles WA 26 3 x 172 5 x 32 5 x GIRT LEVEL 4 SPAN .1 Bay Girt Bay Lap,(ft) .Gir.t Load No Girt Id Size Width Left Right Location Width Brace Weight 1 .1.0214 .11. 17 I. 00 11. .0000 4. 0 1 54 5 2 .10Z1.4 .16..50 1 00 .1. 0.0 11.0000 4 0 1 82 9 .3 1.0Z14 16 5.0 1 .00 .11 .000.0 4 0 1 78 4 Page 158 Of 269 Job No 09 -6983 Date 8/7/20 Designed Byl KL Checked By 215 8 Shear(k Moment (f -k Bay Left. Left Right Right Left Le.f.t Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0 43 -0 66 .0 77 0 00 -0 86 3 .99 1 19 1 9.1 2 0 81 0 70 -0 86 -0 96. 1 91 1 15 -1 14 7 53 2 27 3 18 3 1 08 0 97 -0 69 3 .18 2 1.6 -2 24. 10 04 0 00 Span Shear(k Moment( -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0 66 3 96 0 17 RL .l. 1.9 9 30 0 13 RL 0 04 -0 01 1 49 2 RL -0 86 3 96 0 22 RL 2 27 9 30 0 24 RL 0 1 -0 04 2 20 3 LL 0 97 3 96 0 25 MS -2 24 .9 30 0 24 LL 0 11 -0 11 2 20 WW 09 -6983 GIRT ANALYSIS. Shear(k Moment(f-k Bay Left Left Right Right Left Left Mid -Span Right Right .I.d Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0 47 0 7.1 0 82 0. 00 0 92 4. 04 -1 27 -2 04 2 -0 86. -0 7.5 0 91 1 03 -2 04 -1 23 1 22 7 53 -2 42 -.3 40 3 -.1 .15 -1. 04 0 74 -3 4.0 -2 30 2 .3.9 .10 04 0 00 ,STRENGTH /DEFLECT.I.ON Span Shear(k Moment(f-k Mom +Shr Deflection(in) Id Loc Calc Allow U.0 Lo.c Calc Allow U.0 Loc U0 Calc Allow l RL 0 71 3 .96 0 .18 RL -.1 27 9 .30 0 .14 RL 0 .05 .0 02 .1 49 2 RL 0 .91 .3..96 0 23 RL -2 42 .9 30 0. 26 RL .0 .12 0 04 2 20 3 LL -1 04 3 96 0 26 MS 2 39 7 83 0 .31 LL 0 13 0 11 2 20 0.9- 6.98.3 Girt Design Report (Level= 4 Span= 2) 8./ 7/20.0 2 44pm GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x 1 5 x 32 5 x Girt Design Report (Level= 4 Span= .1) 8/ 7/2009 2 44pm GIRT LEVEL 4 SPAN 2 Job No l 09 -6983 Date l 8/7/2009 Designed Byl KL Checked By .Bay Girt Bay Lap(ft) .Girt Load Na Girt I.d Size Width Left Right Location Width Brace Weight 5. 10Z14 1.8 00 1. 00 .11 0000 4 0 1 85 1 6 10214 1.8 00 .1 00 .1 00 .11 000.0 4 0 1 89 6 7 10Z14 30 00 1 00 1 0.0 11 000.0 4. 0 2 .143 4 8 .10214 1.8 00 1 00 1 00 .11 0000 4. 0 1 89 6 .9 .10214 .18 00 1 00 .11, 0000 4. 0 1 8.5 .1 492 8 Page159 Of 2.69 09 -6983 Bay Left, Left Id Sup Lap 5 0 82 -1 01 6 0 75 0 64 -.l 08 7 1 61 1 51 -1 5.1 8 1 .19 1 08 -0 64. 9 1 12 1 01 STRENGTH /DEFLECT.ION WIND SU.CTI.ON. GIRT ANALYSIS Bay Left Id Sup STRENGTH /DEFLECTION Shear(k Left Right Lap Lap 5 -0 87 1 08 6 -0 80 -0 69 1 15 7 -.1 72 -1 61 .1 61 8 -.1 .27 -1 15 0 6.9 .9 -1 19 -.1 08 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x .32 5 x Shear(k Right Right Left Left Lap Sup Sup Lap Span Shear(k Id Loc Calc Allow UC 5 RL 1. 08 3 .96 0 27 6 RL .1 1.5 3 96 0 2.9 7 LL -.1. 6.1 .3 96 0 41 8 LL -1 15 3 .96 0 29 Job No Date Designed By KL Checked By Girt Design Report (Level= 4 Span= 2) 8/ 7/200.9 2 44pm Moment (f -k Mid -Span Right Right Mom Loc Lap Sup 1 12 0 00 .3..11 7 6.0 1 64 2 70 1 19 2 70 .2 01 0 08 6 98 5 49 6 62 1 61 6. 62 .5 06 -5 48 15 00 5 06 6 62 0 75 6 62 5 49 0 08 11 02 2 01 2 70 0 .82 2 70 1 64 -3 .11 1.0 40 0 00 Span Shear(k Moment(.f. -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC, Loc Calc Allow UC Loc UC Calc Allow 5 RL -1 01 3 .96 0 26 MS -3 11 9.30 0 33 RL 0 10 -0 2.0 2 40 6 RL -1 08 3 .96 0 27 RL 5 4.9 8 .91 0 62 RL 0 42 0 09 2 40 7 RL -.l 5.1 3 .96 0 38 MS -5 4.8 .9 30 0 59 RL 0 44. -0 83 4 00 8 LL .1. 0.8 3 96 0 27 LL .5 4.9 8 91 0 62 LL 0 42 0 09 2 40 9 LL 1 01 3 96 0 26 MS -.3 11. 9 30 0 .33 LL 0 10 -0 20 2 4.0 Right Left Sup Sup 1 1 0 00 1 27 -2 88 1 72 -7 07 0 80 -7 .07 0 8.8 -2 8.9 Left Lap Moment(.f -k Loc Calc Allow UC MS 3 32 7 34 0 45 RL -5 86 9 30 0 63 MS 5 85 6 7 0 87 LL -5. 86 9 30 0 63 Moment(f -k Mid -Span Right. Right Mom Loc Lap Sup .3 .32. 7 60 -1 75 -2 88 2 .14 -0 09 6 98 -5 86 -7 07 5 4.0. 5 8.5 .15. 00 -5 40 -7 07 -.5 .86 -0 0.9 11 02 -2..14 -2..89 -.1 7.5 3 32 10 35 0 00 Page 160 Of 26.9 0.9 -6983 8/7/200.9 Mom +Shr Deflection(in) Loc UC Calc Allow RL 0 .11 0 21 2 40 RL 0 48 -0 09 2 40 LL 0 50 0 88 4 00 LL 0 48 -0 09 2. 40 0 WOW V s er• •S•• 9 LL -1 08 09- 69.8.3 GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS. STRENGTH /DEFLECTION WIND SUCTION GIRT ANALYSIS Customer Project New Headrig with Eyebrow Location Port Angeles WA Size Green Creek Wood Products 2.6 3 x .172 5 x 32 5 x 3 96 0 27 MS 3 32 7 34 0 4.5 LL GIRT LEVEL 5 SPAN 1 Job No Date Designed By Checked By 0 11 0 KL Bay Girt Bay Lap(ft.) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 4 010x15 3 24 00 11 0000 .9 .5 2 367 2 21 2 40 Girt Design Report (Level= 5 Span= 1) 8/ 7/200.9 2 44pm 367 2 Shear(k Moment(.f -k Bay Left Left Right Right Left. Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 .3 07 -3 07 0 00 -.18 40 12 00 0 00 Span Shear(k Moment.(f -k Mom +Shr Deflection(in) Id Loc Calc Allow. UC Loc Calc Allow .UC Loc UC Calc Allow 4 LS 3 07 34 57 0 09 MS -.18 4.0 28 4.6 0 65 LS 0 00 -0 68 3 2.0 Shear(k Moment(.f -k Page 161 Of 269 09 -6983 8/7/2009 09 -6 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Job No 0.9 -6983 Date 8/7/200.9 Designed By KL Checked By Girt Design Report (Level= 5 Span= 1) .8./ 7/200.9 2 44pm Bay Left Left. Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -3. 2.7 3 27 0 0.0 .19 63 .12 00 0 00 STRENGTH /.DEFLECTION Span Shear(.k Moment( -k Mom +Shr Deflection(in) I Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4. LS -3 27 34 57 0 09 MS 19 63. 21 00 0 93 LS 0 00 0 73 3 20 09 -69 Girt. Design Report. (Level= 6 Span= 1) 8/ 7/2009 2 44pm GIRT LAYOUT Bay Girt Bay Lap.(.f.t) Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 1 10Z14. 11 17 1 00 .16 0000 .5 0 1. .54. 5 2 10Z14 .16 50 :1 00 1 00 16 0000 5 0 1 82. 9 3 10Z14 16 50 1 00 16.0000 5 0 1 78 4 WIND PRESSURE GIRT ANALYSIS GIRT LEVEL 6 SPAN 1 215 8 Shear(.k Moment( -k Bay Left Left Right Right Left Left Mid -Span Right, Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .1 0 54 -0 83 -0 96 0. 00 -1 07 .3 99 1 4.9 2. 39 2 1 0.1 0 88 -.1 07 -1. 21 2 39 1 44 -1 43 7 53 2 84 3 .98 .3 .1 35 1 22 -0 87 3 .9.8 2 70 -2. 80 1.0 04 0 00 Page.1.62 Of 269 z 0.9 -6983 STRENGTH /DEFLECTION. WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECT.ION .G.IRT LAYOUT Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2 3 x .172 5 x 32 5 x Girt Design Report (Level= 6. Span= 1) 8/ 7/2009 2 44pm Span Shear.(.k Moment.(f-k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0 83 3 .96 0 21 RL 1 49 9 30 0 1.6 RL 0 07 -0 02 1 49 2 RL -1 07 3 96 0 27 RL 2 84 9 30 0 .31 RL 0 .17 -0 05 2 2.0 3 LL 1 22 3 96 0 31 MS 80 9 30 0. 30 LL 0 18 -0 .13 2 20 Shear(k Moment(f-k Bay Left Left Right Right Left. Left Mid -Span Right Right I Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0 58 0 89 1 03 0 00 1. 15 4 04 -1 59 -2 55 2 -1.08 -0 94 1 14 .1 2.9 -2. 55 -.1. 54 1 52 7 53 -3 03 -4 2.5 3 -1 44 -1 30 0 93 -4 2.5 -2 88 2 99 .10 04 0 00 Span Shear(k Moment(f-k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow .l RL 0 89 3 96 0 22 RL .1..59 .9 30 0 17 RL 0 08 0 0,2 1 49 2 RL 1 14 3 96 0 2.9 RL -3 03 9 3.0 0 33 RL 0 19 0. 05 2 2.0 3 LL -1.30 3 96 0 33 MS 2. 99 7 83. .0 38 LL 0. 20 0 14 2 20 0.9 -6.983 Girt Design Report (Level= 6. Span= 2.) 8i 7/2009 2.4.4pm GIRT LEVEL 6 .SPAN 2 Job No Date Designed By Checked By Page 163 Of 269 09 -69 8/7/2009 KL Bay Girt Bay Lap(ft) Girt Load No Girt WIND PRESSURE GIRT ANALYSIS STRENGTH /DEFLECT.ION WIND SU.CT.ION GIRT ANALYSIS Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172 .5 x 32 .5 x 5 1.0214 1.8 00 .1 00 16. 0000 5 0 1 85 .1 6 10Z14 18 00 1 00 1 00 16 0000. 5 0 1 8.9 6 7 10.Z12 30 00 .1. 00 1 00 16 0.000 5 0 2 199 7 8 102.14 18 00 1 00 1 00 16 0000 5 0 1. 89 6 9 .1.OZ1.4 18 00 1. 00 16 0000 5 0 .1 85 1 Page 164 of 269 Job No 09 -6 Date 8/7/2009 Designed By` KL Checked By 09 -6.983 Girt Design Report (Level= 6. .Span= 2) 8/ 7/2.009 2 44pm Id Size Width Left Right Location Width Brace Weight 549 1 Shear(k Moment(.f -.k Bay Left. Left Right Right Left. Left. Mid -Span Right Right Id Sup Lap Lap S.up S.up Lap Mom Loc .Lap Sup 5 1 02 -1 27 .1 40 0 00 -3 .84 7 56 2 1.5 .3 49 6 .0 .97 0 83 -1..32 1 4.5 .3 49 2 .5.9 0 00 7 21 6 45 7 83 7 2 02 1 88 -1 88 2 02 7 83 5 88 -7 3.0 15 00 5 88 7 83 8 .1.4.5 1 32 -0 83 0 97 7 83 6 45 0 00 10 79 2 59 3 49 9 1 40 1 27 1 02 .3. 49 2 15 -.3 84. .1.0 44 0 00 Span Shear(.k Moment(.f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Lo.c .Cal.c Allow UC Loc UC Calc Allow 5 RL -1 27 3. 96 0 32 MS -3 84 .9 3.0 0 41 RL 0 16 -0 24 2.40 6 RL -1. 32 3. 96 0 :33 RL 6 45 8. 91 0 72 RL 0 59 0 1.0 2 40 7 LL 1 88 1.0 9.3 0 17 MS -7 30 14 1.9 0 51 LL 0 20 -0 82 4 00 8 LL 1 32 3 .96 0 :33 LL 6 45 8 91 0 72 LL 0 59 0 .10 2 40 9 LL 1. 27 3. 96 0 32 MS -.3 8.4 9 3.0 0. 41 LL 0 .16 -0 24 2 40 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 0 -6983 STRENGTH /DEFLECTION GIRT LAYOUT WIND PRESSURE GIRT ANALYSIS Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x GIRT LEVEL 7 SPAN 1 Page165 Of 269 Job No 109 -6983 Date 1 8/7/20.09 Designed By+ KL Checked By Girt Design Report (Level= 6 Span= 2) 8/ 7/2009 2 44pm 5 -.1.08 1 35 1. 50 0 00 4 .10 7 56 -2 30 -3 72 6 -1.0,3 -0 8.9 1, 41 1 5,5 -3 72 -2 76 0 00 7 21 -6 88 -8 .36 7 -2 15 -2. 01 2 01 2 15 -8 .36 -6 28 7 7.9 15 00 -6 28 -8 36 8 -.1 55 -1. 41 0 89 .1 03 -8. 36 -6 88 0 00 1.0 79 -2 77 -3 73 9 -1.50 -1 36 1 10 -.3 7.3 -2 30 4 .10 10 40 0 00 Span Shear.(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow .5 RL 1. 35 3 .96 0 34 MS 4 .1.0 7 .3.4 0 56 RL 0 18 0 26 2 40 6 RL 1.41. 3 96 0 36 RL -6 88 .9 .3.0 0 74 RL 0 67 -0 10 2 40 7 LL -2. 01 10 93 0 18 MS 7 7.9 9 93 0 78 LL 0 23 0 88 4 00 8 LL -1 41 3 .96 0 36 LL -6 .8.8 .9 30 .0 74. LL 0 67 -0 10 2. 40 9 LL -1 36 3 .96 0 .34 MS 4, .10 7 34. 0 56 LL 0 .1.8 0 26 2 40 0.9- 69.8.3 Girt .Design Report (Level= 7 Span= 1.) 8/ 7/2009 2. 44pm Bay Girt Bay Lap(.f.t) Girt Load No Girt I.d Size Width Left Right Location Width Brace Weight .1 10Z14 11 .17 1. 00 2.1 0000 5 5 .1 54. .5 2 1.0Z14 16 50 1 00 1 00 21 0000 5 5 1 82 9 .3 10Z14 .16 .50 1. 00 2.1. 0000 5 5 1 78 4 215 8 Shear(k Moment(f -k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 0.9 -6.983 MOP 1 404..•••. •••4 WM.S v�. STRENGTH /DEFLE WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECTION 09-6.g8.3 Customer Project New Headrig. with Eyebrow Location Port Angeles WA Size Girt Design Report (Level= 7 Span= 1) 8/ 7/2009 2 44pm l 0 59 -0 91 -1 06 0 00 -.1 18 3 9.9 1. 64 2 63 2 .1..11 0 .97 -.l. 1.8 -.1. 33. 2. 63 1 5.9 -.1 57 7 53 .3 13 4. 38 3 .1 49 1 34 -0 .96 4 3.8 2 :97 -3 08 .10 04 0 CO Span Shear(k Moment(f -k Mom +Shr. Deflection(in) Id Loc Cal Allow UC Lo.c .Cal Allow UC Loc UC Calc Allow 1 RL -0 .91 3 .96. 0 23 RL 1. 64. .9 30 0 .1.8 RL 0 08 -0 02 .l 49 2 RL -1. 18 3 .96 0 30 RL .3 13 9 30 .0 3.4 RL 0 2.0 -0 05 2 20 3 LL .1. 34 3. 96 0 34 MS -.3 08 9 .3.0 0 33 LL 0 22 -0 24 2 20 Shear (.k Moment(f-k Bay Left Left Right Right Left. Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap. Mom Loc Lap Sup 1 -0 64 0 .98 1 .1.3 0. 0.0 1. 27 4 0.4 -.1 75 -2 81 2. -.1. 1.9 -.1 03 1 26 1 42. -2. 8.1. -1 7.0 1 67 7 .53 -3 33 -4. 67 3 -1 5.9 -.1 43 1 02 -4. 67 -3 1.6 3 2.9 .10 04 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) I.d Loc Cal.c Allow UC Lo.c Calc Allow UC Loc UC Cal.c Allow .l. RL 0 .9.8 .3' 96 0 25 RL -1 75 .9 3.0 0 L9 RL 0 1.0 0 02 1. 49 2 RL 1 26 3 96 0 32 RL -.3 33 .9 30 0 .36 RL 0 23 0 05 2 2.0 3 LL -1 43 3 96 0 36. MS. 3 29 7 83 0 42 LL 0 25 0 15 2 20 Green Creek Wood Products 2,6 3 x 172..5 x 32.5 x GIRT LEVEL it 7 SPAN 2 Page 1.66 Of 269 Job No 0.9 -698.3 Date 8/7/200.9 Designed By[ KL Checked By Girt Design Report (Level= 7 Span= 2) 8/ 7/2009 .2 44pm 09 -69 GIRT LAYOUT Bay Girt Id Size .5 1.0Z14 6 10Z12 7 .1.0212 8 10Z12 9 10.Z14 WIND ,PRESSURE .GIRT ANALYSIS Bay Left Id S.up .5 .1..1.0 6 .l. 0 6 7 2.22 .8 .1 6.1 9 .1. 56 S.TREN.GTH /DEFLECTION 5 RL -1 4.1 6 RL -1 4.6 7 RL -2 07 8 LL .1 46 9 LL .l 41 WIND SUCTION GIRT ANALYSIS Bay Width 18 00 18 00 30 00 18. 00 18 00 Customer Project Location Size Shear(k Left Right Right Lap Lap Sup -1 41 0 91 -1.4.6 2 07 -2. 07 1 46 -0 91 1 4.1 Span Shear(k I Loc Calc Allow UC 3. 96 0 3.6 10 .93 0 .13 10 93 0 .19 .10 93 0 13 .3 96 0 36 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x 172 .5 x 32 5 x .1. 0.0 1 00 1 00 1 00 .1. 00 1 00 1 0.0 1 00 Job No Date Designed By Checked By KL Girt Design Report (Level= 7 Span= 2.) .8./ 7/2009 2 44pm Lap(.ft) Le,ft Right Loc MS RL MS LL MS Girt Load No Girt Location Width Brace Weight 2.1 00.00 5. 5 1 8.5 1 21 0000 5 5 1 124 8 21. 0000 5 5 2 .1.99 7 21 00.00 5 5 1 124. .8 21. 0000 5 5 1 85 1 -4 12 9 3.0 0 44 7 52 1.3 38 0 56 7 59 1.4 1.9 0 54 7 52 .1.3 38 0 56 4. 12 .9 30 0 44 61.9 5 Moment(f-k Left Left Mid -Span Right Right S.up Lap Mom Loc Lap Sup 1 5.6 0 00 -4..12 7 46 2 62 4 .10 1 61 4. 10 3 1.2 0 33 7 1.4 7 52 .9 05 2.22 9 05. 6 9.1 -7 59 15 00 6 91 9 05 1 06 .9 05 7 52 0 33 1.0 86 3 12 4 10 -1 .10 4..1.0 .2 62 -4..12 1.0 54 0 00 Moment(.f -k Mom +Shr Deflection(in) Calc Allow .UC Loc. UC Calc Allow RL 0 2.1 -0 2.5 2. 4.0 RL 0 30 0 .10 2 40 RL 0 27 -0 83 4 00 LL 0 30 0 10 2 40 LL 0 21 -0 25 2 40 Page 167 Of 269 09 -6.983 8/7/2009 09 -6983 Bay Left Id Sup .5. -.l 18 6 -1 13 7 -2 37 .8 -1 71 .9 -.1. 66 S.TRENG.TH /DEFLECT.I.ON Span Shear(k I.d Loc Cal.c Allow UC 5 6. 7 8 9 09 -69.83 RL RL LL LL LL GIRT LAYOUT Bay Girt Id Size 1 .10.Z14 2 1.0Z14 3 10.Z1.4 WIND PRESSURE 1. 51 0 .97 1 .56 2 2.1 2. 2.1 1 56. 0 .97 1 51 Customer Project Location Size Girt Design Report. (Level= 7 Span= 2) 8/ 7./2009 2 44pm Shear(k Left Right Right Lap Lap Sup 1 5.1 .1 56 -2 2.1 -.1 56 -.1 51 3 96. 0 38 10 93 0 .14 10 93. 0 20 10 93 0 14 3 .96 0 38 GIRT LEVEL 8 Bay -Lap (f.t) Width Left Right. Green Creek Wood Products New Headrig. with Eyebrow Port Angeles. WA 2.6 3 x 172 5 x 32 5 x Loc MS RL MS LL MS Left .Left Sup Lap 4. 3.9 7 34 0 6.0 8 02 .14 1.9 0 57 8 .10 .9 .9.3 0 82 8. 02 .1.4..1.9 0 57 4 40 7 34. 0 60 Job No Date Designed By Checked By KL Moment (f- k Mid -Span Right Right Mom Loc Lap Sup 1 66 0. 00 4. 3.9 7 4.6 -2 7.9 -4 38 1 71. -4. 3.8 -.3 3.3 -0 35 7 14 -8 02 -9 66 2 37 -9 66 -7 37 8 .10 15 00 -7 37 -9 66 1 13 -9 66 -8 02 -0 .35 10 86 -3 33 -4 38 1 .19 -4. 3.8 -2 80 4 4.0 .10 49 0 00 Moment.(.f -k Mom +Shr .Deflection(in) .Cal.c Allow UC Loc UC Calc Allow RL 0 24 0 27 2. 40 RL 0 34 -0 .11 2. 4.0 LL 0 31 0 89 4. 00 LL 0 34 -0 11 2 40 LL 0 2.4 0 27 2 4.0 Girt Design Report. (Level= 8 Span= 1.) 8/ 7/2009 2 44pm ,SPAN 1 Gir.t. Load No .Gir.t Location Width Brace Weight .11 17 .1. 00 27 0000 4 .5 .1 54. 5 1.6 50 1 00 1 00 2.7 0000 4 5 2 82. 9 1.6 50 1 .00 27 0000 4. 5 .1 78 4 Page 168 Of 2.6.9 09 -6983 .8/7/20.0.9 21.5 8 09 -698.3 GIRT. ANALYSIS STRENGTH /DEFLECTION WIND S.UCT.ION GIRT ANALYSIS. STRENGTH /DEFLECTION Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32.5 x Job No Date Designed By KL Checked By Girt Design Report (Level= 8 Span= 1.) 8/ 7/200.9 2. 44pm Shear(k Moment(f -k Bay Left Left Right. Right Left Left Mid -Span Right Right ,Id Sup Lap Lap Sup Sup Lap Mom Lo.c Lap Sup 1 D. 48 -0 75 -0 87 0 00 -0 ,96 .3 99 1 34 2 .15 2 0 91 0 79 -0 96 -1 09 2. 15 .1 30 -.1. 2.8 7 53 2 56 3 58 .3 1.22 1, 0.9 -0 78 3 58 2 43 -2 5.2 10 04 0 00 Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Cal.c Allow 1. RL -0 7.5 3 96 .0 .1,9 RL 1 34. 9 30 .0 14 RL 0 06 -0 02 1 49 2 RL -0 96 3 96 0 24 RL 2 56 .9 30 0 2.7 RL 0 14 -0 04 2 20 .3 LL 1. OR 3 96 0 28 MS -.2 52 .9 30 0 27 LL 0 14 -0 12 2. 2.0 Shear(k Moment(f -k Bay Left Left Right Right Left. Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .l -0 53 0 80 0 93 .0 0.0 .l 04 4 04. -1 43 -2 3.0 2 -0 97 -0 84 1 03 1. 1.6 -2 30 -1. 39 1 .37 7 53 -2 73 -.3 82 .3 -.1 30 -1. 1.7 0 83 -3..82 -2 59 2. 6.9 10 0.4 0 00 Page169 Of 269 09 -6983 8 Span Shear(k Moment(f -.k Mom +Shr .Deflection(in) Id Loc Calc Allow UC Loc Cal.c Allow UC Loc UC Calc Allow 1 RL 0 80 3 96 0 20 RL -.1. 4.3 9 .30 0 .1.5 RL 0 06 0 02 1 49 2 RL 1 03 3 96 0 26 RL -2 73 9 30 0 29 RL 0 15 0'04 2 20 3 LL -1 17 3 96 0 30 MS 2 69 7 83 0 34 LL 0 16 0 13 2 2 09 -6983 Girt Design Report (Level= 8 Span= 2 8 7/2009 2 44pm 0 -6983 GIRT LAYOUT Customer Green Creek Wood Products Project New Headrig with Eyebrow Location .Port Angeles WA Size 26 3 x .172 5 x 32 5 x Page1.70 Of 269 Job No 09 -698.3 Date 8/7/2009 Designed Byl KL Checked By Girt Design Report (Level= 8 Span= 2) 8/ 7/2009 2 44pm GIRT. LEVEL 8 SPAN 2 Bay Girt Bay Lap(.f.t) .Gir.t Load No Girt Id Size Width Left Right Location Width Brace Weight 5 .1.OZ1.4 1.8 GO 1. 0.0 27 0.000 4 .5 1 .85 1 6 10Z14 .1.8 00 1 0.0 1. 0.0 27 0.000 4 5 1 8.9 6 7 10Z14 .30 0.0 1 00 1 00 27 0.0.0.0 4. .5 2 143 4 8 1.0Z14 .1.8 00 .1 00 .1. 00 27 0.000 4. 5. 1 .89 6 9 .1.0Z14 1.8 00 1 00 2.7 00.0.0. 4 5 1. 8,5 1 WIND PRESSURE .GIRT ANALYSIS STRENGTH /DEFLECTION 4.92 8 Shear (.k Moment.(.f -k Bay Left Left Right Right Left Left Mid -Span Right. Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 0 .92 -1 .14 -.1 26 0 00 -3 5.0 7 60 1 84. 3. 04 6 0. 84 0 72 -1. 2.1 -1 33 .3 04 2. 2.6. 0 0.9 6 98 6 .18 7 45 7 1. 82 .1. 69 -.l 69 -1 82 7 45 .5 70 -6. 1.7 1.5 00 5 70 7 45 8 1. 33 1 2.1 -0 72 -0 84. 7 45 6 1.8 0 .09 11 02. 2 26 3 04 9 1 26 1 14 -0 .92_ 3 04 .1. 8.4 -3. 5.0 10 40 0 00 Span Shear(k Moment.(.f -k Mom +Shr. Deflection(in) Id Loc Calc Allow UC Lo.c Calc Allow UC Lo.c UC Calc Allow 5 RL -.1 14 3 96 0 .29 MS -3 50 .9 30 0 38 RL 0 12 -0 22 2 40 6 RL -1 21 3 96 0 31 RL 6 18 8 91 .0 69 RL 0 54 0 10 2 40 7 RL -1 69 3 96 0 4.3 MS -6 17 9 30 0 66 RL 0 56 -0 93 4 .00 8 LL 1 21 .3 96 0 3.1 LL 6 .1.8 8..9.1 0 69 LL 0 54 0 .1.0 2 40 9 LL .1. 14 3 96 0 29 MS -.3 50 .9 .30. 0 3.8 LL 0 .12 -0 22 2 40 i40'i....: 474• v.S AN 09 -6 WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECTION WIND PRESSURE Customer Project Location Size Green Creek Wood Products New.Headri,g with Eyebrow Port Angeles WA 26 3 x 172 5 x .32 5 x Girt Design Report. (Level= .8. Span= 2.) 8/ 7/2009 2 44pm Shear(k Moment(f-k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup .5 -0 .98 1 21 1 34 0 00 3 73 7 60 -1 97 -3. 24 6 -0 .90 -0 77 1 29 1.42 -3. 24. -2 41 -0 10 6. 98 -6 5.9 -7 .95 7 -1..94 -1 81 1 8.1 1 94. -7 .95 -6 08 6..5.8 15 00 -6 08 -7 .9.5 .8 -1 42 -1 29 0 77 0 90 -7 95 -6 59 -0 .1.0 11. 02 -2. 41 -3 25 9 -1 .3.4 -1 21 0 99 .3..25 -1 97 3 74. 10 35 0 00 Span Shear(k Moment( -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 5 RL 1. 21 3 96 0 31 MS. 3 73 7 3.4 0 51 RL 0 .1.4 0 23 2.40 6 RL 1 2.9 3 96 0 33 RL -6 59 .9 3.0 0 71 RL 0 61 -0. 11 2 4.0 7 LL -.1 81 3 96.0 46 MS 6. 58 6 75 0 97 LL 0 64 0 99 A 00 8 LL -1. 29 .3 .96 0 .33 LL -6 .59 9 3.0 0 71 LL 0 6.1 -0 12 2 40 9 LL -.1 2.1 .3 96 0. 31 MS 3 74 7 .34 0 51 LL 0 14 0 2.4 2 40 0.9- 6.9.83 Girt Design Report. (Level= 9 Span= .1) 8./ 7./2.009 .2 4.4pm GIRT. LEVEL 9 SPAN. 1 Job No Date Designed By Checked By GIRT LAYOUT Bay Girt Bay Lap(ft) Girt Load No .Gir.t Id Size Width Left Right Location Width Brace Weight 4 C10x15 3 2.4 00 27 0000 9 5 2 367 2 Page171 Of 269 09 -69.83 8/7./2.009 KL 367 2 09 -698.3 GIRT ANALYSIS STRENGTH /DEFLECTION WIND S.UCTI.ON. GIRT. ANALYSIS STRENGTH /.DEFLECTION. Page 1.72 Of. 2.69 Customer Green Creek Wood Products Job No 09 -6983 Project New Headr.ig with Eyebrow Date 8/7/2009 Location Port Angeles, WA Designed By KL Size 26 .3 x 172 5 x 32 5 x Checked By Girt Design Report (Level= 9 Span= 1) 81 7/2009 2 4.4pm Shear(k Moment.(f -k Bay Left Left Right Right Left Left. Mid -Span Right Right Id Sup Lap Lap Sup Sup. Lap Mom Loc Lap S.up 4 .3 07 -3 07 0 00 -.18 40 12 00 0 00 Span Shear(k Moment(.f -.k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow. UC Loc UC Calc Allow 4 LS 3 07 34. 57 0 09 MS -18 4.0 28 46. 0 65 LS 0 00 -0 68 3 20 Shear(k Moment(f -.k Bay Left Left Right Right Left. Left Mid—Span Right Right Id S.up Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -.3 27 3 27 0 00 19 63 12.00 0 00 Span Shear(k Moment(f -.k Mom +Shr .D I,d Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4. LS -3 27 34 57 0 09 MS 19 63 21 00. 0 .9.3 LS 0 00 0 73 3 20 09 -6.983 Girt Design Report (Leve.1 =.10 .Span= 1) 8./ 7/2009 2. 44pm GIRT LEVEL #10 SPAN 1 0.9 -6.983 .GIRT LAYOUT Bay Girt Bay Lap(ft.) .Girt Load No Girt Id Size Width Left Right Location Width Brace Weight 1. 1.0Z.1.4 .11 .17 1 00 30 0000 2 4 1 54 5 2 .1'OZ1.4 16 50 1.00 .1 0.0 3.0 .0.000 2 4 1 82 9 3 10Z14 16 50 1 00 1. 00 30 0000 2.4 1 82 9 4 10.214. 24 00 1 00 1 00 .3.0 .0000 2.4 2 11.6 5 5 10.21.4 as 00 1 00 1 00 30 .0000. 2 4. .1 8.9 6 6 .1.0Z14 18 00 1 00 1 00 30 00.00 2 4 .1 8.9 6 7 1.0214 30 00 1 0.0 1 00 .30 000.0 2. 4 2 .143. 4 .8 10Z14 1.8 00 1 00 1. 00 3,0 0000 2 4 1 89 6 9 10Z.14 18 00 1. 00 .30 0000 2. 4. 1 85 1 WIND. PRESSURE GIRT. ANALYSIS Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size I 26 3 x 172.5 x 32 5 x P Page.17.3 Of 269 Job No 09 -698.3 Date 8/7/20.09 Designed Byl KL Checked By Girt Design Report (Level =l0 Span= 1) 8/ 7/2009 2 44pin 834 0 Shear(k Moment.(.f. -k Bay Left Left Right Right Left Left. Mid -Span Ri.ght Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.24. -0 42. -0 48 0 00 -.0 45 3 7.1 0 9.1 1 36 2 .0.54 0 48 -0 46 -0 53 .1 36. 0 85 -0 92 8 3.7 0 73 1 23 3 0. 4.6 0 39 -0 55 -0 62 1 23 0 81 -0 36 7 00 1. 99 2 57 4 0 77 0 70 -0 7.3 -0 79 2. 57 1 84. -1. 96 11 80 2 12 2. 88 5 0 70 0 63 -0.4.1 -0 47 2 88 2. 22 -0 85 10 72 0 43 0. 87 6. 0 40 0 34 -0 70 -0. 77 0 8.7 0 50 -0 37 6 19 3 43 4 1.6 7 0 98 0 .92 -0 .90 -0 97 4 16 3 21 -3 26 15 11. 3. 0.1 3 95 8 0 7.1 0. 65 -0 3.9 -0 4.6. 3. 95 3 2.7 0 04 10 .97 1 22 .1 65 9 0 6.8 0 61 -0 4.9 1 6.5 1 00 -1 .87 1.0 41 0. 00 STRENGTH /DEFLECTION Span Shear(k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow .1 RL -0 42 3 96 0 .11 RL .0 91 9 30 0 10 RL 0 0.2 -0 01 1. 4.9 2 LL 0 48 3 96 0 12 MS -0 92 9 30 0 .10 LL 0 .02 -0 04 2 20 3 RL -0 55 3 .96 0 14 RL .1 9.9 9 30 0 .21 RL 0 07 0 00 2 2.0 4 RL -0 73 3 96 0 18 RL 2. 22 9 30 0 23 RL 0 09 -0 18 3 20 5 LL 0 63 3 .96 0 1,6 LL 2 22 9 30 0 24 LL 0 08 -0 03 2 40 0.9- 6.98,3 WIND SUCTION GIRT ANALYSIS STRENGTH /DEFLECTION 0.9 -6983 JAMB /HEADER LAYOUT Customer Project Location Size Green Creek Wood Products New Headr.ig. with Eyebrow Port Angeles WA 26 3 x 1.72. 5 x 32 5 x Page1.74 Of 269 Job No .09 -6983 Date 8/7/2009 Designed By' KL Checked By Girt Design Report (Level =10 Span= 1) 8 7./2009 2 44pm 6 RL -0 70 .3 96 0 18 RL .3. 43. 9 06 0 38 RL 0 17 0 03 2 40 7 LL 0 92 3 96 0 23 MS -3 26 9 30 0 35 LL 0 .17 -0 49 4 00 8 LL 0 65 3 96 0 16 LL 3 27 8 .91 0 3.7 LL 0 15 0 05 2. 40 9 LL 0 61 3 96 0 15 MS -1 87 9 30 0 20 LL 0 04 -0 .12 2 4.0 Shear. (k Moment (f- k Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1. -0.26 0 45 0 52 .0 00 0 48 .3 76 -0 97 -1.45 2 -0 58 -0.51 0 49 0 56 -1 45 -0 91 0 98 8 38 -0 78 .1..3.1 3 -0 4.9 -0 42 0 59 0 66 -1 31. -0 86 0 3.9 7 00 -2 12 -2. 74 4 -0 82 -0 7.5 0 7'8 0 85 -2 74 .1..96 2 09 11. 80 -2 26 -3 07 5 -0 74 -0 6.7 0 44. 0 51 -3 07 -2. 37 0 91 10 72 -0 4.6 -0 93 6 -'0 4.3 -0 .3.6 0 75 0 82. -0 93 -0 54. 0 4.0 6 19 -3 65 -4 44 7 -.l 05 -0 9.8 0 96 1 03 -4 44 -3. 43 3. 4.8 15 11 -3 22 4. .2.1 8 -0 76 -0 69 0 42. .0 4.9 -4 21 -3.4.9 -0 04 10.97 -1.30 -.1 76 9 -.0 72 -0 65 0 53 -.1. 76. -.l 07 2. 00 10 36 0 00 Span Shear.(.k Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Lo.c Calc Allow UC Loc UC Calc Allow 1 RL 0 4.5 3 96 0 .1.1 RL -0 97 9 30 0 10 RL 0 02 0 01. 1 4.9 2 LL -0 51 3 96 0 13 MS 0 98 9 15 0 11 LL 0 0.3 0 04 2. 20 3 RL 0 59 3 96 0 15 RL -2 12 S. 30 0 23. RL 0 07 0 00 2 20 4 RL 0 78 3 .96 0 20 MS 2 09 7 98 0 26 RL 0 10 0 19 3 20 5 LL -0 67 3 96 0 17 LL -2 37 9 30 0 25 LL 0. 0.9 0 03 2.40 6 RL 0 7.5 3 96 0 .19 RL -.3 65 9 .3.0 0 39 RL 0 19 -0 03 2 4.0 7 LL -0 98 3 .96 0. 25 MS .3 4.8 6 7.5 0 .52 LL 0 20 0 52. 4. 00 8 LL -0 6.9 3 96 0 17 LL -.3 4.9 9 3.0 0 38 LL 0 17 -0 06 2 40 9 LL -0 65 3 .96 0 16 MS .2 00 7 34 0 27 LL 0 04 0 13 2 4.0 Si.dewall Jamb/Header. Summary 8/ 7/2009 2 44pm .4 raiti w. v! W. 09 -6983 Open Bay Member Member Member Member Id Id Locate Part. Length Weight STRENGTH /DEFLECT.ION Open Member Ld Shear(.k Id Locate. Id Calc Vn /sf UC 09 -6983 1 4 Jamb -L 10c14 8 00 35 4 Jamb -R .10c14 8 00 35 4 Header 10c14 12 00 53 0 3 4 Jamb -L C10x15 3 1.6 00 2.44 8 Jamb -R C10x1.5 3 16, 0.0 244 8 .l Jamb -L Jamb -R Header 3 Jamb -L Jamb -R PANEL DATA Bay Part 4 2.6 PBR MOMENTS DEFLECTION Span Span LD Id (ft) I 1 4 00 WP ws 2 4 0.0 WP WS 3 3 00 WP Customer Project Location Size Green Creek Wood.P New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Sidewall Jamb /Header Summary .WP 0 81 3 .96 0 2.0 WS -0 .86 3 96 0 22 WP 0 32. 3 .96 0 08 WS -0 3.4 3 96 0 09 WP 0 00 .3 .96 0 00 WS 0 00 3 96 0 00 WP 2 .15 34.57 0 06 WS -2 30 34 .57 0 0.7 WP 2.15 34 57 0 06 WS -2 .3.0 34. 57 0 07 Wall Panel Report Type Gage Yield PR 2.6 00 80 0 Moment(ft- lb /f.t) Support Calc Mn /sf UC 88 -94 -103 -94 602 7 160 0 132 5 132 0 132 7 160 4 0 55 4 0 71 4 0 7.8 4 0 71 4 3 76* Moment(.f -.k Mom+ Deflect(in) Calc Mn /s,f U0 Shear Calc Allow -.1 9.4 2 07 -0 32 0 34 0 00 0 01 -8 61 9 18. -.8 61 9 .1.8 -26 2.7 106 113 214 3 9 9 4 3 9 4.6 9 46 9 46 9 46. 9 46 9 4.6 2.8 46 1.0 34 28 46 10. 34. 132 4 160 4 13,2 4 160 4 1,6,0 4 Job No Date Designed Byl KL .Checked Byl 8/ 7/2009 2 4'4pm 0 20 0 04 -0 03 1 07 0 22 0 05 0 03 1 07 0 03 0 00 0 00 0 .53 0 04 0 00 0 00 0 53 0 00 0 00 0 00 1 60 0. 00 0 00 0 00 1 60 0 30 0 00 -0 .1,4 2 13 0 89 .0 00 0 .15 2 13 0. .3.0 0 00 -0 .14 2 13 0 8.9 0 00' 0 .15. 2 1.3 .Page 1.75 Of 2.69 09 -6983 8/7/2009 8/ 7./2.00.9 .2. 44pm Midspan ---.Def.lect(in)-- Calc Mn /sf UC Calc Allow UC 0 .20 -0 02 0 53 0 0.3 0 .17 0 02 0 53 0 03 0 81 -0 11 0 53 0 21 0 71 0 12 0 53 0 23 1 34* 0 23 0 40 0 59 e/W VOA§ .PM 0.9-6.983 09-6983 09-69.8.3. Girts 62.09 7.1 .Frame Openings 613 36 WALL PANEL Member WRN(SSM-203) Moment Limit WRN(SSM-2.06) Deflection Limit Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172.5 x 32.5 x Wall Panel Report 8/ 7/2009 2 44pm 682,3 07 WS -63.9 2 132 4 4, A3* -22.7 3 132 4. 1 72* -0. 25 0 40 0 6.2 4 1.6 00 WP 6.1.0 .8 .16.0 4 a A.1* -398 1 132. 4 3 01* -6 99 2 13 .3 28* WS -647 7 .132 4 4. 8.9* 422 1 160 4 2 63* 7 42 2 13 3 48* 5 3 00 WP 610 8 1,60 4 3 81* 188.8 160 4.1 1A* 0 21 0 40 0 52 WS -6.4.7 7 132 4 4. 89* -200 2 132 4 1. 51* -0 22 0 40 0 55 6 1 83 WP -162 6 132 4 1 23* -94. 5 1.32 4 0 71 -0 04 0 24 0.15 WS 172 5 160 4 1 08* 100 2 .160 4 0 62 0 04 0 2.4 0 16 Page176 .Of 269 Job No 09-6983 Date 8/7/2009 Designed By KL Checked By 140 124 is 12eietko1 Weight SumMary 8/ 7/2009 2. 44pm Sidewall Design Warning Report 8/ 7/2.009 2 44pm L 09- 6.9.83 Customer Project Location Size STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISC0.5 Cold Formed Steel NAUS01 BUILDING CODE Wind Code IBC 06 Seismic Zone D Endwall. Design Code 8/ 7/2009 2 44pm MODULUS OF ELASTICITY Hot. Roiled Steel 29000 (.ksi Cold Formed Steel 29500 (ksi 09 69 MEMBER SIZES Member Member Member Id Locate Part Col -1 0 8 .Col -2 25 5 STRESS RATIO Mem Load Control Id Id Axial Shear. Moment Axl +Mom Shr +Mom UC .COLUMN REACTIONS Mem Load Reacti.on(k Id Id Horz(OP) Vert Horz(.IP) COLUMN MEMBER DEFLECTIONS Mem Load Deflection(in) Id Id Calc Allow Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Page 177 Of 2 Job No 09 6 983 Date 8/7/2009 Designed Byl KL Checked By Column Rafter Design 8 7/2009 2 44pm .Web_S.ize Flange_Si.ze- Member Member Depth Thick Width Thick Length Weight Total= 0 00 roomy, �00000xoo 0.9 -69.83 COLUMN FLANGE BRACES 09 -6983 BASE SIZE BASE REACT.I.ONS LOAD COMBINATIONS 1 DL +CL +LL 9 0 6DL +.WL1 +WS 0 -6983 Customer Green Creek Wood Products Project New Headrig w.ith Eyebrow Location Size Mem Column Brace_At Id Side Part, Girt Id Base Plate Yield 50 00 (ksi Concrete Bearing 0 88 (ksi Port Angeles WA 2 3 x 172 .5 x 32 5 x Column Flange Brace Report 8./ 7./2.00.9 2 4.4pm Base Plate Anchor Bolt Design 8/ 7/2009 2 44pm C'olumn_Bas.e P.lat.e_Size(in) Bo,ts(A36 I.d Depth .Width Length Thick Row Diam Gage Max_Tension +Shear Column Max_Comp- Max_Tens- Max_Shear .Tens. Shear Id Ld Fy(.k Ld .Fy(k Ld Fx(k Ld .Fy(,k Fx(k Col -1 .1 0 0 1 0 0 9 5 .9 .l 0 0 0 0 Col -2. .1 0 0 1 0 0 .9 6 3. 1 .0 0 0 0 Flush .Girt Design Report 8/ 7/2009 2 44pm GIRT LOCATION Bay No Girt Id Id Girt 1 2 3 4 5 6 7 Page 178 Of 269 Job No 0.9 -6983 Date 8/7./2009 Designed By KL Checked By 0.9-6.98.3. 0.9-6.9.83 1 7 4. 000 8 000 11. 000 .16 00.0 2.1 0.00 27 000 .30 000 GIRT SPAN Bay Na Girt Id Id Girt 1 2 3 4 5 6 7 1 7 10 875 10 875 24 667 2.4 667 24 667 2.4 667 24 667 GIRT SIZE Bay No Girt .Id Id Girt 1 2 3 4. 5 6 7 1 7 102.14 1021.4 10D14 1.0.Z.12 10Z12 10Z12 10Z14 GIRT .INSIDE .FLANGE BRACE No _Brace /Bay 1 3 GIRT. ACTIONS Bay Girt Ld Shear('k --Moment(f-k Mom+ Deflect(in) Id Id Id Calc Allow U.0 Cal.c Allow .UC Shear Cal.c Allow U.0 1 1 WP 0 59 3 96 0 .15 -.1 59 9 30 0 17 .0 02 -0 04 1. 45 0 03 WS 0 6.4 3 96 0 .1.6 1. 70 .9 06 0 19 0 03 0 04 1. 45 0 03 .l 2 WP 0 51 3 96 0 13. -1..39 .9 .30 .0 15 O. 02 -0 04 1. 45 0 03 WS .0 56 3 .96 0 14 1 49 9 06 0 .16 0 0.2 0 0.4 1 45 0 03 1 .3 WP 2 .54. 7 93 0 32 -.16. 69 18 9.1. 0 .88. 0 36 -.1. 0.6 .3 29 0 32. WS -2 72 7 .93 0 34 17 .82 .18 9.1 0 94 0 41 .1 .1.4 3 2.9 0 35 1 4 WP .1 6.6 10 93 0 .15 -.10 2.3 1.4 .19 0 72 0 30 -0 .9.9 3 29 0 30 WS -1.79 1.0 9.3 0 1.6. .10. 9.3 13 .11 0 8.3 .0 .3.4 1 06 3 29 0 32 l 5. WP 1 82 1.0 93 0 17 -.1.1 25 .14 .19 0 7.9 0. .36 -.1. 09 3 29 0 33 WS -1 96 10 9.3 0 .18 .1.2 02 13 1.1 0 .92. 0 41 .1 17 .3 29 0 36 .1 6 WP .1 4.9 .1.0 .9.3 0 14 -.9 2.1 1.4..19 0. 6.5 0 2.4. -0 8.9 3 29 0 27 WS -1 61 1.0 .93 0 .15 .9 84 13 11 0 7.5 0 2.8 0 96 3 29 0 2.9 .1. 7 WP 1 26 3 96 0 32. -7 78 9 3.0 0 .84. 0 42 -1 04 3 29 0 32 WS -1 36 3 .96 0 34. .8 .3.2 8 73 0 .95 0 48 1 .12 3 2.9 0 34. JAMB /HEADER LAYOUT Customer Project Location Size Bay Member Member Member Member Id Id Size Length Weight 1 Jamb -L .1.0c14 1.1 00 48 6 Jamb -R 10c14 1.1 00 48 6 Page 1 Of 2 Green Creek Wood Products Job No 1.09 -6983 New Headr.ig with Eyebrow Date 8/7/2009 Port Angeles WA 26 3 x 1.72 5 x 32. 5 x Designed By KL Checked By Flush Girt Design Report 8/ 7/2009 2 44pm Door Jamb Header Summary 8/ 7/2009 2 44pm 09- 6.9.83 0.9 -6983. i0ji•.4.Os .w.❖.. .Jamb -L Jamb -R Header .PANEL DATA Bay Part 1 26 PBR WP WS WP WS WP WS MOMENTS. DEFLECT.I.ON Span Span LD Id (.ft) Id 1. 4 00 WP WS 2 4. 00 WP WS 3 3 00 WP WS 4. .5 00 WP WS .5 5 00 WP WS 6 6 00 WP WS 7 3 00 WP WS 8 4 61 WP WS .56 6.0 56 -60 50 53. 63 67 88 94 88 -94 67 -72 5.1 54 Customer Project Location Size Header .10c1.4 10 0.0 8 .160 2. L32 8 16.0 2 .132 3 1.60 3 132 4 .1.60 2 132 .8 .1.60 1 .132 .8 160. 1 .132 .9 160 0 .132 0 .160 1 .132 4. 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Green .Door Jamb Header Summary STRENGTH /DEFLECT.I.ON Bay Member Ld Shear(k Id I.d I.d Calc Vn /sf Wall Panel Report New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32 5 x 1 0.5 3 .96 2.7 -2. 90 9 4.6 0 .31 0 07 -0 08 1. 47 1. 12. 3 96 0 2.8 3 0.9 9 46. 0 .3.3 0 08 0 09 1 47 -.1 63 3 96 0 41. -4. 49 .9 46 0 4.7 0 17 -0 12 .l 47 .l 74 3 96 0 4.4 4 7.9 .9 4.6 0 5.1 0 .19 0 .13 1. 47 0 07 3 .96 0 02 -0 1.7 9 46 .0 02 0 00 0 00 .1 33 0 07 3 .96. 0 02 0 1.8. .9 46 0 02 0 00 0 00 1 33 Type Gage Yield PR 2.6 00 80 0 Moment. (.f.t- 1b /.f.t Support Mi.dspan Cal.c Mn /sf UC Cal.c Mn /sf U.0 0 0. 0 0 0. 0 0 0. 0. 0. 0. 0. 0 0 0 0. Moment(.f -k Mom+ Deflect(in) UC Cal.c Mn /sf U.0 Shear. Calc Allow 3.5. 4.5. .35 4.5 3.1 40 4.0 5.1 5.5 71 55 71 42. .5.4. 32 4.1. Creek Wood Products 4.4. 2 -37 3.9 23 24 0 -0 41 43 22 23. 63 67 23. 25 59 63. 6 .132. 9 .1.6.0. 5 132 9 1.60 6 1.6.0 6 .132. 4 .132 9 .160 5. 132 8 160 2 132 0 1.60 6 .160 .1..132. 8 132 4 2.60 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 0 0 0 0 0 0 0 0 .0 0 0 0 .0 0 0 0 2.8 25 .18 .16. 0.0 00. 3.1. 2.7 1.7 .1.5 4.8 42 1.5 1.9 4.5 40 Job No Date Designed By Checked By Deflect(in)-- Calc Allow UC 0 05 0 0.5 0 02. 0 02. 0 01 -0 01 0 0.7 0 0.8 0 02. .0 02 -0 17 0 .1.8 0 03 0 03 0 11 0 12. Page 180 Of 2.69' 0.9 -698,3 8/7/2009 KL 8/ 7/200.9 2 44pm 8./ 7/2009 2. 44pm 0. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .53 53 53 53 40 40 67 67 67 67 80 80 40 40 6.1 61 0 0 0 0 0 0 0 0 0 0 0 0 .0 0 0 0 0.9 0.9 04 04 02 02 11 12 03 03 21 22 08 0.8 18 1.9 09- 6.9.83 0.9 -698.3 09-6.9.83 Customer Project New Headr with Eyebrow Location Port Angeles WA Size Endwall Design Warning Report. 8/ 7/2009 2 44pm Endwall Design Warning Report 8/ 7/2009 2 44pm No Warnings FORCED SPACING Total Column Weight Total Rafter Weight Total Girt Weight Total Door Jamb Weight Total Bracing Weight Total Clips Weight Green Creek Wood Products 26 3 x .172 .5 x 32. 5 x Endwall Weight Summary 8/ 7/200 2 44pm 0 00 0. 00 887 76 14.1 44 0 00 29 7.0 Total Endwall Weight 1.058 .90 Page 1.8.1 Of 269 Job No 0.9 -6.983 Date 8/7/2.009 Designed By KL Checked By 0 -6 Customer Project Location Size STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel. NAUS0.1 BUILDING CODE Wind Code IBC 06 Seismic Zone D Endwall Design Code 8/ 7./200.9 2. 44pm MODULUS OF ELAS.T.ICI.TY Hot Rolled Steel .2.9000 (.ksi Cold Formed Steel 29500 (.ks,i. 09 -6 MEMBER S.I.ZES Member Member Member Id Locate .Part Col-1. 0 8 Col -2 25 5 STRESS RATIO COLUMN REACTIONS .COLUMN MEMBER DEFLECTIONS. Mem Load Reacti.on(k Id Id Horz.(OP) Vert Hor.z(IP) Mem Load Deflection(in) Id Id Calc Allow Green Creek Wood .Products New Hea.drig w.i,th Eyebrow Port Angeles WA 26 .3 x 172. 5 x 32. 5 x Page 18.2 Of 26.9 09 -6983 8/7/2.0.09 Mem Load Control Id Id Axial Shear. Moment Axl +Mom Shr +Mom UC Job No Date Designed By Checked By KL Column Raf.ter. Design 8/ 7./2009 2 44pm .Web_Size .Flange_Size- Member Member .Depth Thick Width .Thick Length Weight Total= 0 00 tlaZ •1 pNONOW 09- 6.9.83 09-69.8.3 BASE SIZE BASE REACT.I.ONS LOAD COMBINAT.I.ONS 0.9-6.983. COLUMN FLANGE BRACES Mem Column Brace_At Id Side Part Girt _Id Base Plate Yield 50 00 Concrete Bearing 0 88 (ksi Customer) Project I New Hea.drig with Eyebrow Location p,or.t Angeles WA Size 2.6 3 x 172 .5 x 32. 5 x Column Flange Brace Report 8/ 7./2.009 2. 4.4pm Base Plate Anchor Bolt Design 8./ 7./2.009 2 44p Col.umn_Base .P.late Size(.in) Bolts.(A36 Id Depth Width Length .Thick Row D.iam Gage Max_.T.ens.i.on +Shear Tens Shear Ld Fy(k Ld.Fx(.k Ld Fy(.k Fx(.k Column Max_Comp- Max_Tens- Max_Shear Id Ld Fy (.k Col -.1 1 0. 0 1 0 0 Col -2. .1 0 0 1 0 0 1. DL+CL +LL 9 0 6DL +WL1 +WS GIRT LOCATION Bay No Girt Id Id Girt 1 Flush Girt Design Report 8/ 7/2.009 2 44pm 2 Green Creek Wood Products Job No 09 -6983 3 6 3 0 0 0 0 .5 .9 1. .0 0 0 0 Date 8./7/2009 Designed Sy KL Checked. By 4. 5 6 7 Page 1.83 Of 26.9 09-6983 k WAWA i Customer Green Creek Wood Products Project New Headrig with Eyebrow Location .P.ort Angeles WA Size 2.6 .3 x 172 5 x 32. 5 x Job No 09 -69.83 Date 1 8./7/20.0.9 Designed By KL Checked By Flush Girt Design Report 8/ 7/200.9 2. 44pm l 7 4. 50.0 8 000 11. 000 1.6.GOO 2.1. 00.0 27 000 3.0 000. GIRT SPAN -Bay No Gir.t .Id I.d Gir.t 1 2 3 4 .5 6 7 1 7 24. 667 2.4. 667 2.4 6.67 2.4 667 17 1.25 .17 .125 24. 667 GIRT SIZE Bay No Girt Id Id .Gir.t 1 2 .3 4 5 6 7 1 7 10C14 10214 10212 .1.0D14 .10Z14 10Z14 1,0D14 GIRT INS.I.DE FLANGE BRACE No. _Bra.c.e /Bay .l 2 GIRT ACTIONS Bay Girt Ld Shear(.k Moment(f -.k Mom+ ---Def.lect.(in)-- Id Id I.d Calc Allow UC Calc Allow UC Shear Calc Allow UC .1 .1 WP 0 .58 3 .96 0 .15 -2 6.9 9 46 0..2.8. .0 0.9 -0 49 .3. 2.9 0 15 WS 0 62. 3. g6 0 16 3. 83 7 6.9 0 5.0 0 .1.0 0 53 .3. 2.9 0 .16 1 2 WP 1 08 .3..96 0 27 -6. 6.5. 9 .30 .0 71. 0 .3.1 -0 89 3 29 0 27 WS -.1 .16 3. g6 0. 29 7 .1.1. 7 49 0 .95 0 .35. 0 .9.5 .3 2.9 0 29 .1 .3 WP -1 33 1.0 .93 0 12. -.8 .1.8 .1.4..19 0. 58 0 .1.9 -0 80 3 2,9 0 24 WS -.1 43 10 .93 0 .13 8 74 .1.1.17 O. 7.8 0 22 0 85 3. 29 0 2.6 1 4. WP 3 0.3 7 .93 0. 38 -.16 93 1.8 .91. O. g0 0 68 -1 15 3 2.9 0 .35 WS -3 2.5 7 93 0 41. 1.8 08 .17 .90 1. 01. 0 78 .1. 22. 3 29 0 37 1 5 WP .1 27 .3 96 0 32. -5 42. .9 .30 0 .5.8 0 22 -0 35 2. 2.8 0 .15 WS .1 .37 3 96 0 35 5 80 7 22. 0 .80 0 2.5 0 38 2 2.8 0 1.6 .1 6 WP 1 04 3 96 0 26 -4 44 9 3.0 0 48 0 .1.5 -0 29 2. 2.8 0 .1.3 WS .1 12 3 .96 0 28 4 74 7 22 0 6.6 .0 17 0 .31 2 28 0 13 1. 7 WP 2. 89 7 .93 0. 36 -.16 27 .1.8 .9.1. O. S6 .0 6.5 -.1. 06 3 29 0 32. .WS -.3 .10 7 .93 0 39 .17 3.7 17 .90 0 .97 0 74 1 13 3 .2.9 0 34 0.9 -6983 JAMB /HEADER LAYOUT Door Jamb. Header. Summary 8/ 7/200.9 2 44pm Bay Member Member Member Member Id Id Size Length Weight 1 Jamb -L 10.c14 14. 00 6.1..9 Jamb -R 10c14 14 00 61, 9 Page 1.8.4 Of 269 0.9 -6983 09 -6983, Header 10c1.4 Sill 10c14 1. Jamb -L Jamb -R Header Sill PANEL DATA Bay Part 1 2.6. PBR WP WS WP WS WP ws WP ws MOMENTS DEFLECTION Span Span LD Id Id 1 3 50 WP WS 2 .3 00 WP WS 3 5. 0 0. WP WS 4 5 00 WP ws 5 6 00. WP WS 6 3 00 WP WS 7 4 61 WP WS 30 32 48 -51 63. 67 8.8 -94 8.8 94 67 72 51 54 Customer Project Location Size Door Jamb Header Summary STRENGTH /DEFLECT.ION Bay Member Ld Shear(k Id Id Id Calc Vn /s.f UC -0 75 3 96 0 1.9 -2 6.4 0 80 3 96 0 20 2 8.1 -2 01 3 96 0 5.1 -7 0.3 2 1 3 96. .0 5.4. 7 50 -0 24. 3 96 0 0.6 -0 18 0 2.6 3 96 0 07 0 19 -0 23 3 96 0 06. -0 17 0 2.4 3 96, 0 06 0 18 Wall .Panel. Report .Type. Gage. Yield PR 2.6 00 80 .0 Moment(f.t- lb /ft) Support .Calc Mn /sf UC 9 .160 8 132 9 1.60 8 132. 7 .16.0 6 .132 7 16.0 0 132 7 .160 0 .1,32 9 160 0 1.32 0 160 1 132 3 0.0 13. 3 3. 00 .13 3 4 4 4 4 4 4 4 4 4 4. 4 4 4 4 Green Creek Wood Products New Headrig. with Eyebrow Port Angeles WA 2:6 3 x .172 5 x 32 5 x 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 .1.9 25 3.0. 3.9 40 51 55 7.1. 5.5 71 42 54 32 4.1 Moment(.f -.k Mom+ .Deflect.(in) Calc Mn /sf UC Shear Calc Allow 9 46. 0 28 9 12 0 31 9 4.6 0 74 9 12 0 82. 9 46 0 02 9 46 0 0.2 9 4.6 0 02 9 46 0 02 Midspan Calc Mn/sf UC -33 .3.5 4 -4 -42 44 -22 23 -63. 67 23 -25 63 9 132 9 160 0 1.60 2. 132 0 132 5 160 .3 132 7 16.0. 2 132. 0 160 6 16.0 1 .132. 8 132 4 .160 4 4 4 4. 4 4 4 4 4 4 4 4 4 4 0 .0 0 0 0 0 0 0 0. 0 0 0 0 0 26 22 02 03 32 .2.8 17 15 48 42 15 1.9 45 40 Job No Date Designed By KL Checked By 8./ 7./2009 2 44pm 0 0.5 -0 12 1 .87 0 06 0 13 1. 87 0 37 -0 31 1 87 0 43 0 .33 .l 87 0 00 0..00 0 4.0 0 00 0 00 0 40 0 00 0. 00 0. 4.0 0 00 0 00 .0 40 8/ 7/2009 2. 44pm --Deflect(,in)-- Calc Allow UC -0 04 0 04 0 01 -o 0.1. 0 08 0 08 -0. 02 0 02 -0 17 0 18 0 0.3 -0 0.3 -0 11 0 .12 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 47 47 40 4.0 67 67 67 67 80 80 40 40 61 61 Page185 Of 2.69 09 -6983 8/7/20.09 0 0 0 0 0 .0 0 0 0 0 0 0 0 0 08 08 03 0.3 11 12 02 03 21 22 08 08 18 .19 e 0.9 -698.3 09 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location I Port Angeles WA Size 26 3 x 172 5 x 32 5 x Endwall Design Warning Report 81 7/2009 2 44pm No Warnings Endwall. Weight Summary 8/ 7/2009 2 44pm FORCED SPACING Total Column Weight 0 00 Total Rafter Weight. 0 0.0 Total. Girt. Weight .963 00 Total Door Jamb. .Weight 150 2.8 Total Bracing. Weight 0 00 T.o.t.al Clips Weight 42 90 Total Endwall Weight 1156. 18 Page 1.8.6 Of 269 Job No 09 -6983 Date 8/7/2009 Designed By KL- Checked By 00 47A 4 :0.°00.4N4 i••0.0.4A 09- 6.9.8.3 09 -69 STRUCTURAL CODE Design Basis Hot Rolled Steel Cold Formed Steel BUILDING CODE Wind Code IBC 06 Seismic .Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi Cold Formed Steel 29500 (.ks.i Base Plate Yield 50 00 (ksi, Concrete Bearing 0 88 (ksi Bolt Shear Stress= 11 60 (.ksi. BASE PLATE BOLT SIZE --Column_Bas.e-- Loc T.yp Depth Left P 18 5. Right. P 1.8 9 BASE REACTIONS .Column -Max Comp- Customer Project Location Size Ws AISCO5 NAUS0.1 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 2.6 .3 x 172 5 x .32..5 x Rigid Frame .Design Code 0.9 -69.83 .Transverse Stiffener Report No Stiffeners Required Base Plate and Anchor. Bolt Design Job No Date Designed By Checked By Plate_Size(in) Bolts(A36 Shear(k W.idth Length Thick Row D.iam .Gag.e Limit UC 6 0 1.9 0.0 0 .500 2 0 750 4 00 20 5 0 26 8 0 .19 50 0 500 2 0 750 4. 00 20 5 0 2.8 Max Tension +Shear Max_Shear+T Ten's Shear -Max Shear Shear Tens Page 1.87 Of 2.69 0.9 -69.83 .8/7/2009 KL 8./ 7/2009 2 44pm 8/ 7./200.9 2. 44pm 8/ 7/2.00,9 2 44pm 0.9 -6.983 Base Plate and Anchor Bolt Design 8/ 7/2009 2 44pm Loc Ld Fy(k Ld Fy(k Fx(.k Ld .Fx(.k Ld Fx(k Fy(k WELDS. Left. 12 9 5 .15 -10 7 2. 7 .16 5 3 .1.7 4. 2 -2 9 Right 13 12 16 -13 7 .3. 6 15 .5.7 1.8 4 7 -.1 6 Outside Flange_To_Base Insi.deFlange_ToBase W.eb_To_Base Base Shear(k /.in Shear.(.k /in Shear(k/in Id Size Typ Calc Rn /sf. Size Typ .Calc Rn /.s.f Size Typ Calc Rn /sf Left 0 .1.88 .F.1 0 89 2 78 .0 188 F2 0 45 2 78 0..1.88 Fl. 0 2.9 2 78 Right 0..1.88 Fl 0 85 2 78 0 .188 F.2. .0 43 2. 78 0 1.88 F.1 0 32. 2 78 LOAD C.OMBINAT.I.ONS Customer Project Location Size 1.2 DL +CL +0 75SL +0. 75WR1 .1.3 DL +CL +O 75SL +0 75.WL2 .15 0 60DL +WL1 16 .0 60DL +WR1 17 0 6,0DL +WL2 .1.8 0 6.0DL +WR2 0.9-69.8.3 Bolted-End-Plate Design 8./ 7/2009 2 4.4.pm Splice .Yield .50 0.0 (.ksi Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x .32 5 x Job No Date Designed By Checked By Page 188 Of 269 0 -6983 8/7/2009 KL Splice Member Web Splice(.in)- Ten Load(k .f -.k Bolts.(A325 Id Typ Loc Depth Width Thick .Loc .I.d Axl .Shr Mom Row .Diam Space Gage .1. VEE, 1- 2. 15. 00 6 0 0 75:0 Top 1.6. -.1 7 77 2 0 7.50 4 .00 .3 .50 Bo.t 15 -4 -11 .83 2 0 750 4 00 3 50 2 VEE 2- 3 1.5 00 .8 0 0 75.0. T.o.p 15 -4 -5 83 2 0 875 4. 00 5 00 .Bot 16. -1 1.1 .12.3 2. 0 875 4. 00 5 00 WELDS. Outside_Flange_To_]3ep .Ins ide_F.lang.e_T.o_Bep Web_ To Bep Splice Shear(k/in Shear(k/in Shear(k/in I.d Side Size Typ Calc Rn /sf Size Typ Calc Rn /s.f Size Typ Calc Rn /sf 1 L 0 3.13 F2 4 37 4. 64 0 37,5 .F2 4 69 5 5 0 1.8.8 F2. 2 00 2 78 1 R 0 313 .F2 3 .97 4 6.4 0 3.1.3. F2 4 .26 4 6.4. 0 1.88 F2 2 66 2 78 2 L 0 .313 F2 4. 26 4 64 0 43.8. F2. 6 3.6 6. 50 0 31.3 F2 3 .97 4 64 2 R 0 375 F2 4 69 5 57 0 500 .F2 6.99 7 43 0 2.50 F2 2 98 3 71 AVANO 09 -6983 LOAD .COMBINATIONS 15 0. 60.DL +WL1 16 0 60DL +WR1 09 -6 Stiffener Yield 50 0 (,ksi STI,F.FENER SIZE ----S.tiffener--- Lo.cation No Left Col Right Col S.TI.FFENER DESIGN Left Col 1.5 Right Col 1.6 WELDS Stiffener Location Left Col Right Col LOAD .COMBINATIONS 15 0 60DL +WL1 16 0 60.DL +WR1 09 -69 Customer Project Location port Angeles. WA Sisal 26 3 x 172 .5 x 32 5 x Bolted- End -Plate .Design Stiffener Report Web(in) Depth Thick 1 .18 00 0 .188 1 18 00 0 18.8 Stiffener. Tension(k Lo Load Calc Pn /sf .53 3 67 4. 77 7 89 8 Green Creek Wood Products New Headrig with Eyebrow ---Stif.f_To_Fl.g/EP Shear(,k /in Size Typ Calc Rn /sf 0 313 F2 4. 4.4 4 6.4 0 438 F2 6.48 6. 5.0 -Stif.fener_Size(in)- Width Thick Length .3 0.0 0. 3.75 18 00 3 00 0 .500 18 00 Compression(.k Max Load Calc. Pn /s.f U.0 1.6. 48 4 9.3 7 0 79 .15 50 8 116 1 0 87 Designed By KL Checked By Job No Date Stiff_T.o_Web---- Shear(.k/in Size Typ Calc Rn /sf 0 18.8 F1. 1 35 2 78 0 .1.88 .F1. 1 41 2. 78 Page189 Of 269 09 -6.983 8/7/200,9 8/ 7/200 2 44pm 8/ 7/2009 2. 44pm Flange Brace Report 8/ 7/2 2 44pm 09- 69.8.3 0.9-6.98.3 09-69,83 Flange Brace Yield= .36. 0 k, i .Girt /Purlin Yield= 55 0 k.i Flange Brace Bolt 0. 500 (GR_5 (1 Washer Surf. No Web. Brace Calc Brace_UC Conn I.d Brace. Loc Side .Part Depth Dist .Force Comp Tens UC 1 3 3 .1 L2X2X1. /8 18 00 22 6.4 0. 63 0 .16 0 2.9 0 1.5 5 1. L2X2X1 /.8 18. 0.0 2.2 64. 0 96 0 2.4 0 43 0 23 6 1 L2),2X1./8 18 00 22 64 1 .04 0 26. 0 47 0 25 2 3 1 1 L2X2X1 /8 .15. 00 .1.9 07 1 00 0 24 0 45 0 24. 4 .l L2X2X1 /8 15 00 L9 07 .0. 77 0 .1.8 0 .35 .0 19 .5 .l. L2X2X1 /8 15 .00 .1.9 07 .1. 20 0. 29 0 5.4. 0 29 3. .1 1 .1 L2X2X1 /8 1.8 00. 22 64 1 .34 0 .34 0 61. 0 .33 LOAD .COMBINATIONS FLANGE PLATE (a) Customer Project Location Size Flange Brace Report 8/ 7/2.009 2 44pm 1.5 0 60.DL +WL1 16 .0. 60DL +WR1 2.3 .0 60DL +LW2 +LWIND2. L3E Initial -Required-- Width Thick Width Thick Locate, (in) (in) (in) (in) Lt Col 6 0 0 250 5 5 0 44.0 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x .172 .5 x 32 5 x Job No Date Designed By Checked By Page190 Of 269 09 -6983 8/7/2009 KL Weld Report Web To .Flange 8/ 7/2009 2 44pm -=Cal c_Max_Weld_Shear W.eld_.Pro.vided Member. Segment. Section Load Shear Size Rn /.s.f No Id Id Id ,I.d (k /in (in) (k /in Type Side 1 .1 1 16. 0 22. 0 .18.8 2 78 .F .l 1 2 .15 23 0 15 0 .188 2.78 .F .1 3 4 27 1.6. 0 21 0 188 2 78 F 1 3 5 37 .15 0 2.8 0 .188. 2.78 F 1 Special Segment Report 8/ 7/2009 2 44pm r,. 0.9 -6.983 Rt Col WEB PLATE (b) Locate Lt Col Rt Col WEB DESIGN Locate. Load Shear Axial Moment Force I.d (.k (f -k (k .1.6 -0 2 1.5 -4 7 Lt Col 1.8 00 .1.4 30 12. 92 .l 00 Rt .Col 1.8 00 15 80 11 49 1 00 (a)DS BUILD(,frame37) =2 (b)DS. BUILD(frame36)=3 LOAD COMBINATIONS .15 0. 60DL +WL1 16 0 60DL +WR1 09 -698.3 FRAME Id =.1 .Type RF Line .Id= 1 MEMBERS HOT ROLLED MEMBERS Customer Project Location) Size` Green Creek wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. .5 x Special Segment Report 8 0 0 37.5. 5. 5 0. 4.40 H Av Kv Cv see help see help .Initial Web Shear Shear Thick Calc Allow (in) (ksi (ksi Job No Date Designed By Checked By Page 191 Of 269 09- 6 8/7/2009 KL 8.1 7/2009 2. 44pm Required Web Shear Shear Thick Calc Allow (in) (ksi (ksi 76 9 61.6 0 .188 18 2.4 .17 82. 0 250 .13 68 17 96 .82 5 68 4 0 1.88 20 26. 16.80 0 250 15 .1.9 17 96 Design Summary Report 8/ 7/2 2.44 Mem Seg.' Flange IW.eb_Depthl .Plate_Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len Wi,dIStrt Endl Web 0 -flg .I- flglld Ld UcvlId Ld U.colld Ld Uci .1 1. 2.0 0 6. 0 18 0 18 0 0 188 0 25.0 0. 250 1 .16 .0 1.9 9 1.6 0 63 9 16 0 93 1 2 1.1. 7 6 0 1.8 0 18 0 0 188 0 2.50 0 250 1.5 23 0 .13 15 15 0 90 11 16 0 95 2 3 23 1 5 5 .15 0 15 0 0 275 0 44.0 0 440 26 1.6 0 14 2.6 16 0 93 26 16 0 93 3 4 .13 7 8 0 1.8 0 1.8 0 0 188 0 375 0. 500 27 .1.6 0 14 30 18 0 62 30 15 0 70 3 5 2.0 0 8 0 18 0 18 0 0 .1.88 0 37 0 500 37 .15 0 1.9 31 18 0 62 31 15 0 70 0.9 -69.83 Surf Member Id Id 2 2 LOAD COMBINATIONS. Design Summary Report 8/ 7/2009 2 44pm Member Part W16X31. .Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Angeles WA Size I. DL +CL +LL 2 DL +CL +LL 3 DL +CL +SL +Drif.t +Slide 4. .DL +.CL +SL +Drift +Slide 5 DL 6 DL 7 DL +CL +0 7.5LL +0 75WL1 8 DL +CL +0. 75LL +0 75WR1 9 DL +CL +0 7.5LL +0 75WL2 10 DL +CL +0 75LL +0 75WR2 .11 DL +CL +0 75SL +0 75WL1 .12 DL +CL +0 75SL +0 75WR1 13 DL +CL +0 7.5SL +0 75WL2 14 DL +CL +0 7.5SL +0. 75WR2 15. 0 6.0DL +.WL1 164- 0 6.0DL +WR1 1.7 0. 60DL +WL2 .1.8 0 60.DL +WR2 1.9 .0 60DL +LW1 +LWIND1 L2E 20 0. 60.DL +LW1 +LWIND1 R2E 2.1. 0. 60.DL- LW.1 +LWIND.1 L2E 22 0 60DL- LW.1 +LWIND1 R2E 2.3 0 60DL +LW2 +LW.IND2 L3E 24 0. 60DL +LW2 +LWIND2 R3E 25. 0 60DL- LW2 +LWIND2 L3E 2.6 0 60DL- LW2 +LW.IND2 R3E 2.7 .1..1.1DL +1. 1.1CL +0 70SEIS 28 .1.11DL +1 1.1.CL -0 70SE.IS 29 1. 08DL +1 08CL +.0 7.5LL +0 52SEIS 3.0 1 08DL +1 0,8CL +0 75LL -0 52SEIS 3.1 .1 08DL +.1 08CL +0 52SE:IS 32 .1. 08DL +1 08CL -0 52SE:IS 33 0 49DL +0 70SEIS .34 0. 49DL-0 70SEIS 35 .1 11DL +1..11CL +0 7OLSEIS 36 1 1.1DL +1.1.1CL -0 7OLSEIS .37 .1 08.DL +.1 08CL +0 75LL +0 52LSEIS .38 .1 08DL +1. 08CL +0 75LL-0 ,52LSEIS 39 .1 08DL +1 08CL +0 75SL +0 52LSEIS 4.0 .1. 08DL +1 08CL +0 75SL -0 .52LSEIS 41 .0 49DL +0 7OLSEIS 4.2 0 49DL -0 7OLSEIS 43 .1 1.1DL +1..1.1CL +0 70SEIS 4.4 1..1.1DL +1 1.1.CL -0 70SEIS 26 3 x .172. 5 x 32 5 x Pagel.92 Of 269 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By c 0.9 -698.3 Customer Project Location Size 45 1 08DL +1..0.8CL +0 7.5LL +0 .52SEI.S 4.6. 1 08.DL +1 08CL +0 75LL -0 52SEIS 47 1.08DL +1 0.8CL +0 52SEIS 4.8 1 08DL +1 08CL -0 52SEIS 49 .0 4.9DL +0 70SEIS 50 .0 49DL -0 70SEIS FRAME AREA Frame Area 130 88 Building Area= 884. 73 Ratio= 0 15 WEIGHTS Member 1. 2 3 Weight (lb) 623 663 1197 REACTIONS (Sidewall Columns) Page193 Of 269 Green Creek Wood Products Job No 0.9 -698.3 New Headrig with Eyebrow Date 8/7/200.9 Port Angeles WA Designed By KL 26 3 x 172 5 x 32.5 x Checked By Design Summary Report 8/ 7/2009 2 44pm Total Weight (lb) Frame Members 2553 .Interior Col 0 Conn Plates .132 Base Plates 38 .Trans Stiff .0 2.724 Load Left_Column Right ,Column Id Fx(k Fy(k .Fz(k M(f. -.k Fx(k Fy(k Fz.(k M(1-k 1 0 .16 4 2.6 .0 00 0 00 -0 16. 10 22 0 00 0 00 2. 0 17 4. 37 0 00 0 00 -0 17 10 .10 0 00 0 00 3. 0 .19 4. 86 0 00 0 00 -0 19 11. 60 0 .00 0 0.0 4. 0 20 4 99 0 00 0. 0.0 -0 20 .11,47 0 00 0.00 5 0 02 1 25 0 00 0 00 -0 02. 3 23 0 00 0 00 6 0 02 .1 27 0. 00 0 .00 -0 02 3 21 0 00 0 00 7 -1. 86 -5 20 0 00 0 00 -4 40 .9 54 0 00 0 .00 8 4 19 9 00 0 00 0. 00 2.49 -3 2.7 0 00 0 0.0 .9 -3. 00 0 .87 0 00 0..00 -0 56 10 99 0 00 0 00 10 0 58 7 26 0 00 0 00 3 41 5 .99 0 .00 0 00 11 -1 84 -4 78 0 00 0 00 -4.42 .1.0 6.1 0 00 0 00 12 4 21 9 51 0 00 0 00 2 47 -2 2.8 0 00 0 00 13 -2 98 1 3.1 0 00 0 00 -0 5.8 12 04 0. 00 0 .00 .14 0 60 7 7.5 0 0.0 0 0.0 3 39 7 00 0 00 .0 00 15 -2 6.6 -.10 70 0 00 0. 00 -5 69 2 54 0 00 0 00 1.6 5 29 7 3.6 0 00 0 00 3. 62 -13 65 0 00 0 00 .1.7 -4 27 -2 86 0 00 0 00 -0 5.8 4 74 0 00 0 00 09 -6983 Customer Proj ect Location Size Green Creek Wood Products New Headri,g with Eyebrow Port Angeles WA 2.6 3 x 172 5 x 32 5 x Page194 Of 269 Job No 09 -6983 Date 8/7/200.9 Designed By KL Checked By Design Summary Report 8/ 7/2009 2 44pm .18 0 57 5 35 0 00 0. 00 4 74 -.1 62. 0 0.0 0 00 1.9 3. 00 -3 09 0 00 0 00 -2 8.5 -.1 92. 0 00 0 00 20 .3 00. -2 64 0 00 0 00 -2 85 -.2. 37 0 00 0 00 21 .3 00 -3 0.9 0 00 0 00 -2 .85 -1 92 0 00 0 00 22 3 00 -2 64 0 00 0 00 -2 85 -2. 37 0 00 0 00 23 2 .98 -2 .1.4 0 00 0 00 -3 00 -0 72 0. 00 0 00 24 2. 98 -.1 95 0 00 0 00 -3 00 -0 91 0 00 0 00 25 2, 98 -2 .14 0 00 0 00 -3 00 -0 72 0 00 0 00 26 2 98 -1 95 0 00 0 00 -3 .00 -0 .91 0 00 0 00 27 -0 71 -0 23 0 00 0 00 -0 .91. 7 41 0 00 0 00 2.8 0 7.9 4 39 0 00 0 00 0 .8.3. 2 79 0 00 0 00 29 -0. 43 2 10 0 00 0 .00 .0 78 1.0 89 0 00 0 00 30 0 69 5 61 0 00 0 00 0 .51 7 38 0 00 .0 00 31 -0 51 0 31 0 00 0 00 -0. 69 6 68 0 00 0 00 32 0 60 .3.74. 0 00 0 00 0 60 .3. 25 0 00 .0 00 .33 -0 75 -1 66 0 00 0. 00 -0 87 3 85 0 00 0 00 3.4 0 74 2. 89 0 00 0 0.0 0 88 -.0 70 0 00 0 00 35 0 05 2 08 0 00 0. 00 -0. 0.5. 5 20 0 .00 0 00 .36 0 05 2. 08 0 00 0. 00. -0. 05 5 10 0 00 0 00 .37 0 .14 3 85 0 00 0. 00 -0 14 9 14 0. 00 0 00. 3.8 0 14 3 85 0 00 .0 00 -0 14. 9 14 0 00 0 00 39 0 16 4 31. 0 00 0. 00 0..1.6 1.0 .17 0 00 0 00 40 0 1.6 4 31 0 00 0. 00 -0 16. 10 .1.7 0 00 0 00 4.1 0 01 0 62 0 00 0.00 -0. 01 1 58 0 00 0 00 42 0 01 0 62 0 00 0 00 -0. 0.1 1 58 0 00 0 00 DEFLECTIONS (in) Lateral Defl Load Top Of Col Vert Defl Id Left Right. .8 Midspan 1 0 07 0 07 -0 0.9 2 -0 01 -0 01 -0 09 .3. 0 07 0 07 -0 10 4. -0 02 -0 02 -0 .1.0 5 0 03 0 03 -0 0.1 6 0 01 0 01 -0 0.1 7 3. 27 3 28 0 00 .8 -3 77 -3. 77 -0 15 .9 1 62 1 62 0 00 10 -.1 6.4 -1 65 -0. 07 11 3 29 3. 30 -0 01 12 =3 79 -3 79 -0 17 13 1. 63 1 63 -0 01 14 -1. 6.6 -1 6.6 -0 .08 1.5 4..1.5 4 1.6 0 0.9 16 -4 83 -4 84 -0 11 17 2. 07 2 07 0 09 .1.8 -2 .14 -2 14 -0 01 sr ..tip i4.d.00•: �.:i MW 09 -6983 DEFLECTIONS RATIO Customer Project Location Size .19 -0 3.1 -0 31 -0 04 2.0 -0 31 -0 30 -0 04 21 -0 31 -0 31 -0 04 22 -0 31 -0 3,0 -0 04 23 -0 2.0 -0 2.0 -0 05 2.4 -0 20 -0 19 -0 .05 25. -0 20 -0 20 -0 05 26 20 -0 19 -0 05 27 1 65 1. 65 0 00 28 -.1. 61 -1 61. -0 06 2.9 .1. 27 1 27 -0 0.5 3.0 -1 22 -.l 22 -0 1.0 31 1 23 1 23 -0 01 32. 1..1.9 -1 .19 -0 05 .33 1.62 1 62. 0 03 34 -1. 60 -1 60 -0 04 35 0 02' 0 02 -0 03 36 0 02 0 02 -0 •03 37 0 0.3 0 03 -0 07 .38 0 0,3 0 03 -0 07 39 0 03 0 03 -0 0.9 40 0 03 .0 03 -0 09 41 0 01 0 01 -0 01 42 0 01 0 0.1 -0 01 Lateral. Defl Load .8 Top Of Col Vert D.efl Id Left Right Midspan 1 57.59 61.07 3657 2 27444 29654 3591 .3 5143 5454 312.8 4 2.0.578 221.72 3072 5 .14.914 15 23512. 6 43.917 46150 .22941 7 116 123 68043 8 .1.00 .107 2054 9 234. 249 65130 10 .231 246 4298 .11 115 .122 52.437 12 1.00 106 1911 13 232 247 52518 .14 229 244 3724 .15 91 97 3475 .16 78 83 28.1.1 17 1,84 196 3381 .18 1.78 189 39.543 19 1226 .1309 8502 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 .5 x 32 5 x Page19,5 Of 2.69 Job No .09 -6983 Date 8/7/2.0.09 Designed By KL Checked By Design Summary Report 8/ 7/2009 2 44pm VOWOVA 0.9 -698.3 20 .1236 1330 8376 2.1 .1216 .1.30.9 8502 22 1236 1330. 8.376. 23. .1.9.16 2075 60:31 24 1937 2097 600.5 25 19.16 2075 6031 26. .1.937 20.97 6005 27 230 244. .99999 28 235 250 4.94.0 29 300 319 6.302 30 312 .332. 3178 31 308 32.8 47778 32 .318 33.9 5.771 33 235 250 .12519 3.4 237 252 8.134 35 .1.8452 19497 .1.0022 3.6 18452. .19497 1.0022 37 14.820 15643 422.6 38 14820 .15643 4226. 3.9 .14120 14902 369.1 40 1.4120 14902 .36,31. 41. 45691. 4.8303 47398 42 4.5691 48303 4.7398 Design Summary Report 8/ 7/2009 2 44pm MAX DEFLECT.I.ON Type Deflect Span /Deflect Limit Live Vertical -0 07 4.296 180 Horizontal Drift -4. 33 79 6.0 .P -DELTA CHECK (Effective Length) Left Column Right Column 09 -6983 LOAD COMBINATIONS Max Deflect Ratio 0 0471 0. 0471 Customer Project Location Size Max first order drift (in) 7 04 Max second order drift (in) 6. 84 Ratio second/first 0 .97 Page.19.6 Of 2.69 Green Creek Wood Products Job No (19 -6983 New Headrig with Eyebrow Date .8/7/2009 Port Angeles. WA Designed By KL 26 3 x .172 .5 x 32 5 x Checked By Flange Hole Check 8/ 7/2009 2 44pm 09 -6983 w6 is !NW* VERTICAL CLEARANCE Location Lef.t._Col Right._Cal Midspan HORIZONTAL CLEARANCE Rigid Frame Clearances 8/ 7/2009 2 44p Left .Col. Right Col 258 62 28 50 2.87 .12 Customer Project Location Size Location Span X_Coordl X_Coord2 09 -6 Rigid .Frame Design Warnings 8/ 7./2.009 2 4.4pm No Warnings Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172, 5 x .32 5 x Span X_Coord YCoord 366. 43 28.78 36.6 43 .387 as 2.87 10 387 95 Page1.97 Of 269 Job No 09 -69.83 Date 8/7/2009 Designed By KL Checked By 0.9-6.98-3 STRUCTURAL CODE Design Basis Hot Roiled Steel Cold Formed Steel BUILDING. CODE Wind Code IBC 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi Cold Formed Steel 29.500 (ksi 09 -6983 Transverse Stiffener Report 09 -6983 BASE PLATE BOLT SIZE Column_Base Loc Typ Depth Left P 12 2 BASE REACTIONS Column Max_Comp- Loc Ld Fy(k Customer Green Creek Wood Products Project New Headrig. with Eyebrow Location Port Angeles. WA Size 26 3 x 172. 5 x 32 5 x Rigid Frame Design Code WS AI3.0O5 NAUS0.1 Base Plate Yield 50 00 (ksi Concrete Bearing 0 88 (ksi. Bolt Shear Stress= .11 6 (ksi No Stiffeners Required Base Plate and Anchor Bolt Design -Plate Si.ze(in} Bol.ts(A36 Shear.(k Width Length Thick Row Diam Gage Limit UC 6 0 13 00 0 5.00 2 0 750 4 00 20 .5 0 32 Max_Tension +Shear Max_Shear +Tension Tens Shear Max_Shear Shear Tens Ld Fy(k Fx Ld Fx Ld Fx(k Fy(k Page 198 Of 269 Job No 09 6983 Date 8/7/2.009 Designed B1/ KL Checked By 8 7/2009 2. 44pm 8/ 7/200.9 2 4.4pm 8./ 7/2.009 2 44pm 09 -6983 Left 3 WELDS Base I.d Left LOAD .COMBINATIONS. 09 -698.3 Splice Yield Splice Member Id Tvp Loc WELDS 1 SFF 1- 2 2 -.FF 2- 2. Splice Id Side .1 L 1 R 2 L 2 R 09 -6983 .9 2 19 -7 6 Outs.ide_Flange_To_Base Shear(k /in Size Typ Calc Rn /sf 3. DL +CL +SL +Drift +Slide 1.9 0 60DL +LW1 +LWIND1 L2E 0 188 0 .188 0 188 0 1.88 LOAD COMBINATIONS 0 1.88 F.1. 0 .95 2. 78 Base Plate and Anchor Bolt Design 50 00 (,ksi F.1 Fl .F.1 F.1 Customer Project Location Size 11 46 6 0 0 375 Top 17 .9 4.5 6 0 0 .375 Top 3 OutsideFlange_To_Bep Shear(k /in S,iz.e .Typ Calc Rn /s.f 3 DL +CL +SL +Drift +Slide 17 0 60DL +WL2 Stiffener Report Green Creek Wood Products New Headri.g with Eyebrow Port Angeles WA 26 3 x .172 .5 x 32 5 x Bolted -End -Plate Design Job No Date Designed By KL Checked By 6 3 19 6 3 19 6 3 -7 6 Page199 Of 269 09 -6983 8/7/20.0.9 8/ 7/200.9 2 44pm Inside_Flang.e_To_Base Web_T.o_Base Shear(k/in Shear(k/in Size .Typ Calc Rn /sf. Size Typ Calc Rn /sf 0 .1.8.8 F2 0. 4.7 2.78 0 188 Fl 0.55 2. 78 Web Splice(in)- Ten Load(k ,f -k Depth Width Thick Loc Id Axl Shr Mom 8/ 7/200.9 2 44pm Bolts(A325 Row Diam Space Gage 0 -6 .0 2 0 7.50 3 00 3 50 0 .8 0 2 0 750 3. 00 3 .50 .Insi.de_F,lange_To_Bep Web_To._Bep Shear(k/in Shear(k/in Size Typ Calc Rn /sf. Size Typ Calc Rn /s.f 0 0.3 2.78 0 188. Fl 0 68 2 7.8 0 188 F2 0 26 2 7.8 0 02 2.78 0. 18.8 Fl 0 69 2. 7B 0 1.88 F2 0 26 2. 7B 0 00 2 78 .0 18.8 Fl 0 09 2 78 0 188 F2 0 42 2 78 0 00 2 78 0 1.8.8 Fl 0 09 2 7.8 0 188 .F2 0 42 2 78 8/ 7/2009 2 44pm 09 -6983 Stiffener Yield 50 0 (ksi STIFFENER SIZE Stiffener Web(in) -S.tif.f.ener_S.ize(in)- Lo.cation No Depth Thick Width Thick Length STIFFENER DESIGN Stiffener T.ension(k -Compression(k Max Location Load Calc Pn /sf Load Calc Pn /sf UC LOAD COMBINATIONS .09 -698.3 0.9 -69.83 FLANGE PLATE (a) Customer Project Location Size Stiffener Report 8/ 7/2009 2 44pm Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x 172 5 x 32 5 x Page200 Of 269 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By Flange Brace Report 8/ 7/2009 2 44pm Flange Brace. Yield= 3.6 0 .ksi Girt /.P.urlin Yield= 5.5 0 ksi. Flange Brace Bolt 0 5.00 (.GR_5 (1 Washer Surf No. Web Brace Calc Brace_UC Conn Id Brace Loc Side Part Depth Di.s.t Force Comp. Tens U.0 1 4 2 2 L2X2X1 /8 .1.1. 46 .14 8.5 0. 3.9 0' 0.9 0 18 0 0.9 3 2 L2X2X1. /8 11. 4.6 .14 85 0 47 0 10 0. 21 0 11. 4 2 L2X2X1 /8. 1.1 46 14 85 0 5.1. 0 11 0 23 0 12 5 2 L2X2X1 /.8 11 46 14..85. .0 44 0 1.0 0 20 0 .11. 2 3 1 2 L2X2X1 /8 .9 44 .12. 44 0 .20 0 04 0 09 0 05 3 2 L2X2X1 /8 9 42 12. 42 0 49 0 1.1 0 22 0 .12 5 2 L2X2X1 /.8 9 39 .12 .3.8 0 .30 0 07 0 14 0 07 Special Segment Report 8/ 7/2009 2 44pm 0.9 -69.83 Initial Required Width Thick Width Thick Locate (in) (in) (in) (in) Lt Col WEB PLATE (b) Initial Required Load Shear Web Shear. Shear Web Shear Shear Axial Moment Force Thick .Calc Allow Thick Calc Allow Locate .I.d (k (f -k (k (in) (ksi (ksi (in) (ksi (ksi Lt Col 3. 8. 6 0 a 4 0 2.50 1 .92 1.7 96 0. 250 .1 92 17 96 WEB DESIGN Locate it Col, 8 97 11 07 8 29 1 0.0 (a) DS_ BUILD(fr.ame37) =2 (b)DS BUILD(frame36) =.3 LOAD. COMBINATIONS .3. DL +CL +SL +Drif.t +Slide 09 -6983 MEMBERS. .FRAME Id 2 Type BC Line Ed= 2 5 8 4. 0 0. 3.95 6 0 0 .500 Mem Seg( Flange IWeb_Depth) Plate_Thicknes.s. I Max_UCV I Max_UCO I Max_U.CI Id Id I Len WidlStrt End( Web 0 -flg .I- flglId Ld U.cvlId Ld Ucol.Id Ld U.ci 1 1 31 7 4 0 11 5 11. 5 0 235 0 .350 0 350 .1. 1.9 0 11 8 17 0 88 11 24 0 89 2 2 2.5 6 4 0 9 4 9 4 0 250 0 395 0 395 26 3. 0 15 21 3 0 .95 21 3 0 .91 HOT ROLLED MEMBERS Surf Member Member Id Id Part Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x Job No Date Designed By Checked By Pag.e20.1 Of 26.9 09- 6.98.3 8/7/2009 KL Special Segment. Report 8/ 7/200.9 2 44pm H Av Kv Cv see help see help Design Summary Report. 8/ 7/.2.00.9 2 44pm 09 -6983 1 1 W12X19 2 2 W10X1.9 LOAD COMBINATIONS 1 DL +CL +LL 2 DL +CL +LL 3 DL +CL +SL +Drift +Slide 4 .DL +CL +SL +Drifft +Sli.de 5 DL 6 DL 7 DL+CL+0 75LL +0 75WL1 8 DL +CL +0 75LL +0 75WR1 9 DL +CL +0 75LL +0 75WL2 10 DL +CL +0 75LL +0 75WR2 11 DL +CL +O 7.5SL +0 75WL1 .12 DL +CL +0 75SL +0 75WR1 .13 DL +CL +0 75SL +0 75WL2 .14 DL +CL +0 75SL +0 75WR2 .15 0 60DL +WL1 .16 0 60DL +WR1 1.7 0 60DL +WL2 1.8 0 60DL +WR2 19 0 60DL +LW1 +LWIND1 L2E Page 202 Of 269 Customer Green Creek Wood Products Job No 09 -6983 Project New Headr.ig with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 26 3 x 172 .5 x 32 5 x Checked By Design Summary Report 8./ 7/2009 2 44pm 2.0 0 60DL +LWl +LWIND1 R2E 21 0 60.DL- LW1 +LWIND1 L2E 22 0 6.ODL- LW.1 +LWIND1 R2E 2.3 0 6.0DL +LW2 +LWIND2 L3E 244- 0 60DL +LW2 +LWIND2 R3E 25 0 60DL- LW2 +LWIND2 L3E 2.6 0 6.0DL- LW2 +LWIND2 R3E 27 1 11DL +1. 11CL +0 70SEIS 28 .1 .1.1D,L +1 11CL -0 70SEIS 2.9 1 08DL +1 08CL +0 75LL +0 52SEIS 30 .1.08DL +1 08CL +0 75LL -0 .52SEIS 31 1 08.DL +1 08CL +0 52SEIS 32. .1.08DL +.1. 08CL -0 52SEIS 33. 0 49DL +0 70SEIS .34 .0 49DL -0 70SEIS 35 1 .11DL +1 11CL +0 7OLSEIS 3.6 .1 11.DL +1. 1.1CL -0 7OLSEIS 37 1 08DL +1 08CL +0 75LL +0 52LSEIS 38 1 08DL +1 08CL +0 7.5LL -0 52LSEIS 39 1. 08DL +1 08CL +0 75SL +0 52LSEIS 40 1 08DL +1 08CL +0 75SL -0 52LSEI,S 41 0 49DL +0 7OLSEIS 42 0 4.9DL -0 7OLSEIS 43 .1..11DL +1 11.CL +0 70SEIS 4.4 1.11DL +1 1.1CL -0 70SEIS 45 1 08DL +1. O8CL +0 75LL +0 52SE,IS 0.9 -698.3 46 1 08DL +1 08CL +0 75LL -0 .52SEIS 47 1 0.8DL +1 08.CL +0 52SEIS 48 .1 08DL +1 08CL -0 ,52SEIS 49 0 49DL +0 70SEIS 50 0 49DL -0 70SEIS FRAME AREA Frame Area 53 19 Building Area= 884 73 Ratio= 0 06 WEIGHTS Member Weight (lb) Customer Project Location Size Design Summary Report 8/ 7/200.9 2 44pm 1 2 585 477 REACTIONS (Sidewall Columns.) Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x .32. 5 x Total Weight (lb.) Frame Members 1062 Interior Col. 0 Conn Plates 29 Base Plates 11 Trans S.tif.f. 0 11.01 Job No 09- 6.9.8.3 Date .8/7/2009 Designed By KL Checked By Load Left Column Right_Column Id Fx(k Fy(k Ez (k M (.f -k .Fx.(k Fy(k Fz (.k M (.f -k .1 0 00 7 .90 0 00 0 00 0 00 6 6.8 0 00 0 00 2 0 00 7 90 0 00 0 00 0 .00 6 68 0 00 0 00 .3 0 00 9 1.9 0 00 .0 00 0 0.0 7 86 0. 00 0 00 4 0 00 9 1.9 0 00 0 00 0 00 7 86 0. 00 0 00 5 0 00 1 48 0 00 0 00 0 .00 0 82 0 0.0 0 00 6 0 00 1 48 0 00 0 00 0 00 0 .82 0 00 0 00 7 0 70 1 34 0 00 0 00 .1 60 0 90. 0 00 0 0.0 8 3 94 2. 34 0 00 0 00 4. 94 2. 45 0 00 0 00 9 -4 46 6 50 0 00 0. 00 -4..80 4 52 0 00 0 00 10 -1 22 7 50 0 00 0 0.0 -1 46. 6. 06 0 0.0 0 00 .1.1 0 70 2 30 0 00 0 00 1 60 .1.78 0 00 0 00 .1.2 3 94 3 31 0 00 0 00 4 94 3 32 0 00 0 00 13 -4 46 7 46 0 00 0 00 -4. 80 5 40 0 00 0 00 14 -1 22 8 47 0 00 0 00 -1 4.6 6.94 0 00 0 00 .15 0 94 -6 15 0 00 0 0.0 2 13 -.5. 6.6 0 00 0 00 1.6 5 26 -4 81 0 00 0 00 6 59 -3 60 0 00 0 00 17 -5 95 0 72 0. 00 0 00 -6 40 -0 84 0 00 0 00 18 -1. 63 2 06 0 00 0 0.0 -1 9.5 1 23 0 00 0 00 Page203 Of 269 09 -6.983 DEFLECTIONS (in) Customer Project Location Size Lateral. Defl Load Top O.f Col Vert. Defl Id Left. Right Mi,dspan 1 0 00 0 00 -1.67 2 0 00 0 00 -1 67 .3 0 00 0 00 -1 96 4 0 00 0 00 -1.96 5 0 00 0 .00 -0 2.0 6 0 00 0 00 -0 20 7 0 00 0 00 -0,55 .8 -0 0.1 0 00 -0 78 9 0 01 0 00 -.1 26 10 0 00 0 00 -1 49 .11 0 00 0 00. -0 77 .12 -0 01 0 00 -1 00 .13 0 01 0 00 -1 48 .1.4 0 00 0 00 -1 71 15 0 00 0 00 0 98 .16 -0 01 0 00 0 67 17 0 01 0 00 0 03 18 0 00 0 00 -0 27 19 -0 02 0 00 0 99 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5..x 32 5 x Job No Date Designed By Checked By Page 204 Of 269 09 -6983 8/7/20.09 KL Design Summary Report 8/ 7/2009 2 44pm 19 6 26 -7 .57 0 00 .0 00 8 .04 -5. 17 0 00 0 00 20 6 26 -6 82 0 00 0 00 8. 04 -5 92 0 00 0 00 21 6.2.6. -7 57 0 00 0 0.0 .8 04 -5 17 0 00 0 00 22 6 26 -6 82 0 00 0 CO 8 04 -.5 92 0 00 0 00 23 6 26 -5 28 0 00 0 00 7 72 -.3. 52 0 00 0 00 24 6 26 -4. 96 0 00 0 00 7 72 -3. 84 0 00 0 00 25 6 26 -5 28 0 00 0 00 7 72 -3 52 0 00 0 00 2.6 6 26 -4. 96 0 00 0, 0.0 7 72 -3 .84 0 00 0 00 27 0 00 3 12 0 00 0 0.0 -1 0.8 2 17 0 00 0 00 28 0 00 3 03 0 00 0 00 1 08 2 26 0 00 0 00 29 0 00 6.87 0 00 0 0.0 -0 80 5 64 0 00 0 00 .30 0 00 6 81 0 00 0 0.0 0 .80 5. 70 0 00 0 00 3.1. 0 00 3 02. 0 00 0 00 -.0 80 2 12. 0 00 0 00 .32 0 00 2 95 0 00 0 00 0 .80 2 19 0 00 0 00 33 0. 00 0 77 3 00 .0 00 -1 08 0 35 0 00 0 00 .34 0 00 0 68 3 0.0. 0. 00 .1 0.8 0 44 0 00 0 00 35 0 00 3 0.7 0 00 0 00 0 .00 2 2.1 0 00 0 00 36 0 00 3 07 0 00 0 00 0 00 2 21 0 00 0 00 37 0 00 6.84 0 00 0 00 0 00 5 67 0 00 0 00 38 0 00 6. 84 0 00 0 0.0 0 00 5 67 0 00 0 00 3,9 0 00 7 80 0. 00 0 00 0 00 6 5 .0 00 0 00 40 0 00 7 80 0 00 0 00 0 00 6 ,55 0 00 0 00 41 0 00 .0 72 0 00 0. 00 0 00 0 40 0 00 0 00 42 0 00 0 72 0 00 0 00 0 0.0 0 40 0 00 .0 00 09- 69.8.3 MhOO 20 -0 .0.1 0 00 1 0 21 -0 01. 0 00 0 99 22 -0 0.1 0' 00 .1.. 23 -0 01 0 00 .0 6.8 24 -0 01. 0 00 0 69 25 -0 01 0 00 0 68 26 -0 0.1 0 00 0 69 27 0 00 0 00 -0 55 2.8 0 00 0 00 -0 55 29 0 00 0 00 -.1 42 .30 0 00 0 00 -.1. 42 .31 0 .00 0 00 -0 54 32 0 00 0 00. -0 .5.4 .33. 0 00 0 00 -0 10 34 0 .00 0 00 -0 10 .35 0 00 0 00 -0 as 36 0 00 0 00 -0 55 37 0 00 0 0.0 -1 42 3.8 0 00 0 0.0 -1.42 .3.9 0 00 0 00 -1 64 40 0 00 0 00 -1 64 4.1 0 00 0 00 -0 .1.0 42 0 00 0 00 -0 .1.0 DEFLECTIONS RATIO Customer Project Location Size Lateral Deft Load .8 Top Of. Col Vert Defl Id Left Right Mi.dspan 1 99999 99.999 .18.9 2 .99.99.9 .9.9.999 189 3 .9.9999 .9.9999 1.60 4 99999 9.9.999 1.60 5 9999.9 99.9.99 1.546 6 99999 9.9.99.9 154.6 7 .99.9.9.9 .99.9.9.9 5.74 8 70793 .99.999 4.04 9 5082.4 99.999 250 1.0 .99999 99999 211. 1.1 99999 9999.9 410 .12 73.332 .9.9999 3.15 1.3 49590 99999 213 14 99999 9999.9 1.84 15 9999.9 99999 321 1.6 43933 9.9999 470 17 4.48.33 9.9999 .91.4.6 18 .9.999.9 .99999 114.9 19 3512.6 99.999 31.8 20 35.996 99999 311 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 2.6 3 x 172 5 x 32. 5 x Job No Date Designed By KL Checked By Page20.5 Of 269 09 -6983 8.17/2009 Design Summary Report 8/ 7/200.9 2 44pm 0.9-6.983 Left Column 0. 0001 0.9 6.983 LOAD COMBINATIONS Max Deflect Ratio Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 2.1. 35126 .99.999 318 22 3.5 9.96. 9.9.999 311 23 3721.3 .99.999 4b2 .2.4 376.1.9 .9.9999 456 2.5. 372.1.3 99999 4.62 26 37619 .99.9.9.9 456 27 .9.9.9.9.9 .9.9.9.9.9 .5 7.1 2.8 99.999 9999.9 .571 .2.9 99999 99.999 222 30 9999.9 .9.99.99 22,2 .31 .9999.9 99.9.99 586 32 99.999 .9.99.9.9 .587 3.3 .99.9.99 99999 3154 3.4 .9.999.9 .9.999.9 31.58 35 9.9999 .99'999 57.1 3.6 .9.9999 9999.9 571 37 .99.999 9.9999 222 3.8 .999.99 99999 222 39 99999 .9.9.999 192 4.0 .9.9999 99.9.99 .192 41 .9.9999 9.99.99 3156 42 99999 .99999 31.56 26 3 x .172 5 x 32 5 x Design Summary Report MAX DEFLECTION Type Deflect Span/Deflect Limit Live Vertical -1. 47 2.1.6 180 Horizontal. Drift -0 01 .3.5126 6.0 P -DELTA CHECK (Effective Length) Max first order drift (in) 0 02 Max second order drift (in) 0 02 Ratio second /first .1. 00 Job No Date Designed By Checked By Page 206 Of 26 09 -6983 8/7/2009 KL 8/ 7/200 2 44pm Flange Hole Check 8/ 7/200 2 44pm :°000000.A X.WM.•oa 09 -69.83 VERTICAL CLEARANCE Location Lef.t_Col Ri.ght_Side Midspan HORIZONTAL CLEARANCE Location Span X_Coordl. X_Coord2 Left .Col Right Side 29,3 84 22 .16 316 00 09 -6983. Customer Project Location Size Rigid Frame Clearances 8/ 7/2 2 44pm Rigid Frame Design Warnings. 8./ 7/200.9 .2 44pm No Warnings Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172. 5 x 32. 5 x Span X_Coord Y_Coord 37.1. 55 22 29 .371 55 396 .0.9 316.00 396.09 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By Page 2.07 Of 269 *0.9 -6.983 Rigid Frame Detailing. Input 8/ 7/200.9 2 44pm 1)J.OBID 09- 69.8.3 ti 4 .440 2) PROGRAM .OPT.I.ONS. *Frame Frame Frame L_Expand_EW R_Expand EW Raf Col Frame Frame Id .Quan Type Use Offset Use Offset Shape Shape Option Option_Id 3 3 RF N- 14 000 'N- 14 000 R C 3)SURFACE SHAPE *No X_C.00rd YCoord *Surf (f.t) (ft) 3 .0 0000 32. 5000 26 33.33 34. 6944 2.6 3333 0 0000 4)MEMBER DEPTHS *Surf Depth(in) No Id Start End. Dep 1. 18 00.0 18 000 0 2. 30 000 30 000 0 3 22. 00.0' 22 000 0 5.)SEGMENT PLATES *No Surf Mem Seg *Seg. .I.d Id I.d 7 1 1 .1 1 1 2. 1 1 3 .2 2 4 3 3 5 .3 3 -6 3 3 7 6.)INTERIOR COLUMNS *No Col Col. Col *Col Id Typ Part 0 7)TAPERED INTERIOR COLUMNS *C,ol. Col No Start Depth Id Shape Mem Locate. Start 8)SPLICES *Surf No. .Spl Id Sp1.I.d Sp1 Spl. Loc Typ (f.t) Customer Project Location Size 1 0 2 .1 1 0. 000 'VEE' Offset (in) 10 000 10 000 .10 000 Seg Member Len (.f.t) Part 20 000 0 000 0 500 0 000 0 500 0 000 20 000 Green Creek Wood Products New Hea.dr.i.g with Eyebrow Po.r.t Angeles. WA 26. 3 x 172 5 x 32. 5 x Interior_ Depths Loc (ft) Depth(in) Depth End Job No Date Designed KL Checked By Flange Plat.e_.Thickness(in) Wi.d(in) Web. OS_Flg IS_Flg. 6 00. 0 187.5 0 2.500 0 3750 6 00. 0 1875 0 2.500 0 5000 7 00 0 1875 0 .3750 0 5.000 7 00 0 1875 0 375.0 0 37,50 7 00. 0 2.500 0 3.750 0 6250 8 0.0. 0 1.875 0 5000. 0 6250 8 00 0 1.875 0 .5000 0 6250 .P.l.ate Bolt Width Thick Dia Row Space Gage (in) (in) (.in) (in) (in) .8 00 0 5.00.0 0 750 2 4 00 .5 00 0 750 2 4 00 5 00 Page208 Of 269 0.9 -6983 8/7/2009 Weld(in) OS_Fig. 0 188 0 18.8 0 188 0 188 0 .188 .0 .188 0 1.88 .0 188 .0 188 0 188 0 1.88 0 188 0 1.88 0 188 Col Col Cap_Plate Cap_Bolt Rot Loc(ft) Type Opt Width Thick Dia Row Space Gage Web Flange OS .Flg ISF1g Thick Width Thick Thick Weld ;y.ao•. o 'P ■4•. 9)BASE PLATE Base Plate *Base *Id 1 2 *(10)SIDEWALL GIRTS Surf Girt Girt I,d Type Part 1 'ZB' '10Z14' *EW. *Id .1. 3. Base Type '.P 'P- 1 1 2B 10214 3 2B 10Z1.4 3 ZB '1.0212. Width Length Thick (in) (in) (in) 6 0 .1.9 50 0 5000 8 0 2.4 00 0 5000 (.11)ENDWALL /PARTITION GIRTS Girt. Type ZB' ZB' 3 0 4 0 (.1.4).PURLINS Surf Id Girt Girt Offset Proj 0 00 0 00 0 00 0 00 (.13).PURLINS .Surf Purl Purl Id Type Part 2 ZB .1.0Z14' 2. .ZB .1.0Z14 P.urlin Peak Rows Space 2 .5 4. 4167 2 5 4 4167 Customer Project Location Size Eave Part Offset 0 00 3 3 2.4 0000 'CO Offset 0 0.0 0 0.0 Set_Of Space 2 2 (15)EAVE STRUT GUTTER, PANEL *Surf Eave Id Type Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172 .5' x 32. 5 x 3 1 .2 0 000 VEE 8 00 0. 7500 0 87.5 2 0 875 2 Girt Proj Lap(ft) 0 00 .1 0.000 0 0.0 0 00 1. 0000 0 00 0 0.0. 1. 0000 0 00 0 00 1 0.000 N.o Bay Girt Bay Id Part 0 0 (12)SPECIAL GIRTS *Wall S.e.t.sOf Bay_Id Girt Girt Girt. Girt Id Girts Start. End Height Type Rotate Part .1 0 2 2 2 2 2.4 0000 'CO' Proj 0 00 0 00 Elev Dia (in) (in) 0 00 0. 7500 0 00 0 7500 S.et_Space- S,pace No' 4 3411 .l 4 416.7 4 4 34.11 1 4 41.67 4 N' '.10C14. 'N' '1.0C14. Purl .Lap (ft) .1 3333 1 3333 Bolt Bolt Gutter Dia Row Type Width Row In Out 2 0 2 0 Bay No Girt Id Girt Lo.cation(.f.t) 8 7 4 0.000 8 0000 16 0000 21 00.00 .30 0000 7 7 4. 0000 8 0000 .16. 0000 21 0000 30 0000 2 2 2.4 0000 28 5000 3 2 24 0000 2.8 500.0 Job No Date Designed By KL Checked By 4. 00 5 00 4 00 .5 00 No .Gir.t Girt Location(ft) SSeam Roof Bolts Space(in) Flg Out 0 00 0 00 0 00 0 00 Use Page2.0.9 Of 2.69 09 -6983 8./7/20.09 Gage (in) 4 00 4. 00 11 00 27 0000 11 0000 2 0000 Z0"10214 Z0" 10Z14. (17)FLANGE BRACES. Surf No Braced Girt'Purlin Id Brace Loc Type 1 3 3 A 4 'A' 5 A' .1 3 3 'A' 4 A 5 A 2 3. .1 'A 4. A 5 A' 2 3 1 A' 4. A' 5 A 3 1. .1 'A 3 1 1 A Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles 'WA Size 2 3 x 172 5 x 32.5 x 0 500 4 0 0 0.00 N 0 500 4 '0 0 000 N' WALL *Surf Base Top Id Part Part Height Use 1 0 000.0 3 10C14 24. 0.000 'P' (.18.)PURLIN ANTI -ROLL No Line Surf Roll No *It.em Id Id Opt Rot. Id P.urlin Purlin_Id 0 (19)DIAGONAL BRACING-ATTACHMENT POINTS *Wall No Attachment_ Point Id Attach Location(ft) 1 3 0 000 13 :L29 2.6 333 (20)ROOF DIAGONAL BRACING SIZE *Wall Adj Max Brace Brace Conn Brace Id Bays Bay Type Part. Id Force 1 1 1.8 000 R' :L /2 ROD 0 0 4.0 R 1/2 ROD 0 0 40 Page210 Of 2.69 09 -6983 8/7/2009 KL (22)WIND BENTS AND WIND COLUMNS *Surf Wind Bent- Wind_Co.lumn .Id Part Elev Height Part Elev Height 1 0 0.00 0 0000 0 000 0 0000 Job No Date Designed By Checked By (21)WALL DIAGONAL BRACING SIZE *Wall No Attach Adj Max No Level Level Brace Brace. Conn Brace .Id Bay Offset Bays. Bay Level Type Height Type Part Id Force 2 1 0 000 1 30 000 .l B' 34. 6.944 'R '1 ROD 0- 9 81 4 .1 0 000 1. 30 000 1 'B 32. 5000 'R' 7/8 ROD 0 9 81 5 0 3 3 0 (2.4)BEARING S.T.IF.FENERS. *Col Stiff Stiff Min .Id Width Thick Length 1 3 00 0 2500 0 000 2 .3 00 0 5000 0. 000 Customer Project Location Size 0 000 0 0000 0 000 0 0000 0 000 0 000 *(33)EAVE EXTENSION SPLICES Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 2 3 x .172 5 x 32.5 x (25)TRANSVERSE STIFFENERS. S.urf. Na Stiff Stiff Stiff Stiff Id Stiff Loc Quan Width Thick 1. 0 2 1 23 4265 .2 3 0 0. 250 3 0 .0 .000 0 000 0 0 Job No Date Designed By Checked By 0 0000 0 0000 0 0000 (23)ENDWALL /PARTITION COLUMNS RAFTERS *No Column Column Rafter *Col Locate Part. Rot Opt Elev Part Rot Opt 0 0 (26)CRANES No System Bay_Id Crane Crane Crane Crane Crane Rail *Cr Id Lt Rt Type Height Offs Span OffsetR Type Depth 0 (27)CRANE RUNWAY /COLUMN *Sys Runway Aux_.Col.umn *.I.d Type Depth WidthT WidthB Type Rot. Depth Dia Space .Gag.e Page 2.11 Of. 269 0.9 -6983 8/7/2009 KL (28)CRANE BRACKET SIZE *Crane Bracket .Web Top_.Flange- Bot_.Flange- ---Flange_Bolts-- Id Part Depth Thick Width Thick Width Thick Dia Space Gage (29)CRANE BRACKET STIFFENER *Crane, W.eb_Bo.t Web_Diag Web_.Top Web_Beam Bracket_W.eb Brace Id Width Thick Width Thick Width Thick Width Thick Width Thick Type (30)CRANE BRACING /AUXILIARY COLUMNS *Crane Bracing Long_Bra.ce Aux_Col.umn_Angle Id Type Part. Conn Type Dia. No Location *(31)EAVE EXTENSION No Ext Ext Wall, Bay_I.d Edge_Extend- Ext Ext Id T.yp Id Start End Height Width Slope Left .Right Mount (32)EAVE EXTENSION BEAM ID *Ext Beam Beam Web Flange Use Use *Id Part Shape Depthl Depth2 Thick Width Thick Thick Bracket Stiff 0 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Size *Ext Splice Plate Size_ Splice _Bolts. *Id Type Width Thick Length Quan Row Type Diam Space Gage (34)EAVE EXTENSION PURLINS *Ext Purl Purl Peak Set Purl *Id Type Row Space Space Part (35)CANOPY No. Ext Ext Wall Bay_Id Edge_Extend- Ext Ext Id Typ Id Start End Height Width Slope Left Right Mount (36)CANOPY BEAM ID *Ext Beam Beam -Web Flange Use Use *Id Part. Shape Depthl Depth2 Thick Width Thick Thick Bracket Stiff (3.7).CANOPY SPLICES. *Ext Splice Plat.e_Si.ze S.plice_Bolt,s *Id Type Width Thick Length .Quan Row. Type Diam Space Gage (38)CANOPY PURLINS *Ext Purl Purl. Peak Set Purl *Id Type Row. Space Space Part (39).FACIA No Ext Ext Wall Bay_Id Edge_Ext.end- Ext Ext Id Typ Id Start End Height Width Slope Left Right Mount 0 (40)FACIA SIZE *Ext Arm Panel *Id Elev Height Slope Orn Orn Project (4.1)FACIA BEAM ID *Ext Beam Beam Web Flange Use Use Arm *Id Part Shape Depthl. Depth2 Thick Width Thick Thick Bracket Stiff. Beam (42)FACIA SPLICES *Ext. Splice Plate_Size. Splic.e_Bolts *Id Type Width Thick Length Quan Row Type Diam Space Gage (43.)FACIA TOP PURLINS *Ext. Purl. Purl Peak Set Purl *I.d Type Row Space Space Part Port Angeles WA 26 3 x 172 5 x 32 5 x (45)STRUT BOLTS *No Bolt Strut Wall Frame Attach Option. Bolt_Siz.e *.Bolt .I.d .Type Surf Id Locate Id Dia Quan Job No Date Designed By KL Checked By Page 212. Of 269 09 -6983 8/7/2009 (4.4).WALL /ROO.F STRUTS Strut Surf Bay Attach Opt End_Pl.ate Id Type Wall Id Locate .Id Part Rot Offset Type Thick Width Dia Row 1. .1 P 2 3 26 3333 3 '10214 'N' 0 000 'S9' 0 000 0 000 0 500 2 2 0 (46)WELDS No *Weld Type .8 'BASE BASE SPLICE 'SPLICE SPLICE SPLICE STIFF B 'STIFF B .Plate (4.7)SOLDIER COLUMNS Wall Column *No I.d Part (49)SPECIAL FAB DATA No. Piece Piece *.Piece Id Key 0 (50)FRAME LINES Build Length 172 5 0.0 I.d Loc .1 1 2 1 1 1 1 2 2 1 2 2 l 1 2 1 Total Na Line Line 1.0 3 (51)G.IRT STRAPS *Ew No Strap *Id Strap Dia 1 0 0 000 3 0 0 00.0 Customer Project Location Size Line Id 3 4 9 Strap Location Green Creek New Headr.ig Port Angeles WA 26 3 x 172. 5 x 32 -OS Flange- Size Type Side 0 .188 'F .1 0 .1.88 F' .1 0 .186 F' 2 0 188 '.F 2 0 250 '.F 2 0 250 F 2 0 188 .F' 2 0 438 'F' 2 Offset 37 .167 67 .1.67 160 .1,67 Wood Products 2 4 2.6. .333 1 0 .500 with Eyebrow Date Size 0.. 188 0 188 0 188 0 188 0 375 0 375 0 .18.8 0 43.8 Rafter Splice .Part Opt Type Dia 5 x (52)WELDED CONNECT.I.O.N PLATES No Col Col. Beam Beam .Plate *Plate I.d Attach Height Offset, Width Thick 0 I.S Flange Type F F F' F F F' (4.8),DESIGN PLATES. *No. Conn Plate Plat.e_Size *Pl.t Id Type I.d Loc Width Length Thick 0 4 Side 2 2 2 2 2 2 2 2 Job No Brace Type Part Designed By KL Checked ay Web Size Type 0 1 F 0 188 F' 0 0 0 0 0 0 Bolts 168 .188 188 188 .188 188 Bolts 'F F F 'F Dia Row Gage Page 213 Of 269 .0.9 -6983 .8/7/2009 (53)COLUMN WEB HOLES No Col Add Hole Location *Hole I Height Orn Dia Gage Ref Offset No Space 0 Side 1 1 2 2 2 2 1 1 Conn Attach D.i.a Row SpaceV SpaceH Feat Customer Green Creek Wood Products Job 'No 09 -6983 Project New Headri,g with Eyebrow Date 8/7/2.009 Location Port Angeles. WA Designed By KL Size 26 3 x 172 5 x 32. 5 x Checked By *(54)RAFTER WEB HOLES No Add_Hole_Location *Hole Locate Orn Dia Gage Ref Offset No Space 0 09 -6983 Part No RF3 -1 Quan. 3 FD -3 PIECES Rigid Frame Column RF3 -1 8/ 7/2009 2. 44pm Shop Drawings Web Cuts SF1 SF2 RF3 -1.W Assemble. SF3 SF5 RF3 -1A Quan Mark Part Description Type Width Thick Length UnitWt .TotalWt 3 WB1 Web PP 18 00 0 1.875 .93 44 8.9 4,3 .268 28 3 WB2 Web PP .18 00 0 1.87.5 14.4. 00 137 81 413 44 3 WB3 Web PU .18 00 0 .1875 144 00 137 0.9 41.1 28 6 ST1 Stiffener 3 00 0 2500 .18 00 3 83 22 97 3 OF1 OS. Flange 6 00 0 2500 240 00 .102 08 3.06 25 .3 OF2. OS Flange 6 00 0 2500 139 92 59 .52 .178 5.5 3 OF3 OS Flange 7 .00 .0 3750 27 94. 20 80 62 39 21. GC10 PL -110 Girt Clio 6..0.0. 0 .1.87,5. 7 00 2. 50 52, 50 3. GB1 PL -1.8 Girt Clio 6. 0.0 0 1875 7 00 2. 50 7 50 3 ES1 Eave Stiff .9 5.0 0 1875 4 7,5 2. 4.0 7 20 .3. I.F1. IS Flange 6.00 0 3750 24.0 00 153 13 459 38 3 I.F2. IS Flange 6 00 0 5000 1.06 1.8 90 33 270 9.9 3 EP1 End Plate 6 0.0 0 50.0.0 19 50 16. 59 49 77 .3 EP2 End Plate 8 00 0 5000 39 00 44 24 132. 71 WEB CUTS, Web Web Left Piece. Type Cut Ls Li WB1 PP 18 00 WB2. PP 18 00 WB3 PU 1.8 00. ES1 ES HOLE LOCATIONS Le Web Hole WB1 .Dia= 0 .56 Off= 2 00 Loc= 132 50 192. 50 252 50 Web Slot WB1 .Dia= 1 00 Off= 3 00 Slot= 3. 0.0 Loc= 9 00 375 .94 Right 0 83. 3 92 Page 214 Of 269 2643 .2 0 Cut Rs Ri Re 1 .50 T .00...00 Ss 1.00.6. •fti 09- 6.9.83 Web Slot Loc= Girt Clip Loc= Girt Clip Loc= End Plate Loc= End Plate Loc= 9 2 4 1 PIECE LO.CAT.IONS Stiffener ST1 Loc= 351 .19 .Gir.t Clip GC1,0 Loc= 47 50 359 50 Girt Clip GB1 Loc= 4 71 End Plate EP1 End Plate EP2 FINISH DIMENSION OS Flg Total IS Flg Total OutSide Overall Top Overall InSide Overall Left Overall Right Overall Left Extension Right Extension CLIP DETAILING Mark Typ Thick Ang. A ST.1 ES1 Part Na RF3 -2 Rigid Frame Column RF.3 -1 WB3 Dia= 1. 00 Off= 3 00 Slot= 3 00 00 GC1.0 Dia= 0 56 Gag= 4 00 00 4 00 GB1 .Dia= 0 56 Gag= 4 00 4 00 EP Dia= 0 88 Gag= 4 00 00 8 00 EP2 Dia= 0 81 .Gag= 5 00. 50 .5 5 .18 7.5 32. 00 WB1 OF1 OF3 Customer Project Location Size 95 50 379 92 34.6 18 3.80. 8.0 1.8 .81 34.6 68 18 63 35 68 1 5 Off= .3 3.6 Quan Green Creek Wood Products New Headr.ig with Eyebrow Port Angeles WA 26 .3 x .172, 5 x 32 5 x 131..5 0 1.91. 5.0 27 94 B C D 09 -6983 Rigid Frame Rafter RF3 -2 3 Shop Drawings Web Cuts SF1 5E2 RF3 -2.W Assemble SF4 SF6 RF.3 -2A E Job No Date Designed By KL Checked By 36 00 8/ 7/2009 2 44pm 251 50 323 50 G Page215 Of 269 09 -6983 8/7/200.9 w 0 000 0 3 000 .18 000 0 000 0 000 0 000 0 000 0 000 0 000 w 0 000 0 9.500 4 750 .0 833 3 917 0 000 0 000 0 000 0 00 H 8/ 7/2 2. 44pm FD -4 MMOVMM $0 e0m ,r. N AV r 09 -6983 PIECES WEB CUTS HOLE LOCATIONS PIECE LO.CATI.ONS FINISH D.IMENS.ION Customer OS Flg Total 25.3 5.9 S. Fig. Total 253 59 OutSide Overall 254 8.8 Page216 Of 269 Green Creek Wood Products Job No 09 -6.983 Project New Headrig with Eyebrow Location Port Angeles. WA Size 26 .3 x 172 .5 x 32 5. x Rigid Frame Rafter RF3 -2 WB1 DP 30 00 2. 50 B WB2 PU 30 00 2 50 T Web Web Left Right Piece. Type Cut. Le Cut Re Quan Mark Part Description Type Width Thick Length UnitW.t .TotalWt 3 WB1 Web DP .30 0.0 0 .1.875. .144. 00 22.7 69 6.83 08 3 WB2 Web P.U. 30 00 0 1875 112 13 176 .85 530 56 3 OF1 OS Flange 7 00 0 3750 13 5.9 10 .12 30 36 3 .O.F2 OS Flange 7 00 0 375.0 24.0 00 178 65 535 .94 15. P.C.10 PL -.11.0 Purl. Clip 6 CO 0 .1875 7 00 2. .50 37 50 .3 IF.1 IS Flange 7 00 0 3.750. .13 59 .10 12 .30 36 3 IF2 IS Flange. 7 00 0 3750 240 00 17.8 65 5.35 .94 .3 EP3 End Plate 8 00 .0 7500 3,7 50 63 .80 19.1 4.1 3 EP2 End Plate 8 00 0 5000 .37 50 42 5.3 127 6.0 Web Hole WB1 Dia= 0 56., Off= 2 00 Loc= 17 85 70 85 22.9 85 Web Slot WB1 Dia= .l. 00 Off= 3 00 Slot= 3. 00 Loc= 118 85 1.30 8.5 Purl. Clip .PC1.0 Dia= .0 56 Gag= 4 00 Loc= 2 00 4 00 End Plate EP3 Dia= 0 94 Gag= .5 00 Loc= .l 50 5 50 18 75 3.2 00 End Plate EP2 .Dia= 0 81 Gag= .5 00. Loc= .1..50 5 50 18 75 32. 00 Date 8/7/200.9 Designed By KL Checked By 36. 00 36 00 Purl Clip .PC10 OF1 Loc= 18 85 7.1 85 124 85 .177 85 230 85 End Plate EP3 Off= .3 38 End .Plat.e. EP2 Off= .3 28 8/ 7/2009 2 44pm 2702 74 09- 6.9.83 InSide Overall 254. 88 Left Overall 30 86 Right Overall 30 86 Left Extension -2 56 Right Extension 2 56 Horizontal Total= 254.00 0.9 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location! Port Angeles. WA Size! 26 3 x 172 5 x 32.5 x Rigid Frame Rafter. RF3 -2 8/ 7/2009 2 49pm Rigid Frame Column RF3 -3 8/ 7./2009 2 44pm Part No. RF3 -3 Quan 3 FD -3 PIECES WEB CUTS. WB1 PP 22 00 WB2 PP 22 00 WB3 PP 22, 0.0 Shop Drawings Web Cuts SF.1 SF2 RF3 -3W Assemble SF3 SF5 RF3 -.3A Job No 1 09 6983 Date 1.8/7/2009 Designed By! KL Checked By{ .Quan Mark .Part Description Type Width Thick Length UnitWt TotalWt 3 WB1 Web PP 22. 00 0 .1875 7.9 3.5 .92..82 278 4,5 .3 WB2 Web PP 22. 00 0 1.875 1.44. 00 168 4.4 .505 31 3 WB3 Web PP 22 00 .0 .1.875 .14.4 00 16.8 44. 505 31 3 WB4 Web PD 22 00 0.2500 37 20 56 58 1.69 75 3 WR1 Slot Stiff. .5. 00 .0 2.500 5 0.0 1. 77 5 32 6 ST.1 Stiffener 3 0.0 0 .50.00 22. 00. 9 .36 56. 1.5 3 OF1 OS Flange 8 00 0 5000 2.4.0 00 272 22. 8.1.6. 67 3 OF2 OS Flange 8 0.0 0 5000 1.64 55 186 64 55.9 .92 3 OF3 OS Flange 7 00 0 .3.750 32. 21 23 97 71 92 3 GC10 PL- .11.0 Girt. Clip 6 00 0. .1.875 7 00 2 50 7 50 3. GC2 PL -1.1.0 Girt Clip 6 0.0 0 1875 7 00 2 50 7 50 .3 PC10 .PL -110 Purl Clip 6. 00 0 .1875 7 00 2. 50 7 50 3 GB1 PL -18 Girt Clip 6 00 0 1.87.5 7 00 2..50 7 50 3 ES1 Eave Stiff .9 5.0 0. 1.875 .5 58 2. 82 8 46 3 IF.1 IS Flange .8 00 0 6250 2.4.0'00 340 2.8 102.0 83 3 IF2 IS Flange .8 00 0 625.0 127 35 .180 56 541. 6.8 3 EP4 End .Plate 8 00 .0 5.000 24. 00 27 22 81. 67 3 EP3 End Plate 8 00 0 7.500 39 00 66 .3.5 1.9.9 .06 Web Web Left Right Piece Type Cut Ls Li Le Cut Rs Ri Re Page 2.17 Of 269 4850 48 0.9-6.9.83 WB.4 PD ES/ ES HOLE LOCATIONS. Web Hole Loc= 288 Web Slot Lo.c= Slot Stiff. Loc= Web Slot Loc= Girt .Clip Lo.c= Girt Clip Loc= Purl Clip Lo.c= Girt Clip Loc= End Plate Loc= End Plate Lo.c= PIECE LOCATIONS 22 00 Slot. Stiff WR1 Lo.c= 9 00 Stiffener ST1 Lo.c= 372 3.6 Girt Clip GC10 Loc= 341. 50 Girt. Clip GC2 Loc= 287 .50 Purl Clip 2C10. Loc= .1.1 87 Girt Clip GB1 Loc= .3 87 End Plate. EP4 End Plate EP.3 F.IN.ISH DIMENSION OS Fig. IS Fl,g OutSide Top Inside Left WB1 Dia= 0 56 50 WB1 Dia= 1 1.3 9 00 400 55 WR1. Dia= 1 :13 2. 50 WB4 Dia= .1 00 9 00 GC10 Dia= 0 56 2. 00 4 00 GC2 .Dia= .0 56 2 00 4 00 PC1.0 Dia= 0 56 2 00 4 00 GB1 Dia= 0 56. 4 00 EP4 Dia= 0 88 4. 00 8 00 EP3 Dia= 0 94 1..5 0 .5 5 0 Total Total Overall Overall Overall Overall WB1 WB1 O F.1 OF/ OF3 OF3 Customer Project Location Size Rigid Frame Column RF3 -.3 404 55 367 35 405 46 23 33 367 85 23 13 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 3 x 172 5 x 32 5 x Off= 2 .00 .O.ff= 3 00 Slot= 3 50 O.f.f.= 2 50 Slot= 3. 50 O.ff= .3 00 Slot= 3 00 Gag= 4 00 .Gag= 4. 0.0 Gag= 4 00 Gag= 4. 00 Gag= 4 00 Off= .3 26 Gag= .5 00 1.8 75 32. 21 3.2. 00 Job No Date Designed By Checked By -0 83 5 58 3 00 Page 218 Of 269 09 -6.983 8./7/20.09 KL 8/ 7/2009 2 44pm 1. 83 B ti 0.9 -6983 Right Overall 35 68 Left Extension Right. Extension -1 94. CLIP DETAILING Mark Typ Thick Ang. A B C D E F G H WR1 2 0. 250 0 2 500 0 000 2 500 2 500 1 125 0 000 0 000 0 000 S.T1 w 0 000 0 3 000 22 000 0 000 0 000 0 000 0 000 0 000 0 000 ES1 w 0 000 0 9 500 5 .5.8.3 0 000 .5.583. 0 833 0 000. 0 .0.00 0 000 09-6983 FLANGE BRACES Customer Green Creek Wood Products Project New Headrig with Eyebrow Location! Port Angeles. WA Size I 26 3 x 172 5 x 32 5 x Rigid. Frame Column RF.3 -3 8/ 7/200.9 .2 44pm Flange Brace Report 8/ 7./200.9 2. 44pm .Surf. Web Brace Id Locate Depth Dist Length Quan Part BOLTS. 1 .3 1.8 0 25 4 .36. 0 2 L2X2X1 /8 4 18 0 2.5 4 36 0 2 L2X2X1. /8 .5 18. 0 25 4. .3.6. 0 2 L2X2X1. /8 2 1 3.0. 0 .39 .9 .54 0 .2 L2X2X1 /8 4 30 0 39 9 54. 0 2 L2X2X1/.8 5 3.0. 0 39 9 54 0 2. L2X2X1 /8 3 1 22 0 30 5 42 0 2. L2X2X1 /8 09 -69.83 Quan Descr Part Type Dia Length To.talWt .09 -6983 3.0 Spl -1 4.002260 A325 0 75.0 2 75 1.5 7 30 Spl -2. 400326.0 A325 0 87.5 2 75 22 5 VERTICAL CLEARANCE 38 2 Job No 0.9 -6983 Date 8/7/2009 Designed By KL Checked By Splice Plate Bolts 8/ 7/200.9 2 44pm Rigid Frame Clearances 8/ 7/2.009 2 44pm Page219 Of 26 y 00 WM NW 09- 6 Location Left_Col Right_Cal Midspan HORIZONTAL CLEARANCE Customer Project Location Size Rigid F-ame Clearances 8./ 7/2009 2 44pm Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 .3 x 172 .5 x 32. 5 x Span X Coord Y Coord .351. 5.5 29 28 3.51 5.5 .372. 61 282 00 .372 61. Location Span X C X Coor Left_C.al 0.9 -698.3 Right Col 2.5.4 12 2 75 282 87 Weld Length Report .8/ 7./2.009 2. 44pm Web.- Flange Hand_Weld Quan Piece Size Fillet Fillet. .Gr.00.ve, Butt 3. RF3 -1 0 188 1852 2 0 250 0 0 3 RF3 -2 0 .188 0 .250 0 375 3 RF3 -3 0 .18 0 250 0 438 0.9-69.83 1521. 8 0 0 0 0 23.1.5 7 0 0 0 0 1452 .9 0 0 535 2 42. 0 42 0 700 6 4.8 0 72. 0 0 0 1.0.8 0 21 0 36 0 0 0 0 0 0 0 0 0 2.4 0 0 0 Job No Date Designed By Checked By 90 0 42 0 0 0 198 0 48 0 0 0 KL Weight Summary 8/ 7./2.00.9 2 44pm Piece Out In End Clip Unit Total Quan Id Web Flange Flange Plate Plate Weight Weight 3. RF3 -.1 364 .3 1.82 4 2.43 5 60 8 3.0 1 .881 .07 2643 20 3. RF3 -2 4.04 5 188 8 188 8 .106..3 12. 5 900 .9.1 2702. 74 3 RF3' -3 4.86 3 482 8 520 8 .93 6 33. 3 1.616 8.3 4.850 48 Page 220 Of 2.69 09 -698.3 8/7/2009 09 -698.3 09 -6983 Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/2009 Location) Port Angeles WA Designed By KL Size 2.6 3 x 172 5 x 32 5 x Checked By Weight Summary 8./ 7/2.00.9 2 44pm Total. Frame Weight =10196 42 Total Brace Weight 257 4.0 Total Bolt Weight 68 74 .Total. Cost Of 3 Frames 5608 03 10522 56 Cost. Summary 8/ 7/2.00.9 2. 44pm Piece End Clip Stiff Surf Unit Set Total Quan Id .Flange Web Plate Plate Plate Weld Treat Cost Up Cost ,3 RF3 -1 Matrl 23.4 200 33 12 4 0 0 485 .1.454 Labor 0 0 0 0 0 0 0 0 0 0 .234 2.00 33 .12 4 0 0 485 0 1454 3 RF3 -2 Matrl 208 22.3 5.8 7 0 0 0 496 1487 Labor 0 0 0 .0 0 0 0 0 0 0 208 223 58 7 0 0 0 496 0 1487 3 RF3 -3 Matrl 552 267 51 8 10 0 0 889 26.6.8 Labor. 0 0 0 .0 0 0 0 0 0 0 5.52 267 51. 8 10 0 0 889 0 2668 Cost Per Frame Material= 186.9 3.4 Labor= 0 00 Total= 186.9 34 Page221 Of 269 (.1)JOBID 09 -6.983 *09 6 983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172. 5 x 32 5 x Rigid Frame Detailing Input 8/ 7/2009 2 44pm Page 222 Of 269 Job No 09 -6983 Date 8/7/2.00.9 Designed By KL Checked By 2).PROGRAM O.P.TIONS. *Frame Frame Frame L_Expand_EW R_Expand_EW Raf Col Frame Frame Id Quan Type Use Offset Use Offset Shape Shape Option Option_I'd 4 2. 'RF N- .14 000 N- .14 000' R' 'C 3)SURFACE SHAPE *No X_Coord Y_Co.or.d Offset *Surf. (.ft) (ft) (in) 3 .0 0000 32 5000 1.0 000 26 3333. 34 6944 10 000 2.6 3333 0 00.00 10 000 4)MEMBER DEPTHS *Surf Depth(in) No Interior_ Depths .Id Start End Dep Loc (.f.t) Depth(in) 1 18 000 1.8 000 0 .2 3.0 000 .30 000 0 .3 22.000 22. 000 0 (.5.)SEGMENT PLATES No Surf Mem Seg. Seg Member Flange Plate .Thickness(in) Weld(in) *S.eg Id Id Id Len(ft) Part Wid(in) Web OS_.Flg IS_Fig OS_Flg. IS_.F.i.g 7 1 1. .1 20 000 6 00 0 1875 0 2.500 0 .3750 0 1.88 0 1.8.8 1 1 .2 0 000 6. 00 0 1875 0 2500 0 5000 0 188 0 .1.88 1 1. 3 0 5.00 7 00 .0 1875 0 37.5.0 0 5000 0 188 0 188 2 2 4 0 000 7 00 0 .1875 0 375.0 0 3750 0 188 0 188 3 3 .5 0 500 7 00 0 2500 0 3750 0 6250 0 18.8 0 188 3 3 6 0 000 8 00 0 1875 0 5000 0 6250 .0 .1.88 0 1.88 3. 3 7 20 000 8 00 0 .1875 0 5000 0 62.5.0 0 188 0 188 6)INTERIOR COLUMNS. *No .Col Col Col Col Col Cap_Plat.e Cap_Bolt *Col .Id Typ Part Rot Loc(ft) Type Opt Width Thick Dia Row Space Gage 0 7).TAPERED INTERIOR COLUMNS *Col Col No Start Depth Depth Web Flange OS Fig IS_Flg Id Shape Mem Locate Start End Thick Width Thick Thick Weld 8)SPLICES *Surf No Spl Spl Spl Plate Bolt Id Spl Id Loc Typ Width Thick Dia Row Space Gage (in) (in) (in) (in) (in) 1 0 2 1 1 0 000 'VEE 8 00 0 5000 0 750 2 4 0 .5 00 0 750 2 4. 00 5 00 3 1 2 0 000 VEE .9) BASE PLATE *Base *Id 1 2 EW. *Id 1 .3 Base Type P 'P 1 ZB' 10Z14 Girt Girt Girt Type Offset Proj ZB' 0 00 0 00 .ZB 0 00 0 0.0 1 0 2 1 3 0 4 3 (.13.)P.URLINS Surf Purl Purl .I.d Type Part 2 ZB .10Z14 2 .ZB 1.0Z14 (14.)PURLINS Surf .Purlin I.d Rows Base Plate Customer Location Width Length Thick (in) (in) (in) 6 0 19 50 0 5000 8 0 24 00 0 5000 *(20)SI.DEWALL GIRTS Surf Girt Girt Id .Type. Part Offset 1 'ZB 10Z1.4' 0 .00 /PARTITION GIRTS *(12)SPECIAL GIRTS *Wall. Sets O.f Bay_Id-- Girt .Id Girts Start. End Height Offset 0 00 0 00 Peak Set_O.f Space Space 2 .5 4 41.67 2 2 5 4 4167 2 Size 5 5 24. 0000 CO 4 4 .8 0000 'CO' 4 4 11 0000 UO' 4 4 27 0000 UO *(15)EAVE STRUT, GUTTER PANEL *Surf Eave Eave Bolt Bolt Id Type Part Dia Row Green Creek Wood Products Project New Headrig with Eyebrow Port Angeles WA 26 3 x .172 .5 x 32 5 x 8 00 0 7.500 0 875 2 4 00 5 00 0 87.5 2 4. 00 5 00 Elev Dia (in) (in) 0. 00 0 7.500 0. 0.0 0 7,500 .Girt Proj Lap(ft) 0 00 1 0000 0 00 0 00 .1 0000 3 '.ZB' 10Z1,4' 0 00 0 0.0 .l 0000 3 ZB' 0 00 0 00 .l 0000 No Bay Girt Bay Id Part 0' 0 Girt Type Proj 0 00 0 00 Girt Rotate N N' N N Purl Lap (ft) 1 3333 1 3333 Set_Space- Space No 4 3.411 .l 4 4167 4 4 34.11 1 4 41.67 4 Row In Out 2 0 2 0 Bay No Id Girt 5 7 4 5 5 2 6 0 Girt Part 10C14 '1,0C12 C10x1.5 .3' H C10x1.5 3 H Gutter SSeam Type Width Roof Job No Date 8/7/20 0,9 Designed Byi KL Checked By Bolts Space(in) Flg Out 0 00 0 00 0 00 0 00 Girt Location(ft) 4 0000 8 .0000 16 0000 2.1 000.0 30 0000 4 000.0 8 000.0 27 0.000 30 0000 24 0000 28 5.000 No Girt Girt. Location(ft) Use 1 09 -6983 Gage (in) 4 00 4 00 Page 223 of 2.69 11 0000 27 0000 11 0000 2 ZO' 10.Z14 2 '.ZO' '10.Z14' 1. 2 3 A 5 'A' .1 2 3 'A 5 'A' 2. 3. .1 A 4. 'A 5 A' 2 3 1 'A' 4 A' 5 'A' 3 1 1 A 3 0 Customer Project Location Size o sod 0 50.0 Green Creek Wood Products New Headrig with Eyebrow Port Angeles. 'WA 26 .3 x 172. .5 x 32 5 x 4 4 0 0 (.1.6)PARTIAL WALL *Surf Base Top .Id .Par.t Part Height Use 1 .0 0000 '10C14 24 000.0 '.P' (1.7)FLANGE BRACES Surf No Braced Girt /P.urlin Id Brace Loc Type (.1.8)PURLIN, ANTI -ROLL No Line Surf Roll No *Item Id Id Opt Rot I.d .P.urlin .Purlin_Id 0 (1.9)DIAGONAL BRACING AT.TACHMEN.T. POINTS *Wall No Attachment_Point Id Attach Location(ft) 1 3 0 000 .13 12.9 26. 3.33 0 000 N 0 000 N (20)ROOF DIAGONAL BRACING SIZE *Wall Adj Max Brace Brace Conn Brace Id Bays Bay Type Part Id Force 1 1 1.8 000 R 1/2 ROD 0 .0 4 'R 1/2 ROD 0 .0. 4.0 (22.)WIND BENTS AND WIND COLUMNS *Surf Wind Bent Wind_C.olumn Id Part Elev Height Part El..ev Height .1 0. 000 0 0000 0 000 0 0000 1 0 000 0 0000 0 000 0 0000 3 0 0.00 0 0000 0 000 0. 0000 Job No 09 -6983 Date 8/7/200.9 Designed By KL Checked By Page224 Of 2.69 (21)WALL DIAGONAL BRACING SIZE *Wall No. Attach Adj Max No Level Level Brace Brace Conn Brace Id Bay Offset Bays Bay Level Type Height .Type Part Id Force 2 .0 4 0 5 0 .0 (24)BEARING STIFFENERS *Col Stiff Stiff Min Id Width Thick Length 1 .3 00 0 2500 0 000 2 .3 .00 .0 5000 0 000 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 .5 x 32 5 x 0 000 0 0000 0 000 (23)ENDWALL /.PARTITION COLUMNS RAFTERS. *No Column Column Rafter *Col Locate Part Rot Opt Elev Part Rot Opt 0 (25)TRANSVERSE STIFFENERS Surf No Stiff Stiff Stiff S.ti.f.f .I.d Stiff Loc Quan Width Thick .1 0 2 2 2 0819 2 3 0 0 250 2.3 4265 2 .3 0 0 250 3 0 Job No Date Designed By Checked By 0 0000 (26)CRANES No System Bay_Id Crane Crane Crane Crane Crane Rail *Crane Id Lt Rt Type Height. OffsetL Span Off.setR Type Depth 0 (27)CRANE RUNWAY /COLUMN *Sys Runway Aux_.Col.umn *.Id .Type Depth WidthT WidthB .Type Rot Depth Dia Space Gage Page22.5 Of 2.69 .0.9-6.983 8/7/2009 KL (2.8.)CRANE BRACKET SIZE *Crane Bracket W.eb Top_FLange- Bo.t_Flange- ---Flange_Bolts--- Id .Part Depth .Thick Width .Thick Width Thick Dia Space Gage (29)CRANE BRACKET STIFFENER *Crane Web_Bot Web_Diag Web_Top -Web Beam Bracket_Web Brace Id Width Thick Width Thick Width Thick Width Thick Width Thick Type (3.0)CRANE BRACING /AUXILIARY COLUMNS *Crane Bracing Long_Brace Aux_Column_Angle Id Type Part Conn Type Dia No Location (31)EAVE EXTENSION No Ext Ext Wall Bay_Id Edg.e_Extend- Ext Ext Id Typ Id Start End Height Width Slope Left. Right Mount 1 .1. E 2. 6 6 34 694 7 .833 .1. 0.0.0 0 500 0 500 B' (32)EAVE EXTENSION BEAM ID *Ext Beam Beam Web .Flange Use Use *Id .Part Shape Depthl Depth2 Thick Width Thick Thick Bracket Stiff 1 'W14X22 C 13 07 .13 07 0 23.0 5 00 0 33.5 0 3.35 Y' 'N (33)EAVE EXTENSION SPLICES *Ext Splice WAM eAv 10; Customer Project Location Plate Size *Id Type Width Thick Length 1 'EE' 6. 00 0 500 0 000 (34)EAVE EXTENSION PURLINS *Ext *Id 1 (36)CANOPY *Ext Beam *Id Part P.ur1 Type .ZB' (4.1.).FACIA *Ext Beam *Id Part 0 Purl Row 2 (38)CANOPY *Ext Purl Purl *Id Type Row (39)FACIA No Ext Ext Wall Ext I.d Typ Id 0 Peak Space 0 000 (43)FACIA TOP PURLINS. *Ext Purl Purl Peak *I.d Type Row Space Size 26 3 x 172 5 Set Space 0 000, Port Angeles Quan 4 4 Purl Part '20222 *(35)CANOPY No Ext Ext Wall Bay_I.d Ext I.d Typ I.d Start End Height Width 0 BEAM ID Beam Web Shape. Depthl Depth2 Thick (37)CANOPY SPLICES *Ext Splice Plate_Size *Id Type Width Thick Length PURLINS Peak Space Set Purl Space Part -Bay _Id Start End Height Width (40) SIZE *Ext Arm Panel *Id Elev Height. Slope Orn Orn Project BEAM ID Beam Web Shape Depthl Depth2 Thick (42.)FACIA SPLICES *Ext Splice P.late._Size *Id Type Width Thick Length Set Space (4A)WALL/ROOF STRUTS Strut Surf. Bay Attach Opt Id Type Wall Id Locate Id Green Creek Wood Products New. Headrig with Eyebrow Purl Part Row 2 2 WA x 32. 5 x Splice_Bolts Type D.iam 'A325 0 7.50 A32.5. 0 7.50 Job No Date Designed By KL Checked By Space 3 000 3 0 Gage .3 500 3.500 Edge_Extend- Ext Slope Left Right Mount Flange Use Use Width Thick Thick Bracket Stiff Splice Bolts Quan Row. Type Diem Space Gage Edge_Extend- Ext Slope Left Right Mount Flange Splice Bolts Quan Row Type Di.am Space Gage Page 226 Of 2 0c1-6983 8/7/20 Use Use Arm Width Thick Thick Bracket Stiff Beam End Plate Part Rot Offset Type Thick Width Dia Row (4.5)STRUT BOLTS *No Bolt Strut *Bo.lt. Id Type 0 (46)WELDS. No *Weld Type 8 BASE BASE SPLICE 'SPLICE 'SPLICE 'SPLI.CE 'ST.I.FF_B 'STIFF B 0 Plate Id Loc .1 1 2 1 1 1 .1 2 2 1 2 .2. 1 1 2 1 (4.7)S.OLDIER COLUMNS Wall Column *No I.d Part 0 (4.8)DES.IGN PLATES *No Conn Plate *Pl.t Id Type (49)SPECIAL FAB DATA No Piece Piece *Piece Id Key 0 (50)FRAME LINES Build .Total Length Line 172 500 10 No Line 2 (51)GIRT STRAPS *Ew No Strap Strap *.Id Strap Dia Location .1 0 0 000 3 0 0 000 (53)COLUMN WEB HOLES No Col Customer Green Creek Wood Products Project New Headrig with Eyebrow Locationl Angeles WA Size 26 3 x 172 5 x 32 5 x Wall Frame Attach Surf Id Locate OS_.Flange Size Type Side 0 .188 'F' 1 '0 188 'F 1 0 188 .F 2 0 188 .F 2 0 313 'F 2 0 313 F' 2 0 188 .F' 2 0 438 'F 2 Rafter --Splice-- Part Opt Type Dia Id Loc Line Id 6 7 Plate_Size Width Length Thick Offset 103 167 127 16 Size 0 188 0 .188 0 1.88 0 .188 0 37.5 0 3.75 0 18.8 0 438 (52.),WELDED CONNECTION PLATES No Col Col Beam Beam -Plate *Plate Id Attach Height Offset Width 0 Option Bolt_Size Id Dia Quan IS Flange- Type 'F F F F 'F' 'F' 'F Side 2 2 2 2 2 2 2 .2 Job No Date Designed By KL Checked By Size 0 188 0 188 0 188 0 .188 0 .18.8 0. 188 0 .188 0 188 .Brace Type. Part Bolts Bolts Web Type 'F F 'F 'F 'F' 'F' 'F Dia Row Gage Side 1 1 2 2 2 2 1 1 Conn Attach Thick Dia Row SpaceV SpaceH Add Hole Location Page227 of 26.9 0.9-69.83 8/7./20.09 *Hole Id Height Crn Dia Gage Ref Offset. No 0 *(5.4.)RAFTER WEB HOLES No *Hole 0 0.9 -6983 PIECES. WEB CUTS WB1 PP 18 00 WB2. PP 1.8 00 WB3 PU 18 00 ES1 ES HOLE LOCATIONS Customer Project Location Size Add Hole. Location Locate Orn Dia Gage Ref Offset No. Space Rigid Frame Column RF4 -1 8/ 7/200 2 44pm Part No RF4 -1 Quan 2 FD -3 Quan Mark Part Description Type Width Thick Length UnitWt TotalW.t 2 WB1. Web PP 1.8. 00 0 1875 93 44 89 43 .178 86 2 WB2 Web PP 18 00 0 1875 144 00 137 81 275 63 2 WB3 Web. PU 18 0.0 0 .187.5 14.4 00 137 0.9 274 .19 4 ST1 Stiffener 3 00 0 2.5.00 18 00 3 83 15 31 2. OF1. OS Flange 6. 00 0 2500 240 00 .102. 08 204. 17 2 OF2_ OS Flange 6. 00 0 2500 .13.9 92 .59 52. .1.19 03 2 OF3 OS. Flange 7 00 0 3750 27 94 20 80 41 60 8 GC10.PL -110 Girt Clip 6 0.0 0 187.5 7 00 2 50 20 00 6 G.C2. .PL -110 Girt Clip 6. 00 0 1875 7 00 2 50 15. 00 2. GB1 PL -.1.8 Girt Clip 6 00 0 1875 7 00 2 50 5 00 2. ES1 Eave Stiff 9 50 0 1875 4. 75 2 40 4. 80 2 IF1 IS Flange 6 00 0 .37.50 24.0 00 153 .13 306. 2,5 2 IF2 IS Flange 6 00 0 500.0 106 1.8 .90 33 1.80 66 2 EP1. End Plate 6. 00 0 500.0 .19 50 16 59 33 1.8 2 EP2 End Plate 8 00 0 5000 39 00 44 2.4 88 47 Web Web Left Piece Type Cut Ls Li Shop Drawings Web Cuts S,F.1 SF2 RF4 -1W Assemble S.F3 SF5 RF4 -1A Le Web Hole WB1 .Dia= 0 5.6 Off= 2 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles, WA 26 .3 x 172 5 x 32 .5 x Job No 09 -6983 Date 8/7/2009 Designed By] KL Checked By Space Right ,1762 13 Cut Rs Ri Re 0 83 3 .92 Page228 Of 269 1, 50 T 09 -6983 PIECE LO.CAT.IONS FINISH DIMENSION OS Fig Total 379 92 IS Flg Total 346 18 OutSide Overall 380 80 Top Overall 18 81 InSide Overall 346 68 Left Overall 1.8 63 Right Overall 35 68 Left Extension Right Extension 1 56 CLIP DETAILING 0.9 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location! Port Angeles WA Size 26 3 x 172 5 x 32 5 x Loc= 1.32 50 2.52 50 Web Hole WB1 .Dia= 0 5.6 Off= 2 0.0 Loc= .13,2 5.0 Web Slot WB3 .Dia= .1 00 Of.f =.3 00 Slot= 3 00 Loc= 9 00 Girt. Clip GC10 Dia= 0 56., Gag= 4.00 Loc= 2 00 4 00 Girt Clip GC2 Dia= 0 56 Gag= 4 00 Loc= 2 0.0 4. 00 Girt Clip GB1 .Dia= 0 56 Gag= 4 0.0 Loc= 4 00 End Plate EP1 .Dia= 0 .88 Gag= 4 00 Loc= 4. 00 8 00 End Plate EP2 Dia= 0 81. Gag= .5. .0.0 Loc= 1 5 5 50 .1.8. 75 32 00 36 00 Stiffener ST1 WB1 Loc= 351 19 Girt Clip GC10 OF.1 Loc= 47 50 191 50 25.1..5.0 35.9 5.0 Girt Clip GC2 OF1 Loc= 95 50 131 50 .32.3 .5.0 Girt. Clip GB1 O.F3 Loc= 4 71 End Plate EP1 End Plate EP2 O.f.f= .3 .3.6. 27 94 Job No 09 -6983 Date 8/7/20.09 Designed By KL Checked By Rigid Frame Column RF4 -1 8/ 7./2009 2 44pm Mark T.yp Thick Ang A STi w 0 000 0 3 0.00 1.8 000 0. 000 0 000 0 000 0 000 0 000 0 000 ESl w 0 000 0 9 50.0 4 750 0 .833 .3 917 0 0.00 0 000 0 000 0 000 Rigid Frame Rafter RF4 -2 8./ 7/2.009 2 44pm Page229 Of 269 0.9- 698.3. Part No RF4 -2 PIECES WEB CUTS HOLE LOCATIONS PIECE LOCATIONS Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 2.6 3 x 172 5 x 32 5 x Rigid Frame Rafter. RF4 -2 8/ 7/200 2 44pm Quan 2 FD -4 Shop Drawings Web Cuts SF.1 SF2 RF4 -2W Assemble SF4 SF6 RF4 -2A Web W.eb Left- Right Piece Type Cut Le Cut Re WB1 DP 3.0 00 5.0 .B WB2 PU 30 00 2 5 T Purl Clip PC10 OF.l Loc= 18 .85 71 85. 124 .85 End Plate EP3 Off= 3..3.8 End Plate EP2 Off= .3. 28 Job No Date Quan Mark Part Description Type Width Thick Length UnitWt TotalWt 2 WB1 Web. DP 3.0 00 0 1875 144 00 227 69 4.55 39 2. WB2 Web PU. 30 .0.0 0 .1.87.5 .112. 13 176 .85 353 71 2. OF.1 OS Flange 7 00 0 .3.750 .13 59 10 12 20 2.4 2 O.F2 OS Flange 7 00 0 .37,50 24.0 00 .178 65 357 2.9 .1.0 PCIO PL -.1.10 Purl Clip 6 00 0 1.875 7 00 2. 50 25 00 2 IF1 IS Flange 7 00 .0 .375.0 .13 5.9 .10 12. 20 24 2 I.F2 IS Flange 7 00 0 3750 2.40 00 .178 65 357 29 2 EP3 End Plate 8 00 0 7.500 .37 50 63 80 12.7 60 2 EP2 End Plate 8 0.0 0 5000 37 50 42. 5.3. 8.5 07 W.eb Hole WB1 .Dia= 0 56. .Of.f= 2 00. Loc= .17 85 70 85 22.9 .8.5 Web Slot WB1 .Dia= 1 00 O.f.f= 3. 00 .Slot= 3 00 Loc= 118 85 .13.0 8.5 Purl. Clip .PC1.0 .Dia= 0 56. Gag= 4 00 Loc= 2 00 4. 00 End Plate EP3 Dia= 0 94 Gag= 5. 00 Loc= 1 50 5 50 18 75 32. 00 36 00 End Plate EP2 Dia= 0 81 Gag= .5 00 Loc= .1 50 5 50 .18 75 32. 00 36 00 .177 85 .230 85 Designed By KL Checked By Page230 Of 26.9 a9-6.9.83 .8/7/2009 1801.83 r .FINISH DIMENSION 09- 69.83. PIECES WEB CUTS gigNAV Customer Project Location Size Job No 0.9 -6983 Date .8/7/2009 Designed Byl KL Checked By1 OS..Flg Total 253 .5.9 IS Fl.g Total 253 59 OutSide Overall 254 88 InSide Overall 254 88 Left Overall 30 86 Right Overall, 30 86. Left Extension -2 56 Right. Extension 2 56 Horizontal Total= 254. 00 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .1 .5 x 32 5 x 09 -69.83 Rigid Frame Rafter. RF4 -2 8/ 7/2009 2 44pm Rigid Frame Column RF4 -3 .8./ 7/2009 .2. 44pm Part No RF4 -3 Quan 2. FD -3 Shop Drawings Web Cuts SF1 SF2 RF4 -.3W Assemble SF3,S.F5 RF4 -3A Quan Mark Part Description Type Width Thick Length UnitWt .T.otalWt 2 WB1 Web PP 22 00 0 .1875 79 35 .92 82 1.8.5. 63 2 WB2 Web PP 22 .0.0 0 1875 144 00 1.6.8 44 336 8.8 .2. WB3 Web PP 2.2. 00' 0 .1.875 14.4 00 .168 44 336 88 2 WB4 Web PD 22. 00 0 2.500 37 20 56 58 113 17 4. S.T1 Stiffener .3. 00 0 .5.000 22 00 .9 36 37 43 2 OF.1 OS Flange 8 00 .0 5000 2.40 00 2.72. 22 544 44 2 OF2 OS Flange 8 00 0 5000 .1.64 55 186 6.4 .373 28 2 BI4 Bracket.. In 6 00 0 37.5.0 9 .50 6.06 12. 12 2 BW4 Bracket Web 13 04 0 25.00 .9 50 8 78 17 5.5 2 BE4 Bracket. EP 6 00 0 5000 1.9 50 .16 59 .33 18 2 .OF3 OS Flange 7 00 0 3.7.50 32 08 23 88 47 76 2 GC10 PL -110 Girt Clip 6 00 0 18.75 7 00 2 .50 .5 00 2 GC2 PL -11.0 Girt Clip 6.00 0 1875 7 0.0 2 .50 5 00 2 GB1. PL -18 Girt Clip 6 00 .0 .1.8775 7 00 2 50 5 00 2 IF.1 IS Flange 8 00 0 6.250 .2.40. 00 340 28 680 56 2 IF2 IS Flange .8 00 0 6250 127 3.5 180 56 36,1 12 2 EP4 End Plate 8 00 0 5000 24 00 27 22 .54 44 2 EP3 End Plate 8 00 .0 7500 3.9 00 66 35 .132 71 Page 231 Of 269 .32.8.2..14 09 -6983 WB1 PP 22 00 WB2_ PP 22 00 WB3 PP 22 00 WB4 PD 22 00 BW.4. BW HOLE LOCATIONS PIECE LOCATIONS .FINISH DIMENSION Customer OS Fl.g Total 404 .55 IS Flg Total 367 35 OutSide Overall 4.05 46 Top Overall 23 33 InS,ide Overall 3.67 .85 Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 .5 x .32 5 x Rigid Frame Column RF4 -3 8./ 7/2009 2 44pm Web Web Left Right Piece Type Cut Ls Li. Le Cut Rs Ri Re Web Hole WB1 .Dia= 0 36 Off= 2. 00 Loc= 288 .50 Web Slot W134 .Dia= .1 00 Off= 3.00 Slot= 3 00 Loc= .9 00 Bracket EP BE4 Dia= 0 81 Gag= 3 50 Lo.c= 1 .50 4 50 15 00 18. 00 Girt Clip GC10 Dia= 0 56 Gag= 4 00 Lo.c= 2. 00 4 00 Girt Clip GC2. Dia= 0 56 Gag= 4 00 Loc= 2 00 4 00 Girt. Clip GB1 Dia= 0 5.6 Gag= 4 00. Loc= 4. 00 End Plate EP4 Dia= 0 88 Gag= 4 00. Lo.c= 4. 00 8 00 End Plate EP3 Dia= 0 94. Gag= 5 0.0 Loc= 1 50 5 .50 .18 75 .32 00 Stiffener S.T1 WB1. Loc= 372 36 Girt Clip G.C1.0 OF1 Lo.c= 3.41 .50 Girt Clip GC2 OF1. Lo.c= 287 50 Brck Out 804 OF1 Ang= 0 000 Lo.c= 405 00 Brck EP BE4 OF1 Off= 2 8.3 Ang= 0 000 Girt. Clip GBl. O.F3 Loc= 3 75 End Plate EP4 End Plate EP3 Off= 3 26 32 08 Date 8/7/20.09 Designed By KL Checked By 36 0 Page 232 Of 26,9 1 83 B 0 7 T f 09 -6 Left Overall 2.3 13. Right Overall 35 68 Left Extension Right Extension -1 94 CLIP DETAILING Mark T.yp Thick Ang A B C D E F G H ST/ w 0 000 0 3 000 22. 0.00 0 00 .0 000 0 000 0 000 0 000 0 000 0 -6983 FLANGE BRACES. S.ur.f Web Brace .I.d Locate Depth Dist Length Quan Part 0.9 -6.983 BOLTS .1 3 .18 0 2.5 4 36. 0 .1 L2X2X1. /8 .5 1.8 0 25 4 36 0. 1 L2X2X1 /.8 .1. 3 1.8 0 25. 4 36 .0 .1. L2X2X1 /8 2. 1 .30 0 39.9 54 0 .2. L2X2X1. /.8 4 3.0 0 .39 .9 54. 0 2 L2X2X1 /8 5 3.0 0 39 9 54. 0 2. L2X2X1 /.8 3. .1 22. 0 30 .5 42 0 .1 L2X2X1. /8 Quan Descr Part Type Dia Length TotalWt 09 -698.3 2.0 Spl -1 4002260 A325 0 7.50 2. 7.5 1.0. 4 20 Sp1-2. 40032,60 A325 0..87.5 2. 75 .15 0 VERTICAL CLEARANCE Location Customer Project Location Size Page233 Of 269 Green Creek Wood Products Job No 0.9 -6.983 New Headrig with Eyebrow Date 8/7/2.009 Port Angeles WA Designed By KL 26 3 x 172 5 x 32 .5 x Checked By Rigid Frame Column RF4 -3. 8/ 7/2009 2 44pm Flange Brace Report 8.1 7/.2009 2. 44pm Splice Plate Bolts 8/ 7/2 2 44pm 25 5 Rigid Frame Clearances 8/ 7/2009 2 44pm Span XCoor.d Y 0.9 -6983 0.9 -6983 Lef.t_.Col Right_Col Midspan HORIZONTAL CLEARANCE Left Col 2 RF4 -2 0 .188 0 250 0. 3.1.3 0 375 2 RF4 -3 0. 1,88 0 250 0 313 0 438 .0.9-69.8.3. Customer Right Col 25.4. 12 1014. 5 0 0 0 .0. 0 0 1543 8 0 0. 0 0 0 0 Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 .3 x 172 .5 x .32 5 x Rigid Frame Clearances 8/ 7./2009 2 44pm 351 .55 2.9 28 351. 55 .372. 61 282. 00 372 61 Location Span X Coor.dl X Coord2 28 75 282.87 Weld Length Report 8./ 7/2.009 2 4.4pm Web- Flange Hand Weld .Q.uan Piece Size Fillet Fillet Groove Butt 2 RF4, 1. 0 .188 123.4 .8 .96.8 6 0 0 72 0 0 250 0 0 0 .0 14 0 24 0 .356 8 0 0 28 0 2.8 0 .3.4.0 7 0 0 32. 0 48 0. 0 0 0 0 0 0 0 0 .0 0 .1.6 .0 .0 0 0 0 Page 23.4 Of 26.9 Job No 09- 6.98.3 Date 8/7/200.9 Designed Byl KL Checked By 60 0 2.8 0 0 0 0 0 132 0 32. 0 0 0 0. 0 Weight Summary 8/ 7/2009 2 4.4pm Piece Out In End Clip Unit Total Quan Id Web Flange Flange Plate Plate Weight Weight 2 RF4 -1 36.4 3 .18'' 4 243 5 6.0 .8 30 .1 .881 07 .1762..13 2 RF4 -2. 4.04 5 .1.88 8 1.8.8 8 .106 3 12 5 .900 91 .1801 83 2 RF4 -3 486 3 48'' 7 520. 8 9.3 6 57 6 164.1 07 32.82 1.4 09 -6.983 0.9 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location P.or.t Angeles WA Size 26 3 x 172 .5 x 32. 5 x Total Frame Weight 6.8.46 09 Total Brace Weight 1.30 35 Total Bolt Weight 4.5 83 Weight Summary 8/ 7/2009 2. 44pm 70,22. 27 Job No .09 -6.983 Date 8/7/2009 Designed Byl KL Checked By Cost Summary .8/ 7/2.009 2. 44pm Piece End Clip S.t.i.ff. Surf Unit Set Total Quan Id Flange Web Plate Plate Plate Weld Treat Cost Up Cost 2 RF4 -1 Matrl 234 200 33 12 4 0 0 48,5 96.9 Labor 0 0 0 0 0 0 0 0 0 0 23.4 2.00 33 1.2 4 0 0 4.85 0 .96.9 2 RF4 -2 Matrl. .208 223 5.8 7 0 .0 0 496 .9.91 Labor. 0 0 0 0 0 0 0 0 0 0 208 22,3 58 7 0 0 0 496 0 .99.1 2. RF4 -3 Matrl. 55.5 272 61. 4 .1.0 0 0 .903 1805 Labor 0 0 0 0 0 0 .0 0 0 0 55.5 2.72 61 4 1.0 .0 0 903 0 .1805 .Co,s.t Per Frame Material= .1.8.82 68., Labor= 0 .00 Total= 1882 68 Total Cost Of 2 Frames 376.5.3.5 Page 235 Of 269 *0.9-6.98.3 1)JOBID 09 -6983 2)PROGRAM O.PTI.ONS *Frame Frame Frame L_Expand_EW Id .Quan Type Use Offset .5 1 RFE 'N- 14 000 3)SURFACE SHAPE *No *Surf X_Coord (ft.) 3 0 0.000 26 33.33 26 .3.333 4)MEMBER DEPTHS *Surf Depth(in) I.d Start End l .1.6 00.0 16 000 2 .15. 00.0 .15 000 .3 .16 000 16 000 .5)SEGMENT PLATES *No S.ur.f Mem S.eg Seg Member *S.eg Id .I.d Id Len(ft) Part 7 .l 1 1 20 000 .1 1. 2 0 000 .1 1 3. 0 500 2. 2 4 0 000 W1.6X26 3 3 .5 0 500 .3 3 6 0 000 3 3 7 20 000 7)TAPERED INTERIOR COLUMNS *Col Col No Start. Depth Id Shape Mem Lodate Start 8)S *Surf No Spl Id Spl Id YCoor.d (ft) 32. 5000 34. 6.944 0 0000 Customer Project Location Size Rigid Frame Detailing. Input No. Dep 0 0 0 Offset (in) .10 000 1.0 000 10 .000 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x R_Expand_EW Use Offset 'Y- 14. .0.00 Interi.or_Dep.ths Loc (f.t) Depth(in) Depth End Flange. Wid(in) 6 00 6 00 .5. 50 .5..5.0 .5. 50 6 0.0 6 0.0 Job No Data Designed By Checked By Raf Col Frame Shape Shape .Option P.lat.e_Thickness(in) Web OS_Flg IS_Flg 0 .1.875 0 2500 0 2500 0 187,5. 0. 2500 0 2500 0 .1.87,5 0 3450 0 2500 0 2,5.00 .0 3450 0 3450 0 1.875 0 34.50 0 25.00 0 .1875 0 25.00 0 2500 0 1875 0 25.00 0 2500 6),IN.TERIOR COLUMNS. *No. .Col Col Col Col Col Cap_Plate Cap_Bolt. *Col Id Typ Part 0 Page236 Of 26.9 09 -6.983 8/7./2009 KL 8/ 7/2009 2 44pm Frame Option_Id OS_F1g .IS_Flg 0 188 0 188 0 188 .0. .18.8 0 188 .0 .18.8 0 000 0 000 0 188 0 .1.88 0 188 .0. .1.8 8 0 188 0 188 Rot Loc(ft) T.yp.e Opt Width Thick Dia Row Space Gage Web. Flange OS F.l.g .IS Flg Thick Width Thick Thick Spl Spl Plate Bolt Loc Typ Width Thick .Dia Row Space Gage (ft.) (in) (in). (in) (in) (in) 0 000 VEE' 6 0 0 750 0 750 2 4 00 3 50 0 750 2 4 ..00 3 50 Weld :yS .W�N.• svcV 3 1 2 0 000 Customer Project Location Size .9) BASE PLATE Base Plate *Base Base Width Length Thick *Id Type (in) (in) (in) 1 P- 6 0 17 00 0 5000 2 P 6 0 17 0.0 0 5000 GIRTS. Surf Girt Girt Girt Id Type Part Offset Proj Lap(ft) .1 ZB' '1 0 00 0 00 1 0000 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x VEE 6 0.0 0 5.0.00 0 750 2 4 00 3 50 0 750 2 4 00 3 50 Elev Dia (in) (in) 0 .00. 0. 7500 0 00 0 750.0 1 ZB.' 'LOZ14_' 0 00 0 .00 1 00.00 3 'ZB 10Z14' 0 00 0 00 .1.00.00 3. .ZB 10Z.1.4. 0 00 0 00 1.0000 *.(.1.1)ENDWALL /PARTI.T.I.ON GIRTS. Girt Girt Girt No Bay Girt Type Offset. Proj Bay .I.d Part ZB .0 00 0 00 0 'ZB 0 00 O. 00 1. .1 '1.0C1.4' (.12.)SPECIAL GIRTS *Wall Sets_Of Bay_I.d .I.d Girts Start End 1 0 2 0 3 2 .1 1 16 0000 'DO' 1 1 30 0000. 'DO' 4 .0 (13)PURLINS Surf Puri .I.d Type 2 ZB' .2 ZB Purl Part 10214' .10Z14' (1.4.)PURLINS Surf Purlin Peak Id Rows Space 2 5 4 4167 Girt Height Offset 0 00 0 00 Set_0f Space 2 Proj 0 00 0 0.0 N' N Set_Space- Space No 4 3411 1 4 4.1.67 4 Bay Id .1 Girt Girt Type Rotate. Purl Lap (ft) 1 3.333 1. 3333 Row In Out 2 0 2 0 No. Girt 7 7 4 5.0.0 0 16 0000 30 .0.000 Girt Part 10D.14 10D.14 Job No Date Designed By Checked By Bolts Space(in) Flg Out 0 00 0 00 0 00 0 00 Girt Location(.ft.) 4 0000 8 0000 .11 0000 .16. 0000 21 0000 2.7 0000 30 0000 1 7 4 0000 8 00.00 .1.1 .0000 1.6. 0000 21. 0000 27 0.000 30 0.000 9 7 4 D00 8 0000 11 000.0 .16 0000 21 0000 24 0000 28 .5.0 0.0 9 7 4 0000 8 0000 .11 00.00 .16 0000 2.1 0000 24 0000 2.8 5000 No. Girt Girt Location(ft) Use Page 2.37 Of 269 .09 -69.83 8,/7/200.9 KL Gage (in) 4 00 4 00 8 0000 11. 0000 21 0 27 0000 Y4AW. J i (16.)PARTIAL WALL *Surf Id 1 3 2. 5 4 4167 (15)EAVE STRUT, GUTTER, PANEL *Surf. Eave Eave Bolt Bolt Gutter SSe.am I.d Type Part Dia Row Type Width Roof 2 'ZO .l0Z1.4 0 500 4. '0 0 000. N.' 2 .Z0 '10Z14. 0 50,0 4 '.0 0 000 N Base Top Part Part (17)FLANGE BRACES. Surf No Braced_Gir.t /Pur.lin Id Brace Loc Type 1 1 4 A' .l 0 2 .3 .1 A' 4 A 5 A' 2 0 3 1 5 A 3 0 Height Use 0 0.0.00 0 0000 (18)PURLIN ANTI -ROLL No Line Surf Roll No *Item Id Id Opt. Rot. Id .P.urlin P.url.in_Id 0 (1.9)DIAGONAL BRACING ATTACHMENT .POINTS *Wall No. At.tachment._Point I.d Attach Location(ft) 1 0 2ag.e238 Of 269 Customer Green Creek Wood Products Job No 0.9 -69.83 Project New Headrig with Eyebrow Date .8/7/200.9 Location Port Angeles WA Designed Byl KL Size 26 3 x 172 ..5 x 32 5 x Checked By 2 4. 341.1 1 4 41.67 4 (2.0)ROOF DIAGONAL BRACING. SIZE *Wall Adj Max Brace Brace Conn Brace Id Bays Bay Type Part I.d Force .l 0 0 000 (21)WALL DIAGONAL BRACING SIZE *Wall No Attach Adj Max No. Level Level Brace Brace Conn Brace Id Bay Offset. Bays Bay Level Type Height Type Part Id Force 2 0 4 0 5 0 (22)WIND BENTS AND WIND COLUMNS. *Surf Wind_Bent Wind_Column Id Part Elev Height Part Elev Height 1 0 000 0 00.0.0 0. 000 0 0000 1 0 000 0 000.0 0 000 0 0.000 .A'»A A r.A •Z? 3 3 (23)ENDWALL /PART.ITION COLUMNS RAFTERS *No. Column Column Rafter *Col Locate Part Rot Opt El.ev Par.t Rot Opt 0 2 1 0833 N 0 0000 W8X1.0 2,5 2500 N' 0. 0.000 'W8X10' ,(24)BEARING STIFFENERS *Col Stiff Sti.f.f Min .I.d Width Thick Length 1 3 00. 0 2.50.0 0 000 2 3 .00 0. 2500 0. 000 (25)TRANSVERSE STIFFENERS Surf No Stiff. Stiff Stiff. Stiff I.d Stiff Loc Quan Width Thick 1 0 2 0 3 0 (.3.0)CRANE BRACING /AUXILIARY COLUMNS. *Crane Bracing Long_Brace Aux_ Column_ Angle Id Type Part Conn Type Dia No Location (33)EAVE EXTENSION SPLICES Customer Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 26 3 x .172 .5 x 32 5 x Checked By 0 000 0 0000 0 000 0 0000 0 000 0 0000 V 0 00 0 0000 (26.)CRANES No System BayId Crane Crane Crane Crane Crane Rail *Crane Id Lt Rt Type. Height Offsetl Span OffsetR Type. Depth 0 (27)CRANE RUNWAY. /COLUMN *Sys Runway Aux_Column *Id Type Depth WidthT WidthB Type Rot Depth Dia Space Gage (2.8).CRANE BRACKET SIZE *Crane Bracket Web TopFlange- Bot_Flange- Flange_ Bolts I.d Part Depth Thick Width Thick Width Thick Dia Space Gage Page239 Of. 2.6.9 (2.9)CRANE BRACKET STIFFENER *Crane Web_Bo.t -Web Diag Web_Top .Web_Beam Bracket_Web Brace Id Width Thick Width Thick Width Thick Width Thick Width Thick Type (31 EXTENSION No Ext Ext Wall Bay_Id Edge_Extend- Ext Ext I Typ Id Start End Height Width Slope Left Right Mount 0 (32)EAVE EXTENSION BEAM ID *Ext Beam Beam Web Flange Use Use *.I,d Par.t Shape .Depthl Depth2 Thick Width Thick Thick Bracket Stiff :tlCLY. 20.;••..8.•:2 *Ext Splice *Id Type (34)EAVE EXTENSION PURLINS *Ext Purl Purl Peak Type Row Space (35)CANOPY Ext Ext, Wall Id Typ I.d No Ext 0 (3.6)CANO.PY *Ext Beam *.Id Part (3.8)CANOPY *Ext Purl Purl *.Id Type Row 0 (41)FACIA *Ext Beam *Id Part (42.).FAC.IA *Ext Splice, *Id Type (45)STRUT BOLTS *No Bolt Strut Wall *Bolt Id Type Surf .0 Customer Project Location Size .Plate Size Width Thick Length Bay_Id Start End BEAM ID Beam Web Shape Depthl Depth2 Thick (3.7)CANOPY SPLICES *Ext Splice Plat.e_Size *Id Type Width Thick Length .PURLINS Peak Space (39)FACIA No Ext Ext Wall BayI.d Ext. Id Typ Id Start End BEAM ID Beam Web Shape Depthl Depth2 Thick SPLICES Plate Size (4.3)FACIA TOP .PURLINS. *Ext Purl Purl. Peak *Id Type Row Space (44)WALL/ROOF STRUTS Strut Surf Bay Attach .Id .Type Wall Id Locate 0 Frame Id Set Space Set Space Width Thick Length Set. Space Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 .5 x 32 .5 x (4.0) FACIA SIZE *Ext Arm .Panel *Id Elev Height Slope Orn Orn Project Opt Attach Locate Splice _Bolts Job No Date Designed By KL Checked By Quan Row Type Diam Space Gage Purl Part Edge_Extend- Ext Height Width Slope Left Right Mount Purl Part .Purl Part Flange Splice Bolts Flange Splice Bolts Option Bolt_Si.ze Id Dia Quan Page24.0 Of 269 09 -6983 8/7/20.09 Use. Use Width Thick Thick Bracket Stiff .Quan Row Type Diam Space Gage Edg.e_Extend- Ext Height Width Slope Left Right Mount Use Use Arm Width Thick Thick Bracket Stiff Beam Quan Row Type. Diam Space Gage End Plate Id Part Rot Offset Type Thick Width Dia Row VA �ssren.o:•' (46)WELDS No *.Weld Type 8 BASE BASE SPLICE SPLICE SPLICE 'S.PLI.CE 'STIFF B STIFF B t Plate Id Loc 1 1 2 1 1 1 1 2 2 1 2 2 1 1 2 .1 (47)SOLDIER COLUMNS Wall. Column *No. Id Part 0 (4.8)DES.I.GN PLATES *No Conn Plate Plat.e_Si.ze *21t Id Type I.d Loc Width Length Thick 0 (4.9)SPECIAL FAB DATA No. Piece Piece *Piece. Id Key 0 (5.0)FRAME LINES Build Length .172. 500 (51)GIRT STRAPS *Ew No. *I.d Strap 1 0 3 2 Customer Green Creek Wood Products Project New Headr with Eyebrow Location) Size I 26 .3 x 172 .5 x 32 5 x -OS Flange-- Size Type Side 0 1.88 .F' .1 0 188 .F' .1 0 188 .F 2 0 .188 F' 2 0 188 .F 2 0 188 'F 2 0 1.88 .F 2 0 18.8 .F' 2 Splice Part. Opt Type Dia Total No. Line Line Line Id Offset 1.0 .1. 10 17.1 333 Strap. Dia .1 000 1 000 Strap Location 17 5555 Port Angeles WA 8 7778 Size 0 1.88 0 18.8 0 188 0..1.8 8 0 1.88 0 1.88 0 1.8.8 0 18.8 (52)WELDED CONNECTION PLATES No Col Col Beam Beam Plate *Plate Id Attach Height Offset Width Thick 0 IS Flange- Type F F 'F' F' F' F' Side 2 2 2 2 2 2 2 2 Job No Date Designed By KL Checked By Size 0 188 0 188 0 1.88 0 .188 0 .188 0 188 0 188 0 188 Brace Type Part Bolts (5A)RAFTER WEB HOLES No *Hole Locate Orn Dia Gage Ref Offset No. Space Bolts Web Type F' F F F 'F 'F F F Dia Row Gage (53)COLUMN WEB HOLES No. Col Add Hole_ Location *Hole Id Height Orn Dia Gage Ref Offset No Space 0 Add Hole Location Page 241 Of 2.69 09 -6983 8/7/2009 Side 1 1 2 2 2 2 1 1 Conn Attach Dia Row SpaceV SpaceH 0 .09 -6983. PIECES WEB CUTS WB1 PP 1.6 00 WB2 PP .16 00 WB3 PU. 16 00 ES.1 ES HOLE LOCATIONS Customer Project Location Size Rigid Frame Column RF.5 -.1 8/ 7/200.9 2. 44pm Quan Mark Part Description Type Shop Drawings W.eb. Cuts S,F.l SF2 RF5-1W Assemble SF3 SF5 RF5 -1A Web Hole WB1 Dia= 0 56 Off= 2 00 Loc= 192 5.0 Girt Clip GC2 Dia= 0 56 Gag= 4 0 Loc= 0 88 Girt Clip GC10 Dia= 0 56 Gag= 4 00 Loc= 2 00 4. 00 Green Creek Wood Products New Headr.ig with Eyebrow Port Angeles WA 2.6 3 x 172 5 x 32 .5 x Job No Date Designed By Checked By Web Web Left. Right Part No RF5 -1 Quan .1 FD -.3 Piece Type Cut Ls Li Le Cut Rs Ri 0 83 3 .92 Page 2.42 Of 2.6.9 09 -6983 8/7/200.9 KL Width Thick Length UnitWt .T.otalWt 1 WB1 Web PP 2.6 00 0 .1875 9.3 31 79 38 79 38 .l WB2. Web PP .1.6 00. 0. 1.87.5 1.4.4 00 122 50 122. 50 1 WB3 Web. PU 16 0.0 0 1.875 144 00 .12.1 93 .12.1 93 2 ST1 Stiffener 3 .0.0 0 .2.50.0 .16. 00 3 40 6 81 1. GC2 Girt Clip 6 0.0 0 .1.875 5 75 .1 83 1 83 1 OF.1. OS. Flange 6 00 0 2500 240 00 102 08 102. 0.8 1 .OF2 OS Flange 6 00 0 250.0 139 95 59 5.3 59 53 .1 OF3 OS Flange 5 50 0. 3450 25 94. 13 .96 13 96 7 G.C1.0 .PL -1.10 Girt Clip 6 00 0 .1.875. 7 00 2 50 17 50 .1 GB1 PL -1.8 Girt Clip 6 00 0 .1875 7 00 2 .50 2 50 .1. ES.1 Eave Stiff .9 .5.0 .0 .1.875 4. 75 2 40 2 4.0 1 IF.1. IS. Flange 6 00 .0 2500 240 00 102 08 102. 08 1. .IF2 IS Flange 6. 00 0 2500 121 .16 51 53 51 53 1 EP1 End Plate 6 00 0 .5.000 1.7 00 .14 46 14. 46 1 EP2. End Plate 6 00 0 7500 .2.3 88 30 47 30 47 72.8 96 4 Re 1 3,3 T 1 09 -6983 /J\\, PIECE LOCATIONS Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles. WA 26 .3 x 172 5 x 32 5 x Rigid Frame Column RF.5 -1 8/ 7/2009 2. 4.4pm Girt. Clip GB1 Dia= 0 56 .Gag= 4 00 Loc= 4 00 End Plate EP1 .Dia= 0 .88 Gag 4 00 Loc= 4 00 8 0.0 End Plate EP2 Dia= 0 81 .Gag= 3 50 Loc= 1. 50 5 50 1.6. 88 2.0 .8.8 Girt. Clip GC2 WB1 Off= 3 00 Loc= 53 50 Stiffener .S.T.l WB1 Loc= 366..1.4 Girt,. Clip GC10 OF1 Loc= 47 50 95 50 131 5.0 .19.1 5.0 251 50 323 50 359 50 Girt Clip GB1 O.F3 Loc= 4 7.1 End Plate EP1 End Plate .EP2 Off= 3. 38, FINISH DIMENSION OS Flg Total 37.9.95 I.S. Flg Total 361 16 OutSide Overall 3.80 .80 .T.op Overall .17 06 InSide Overall. 3.61 66 Left Overall 16 50 Right Overall 2.0 56 Left. Extension Right Extension .1 42 CLIP DETAILING 25 .94 Page2.4.3 Of 26.9 Job No l 09 -6.983 Date 8/7/2009 Designed Byl KL Checked By Mark T.yp Thick Ang A B C D E .F G H S.T1 w 0 000 0 3 000' 16. 000, 0000 0 0.00 0. 000 0 000 0 000 0 000 GC2 y 0 000 0 .100.0 4 000 0 .875 4. 875 0 000 0 000 0 00.0 0 000 ES1 w 0 000 0 9 500 4 75.0 0 83.3 3. 917 0 0.00 0 000 0 000 0 000 09 -6.983 Rigid Frame Rafter RF5 -2 8./ 7/200.9 2 44.pm Part No RF5 -2 Quan .1 .FD -4 Shop Drawings Web Cuts SF1 SF2 RF5 -2W Assemble SF4 SF6 RF5 -2A efsi WANAO We .W14 0.9-6.983 PIECES (W16X26 Member) Customer Green Creek Wood Products Project New Headrig with Eyebrow Location port Angeles WA Size 26 3 x 172..5 x 32.5 x Job No Date Designed B11 KL Checked By Page244 Of 269 0.9 -69.83 .8/7/20.0.9 Rigid Frame Rafter RF5 -2 8/ 7/2009 2 44pm Quan Mark Part Description .Type Width Thick Length Uni.tWt .TotalWt 1 WB1 Web DU 15 0.0 0 2500 263 21 277 08 277 0.8 1 OF.l .OS Flange 5 5.0 0 3450 261. 38 145 .17 1.45 .17 AN 5 PC1.0 PL -110 .Purl Clip 6. 0.0 0 187.5 7 00 2 .50 .12 50 .N 1. IF1 I,S Flange 5 .50 0 345.0 261 88 145 17 145 17 1 EP3 End _Plate 6. 00. 0 5.000 22 38 19 0.3 19 03 1 EP2. End Plate 6 00 0 7500 22. 38 28 .55 28 55 WEB CUTS Web Web Left Right Piece Type Cut Le Cut. Re WB1 DU .15 00 1 25 B 1 2.5 T HOLE LOCATIONS Web Hole WB1 Dia= 0 .56. Off= 2. 0.0 Lo.c= 24 63 77 6.3 236 6.3 OS Flange OF1 Dia= 1 36 Gag= 2.75. Lo.c= 78 35 1.84 05 Purl Clip PC10 .Dia= .0 56 Gag= 4 00 Loc= 2 00 4. 00 End Plate EP3 Dia= .0 3.1. Gag= 3 50 Loc= 1. 50 5 50 16 88 End Plate EP2 Dia= 0 31 Gag= .3 50 Loc= 1 50 5 50 16. 88 PIECE LOCAT.I.ONS. FINISH D.IMENS.I.ON OS Flg Total 261 88 IS Flg Total 261 89 OutS.ide Overall 263 16 InS.ide. Overall 2.63 .15. Left Overall 1.5 74 Right. Overall 15 74 Left Extension -1 31 Right Extension .l. 31 2 88 20 88 Puri Clip PC1.0 OF1 Loc= 25 63 78 6.3 13.1 63 184 6.3 237 63 End ,Plate EP3. O.f.f= 3 3.6 End Plate EP2 Off= .3 25 627 51 Horizontal Total= 09 -6983 Part No RF5 -.3 Quan 1 FD -3 PIECES WEB CUTS WB.1 PP 1.6 00 WB2 .P.P .16 00 WB3 PD 16 00 ES1 ES HOLE LOCATIONS Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172. .5 x 32 5 x 262. 25 Rigid Frame Column RF5 -3 8/ 7/200.9 2 44pm Shop Drawings Web. Cuts SF' SF2 RF5 -3W Assemble SF3 SF5 RF5-3A Quan Mark, Part Description Type Width Thick Length UnitWt TotalWt 1 WB1 Web PP .16 00 0 .1875 116 6.0 99 .19 92 19 .l WB2 Web PP 16 0.0 .0 187.5 .144 00 122. 50 122..5.0 I. WB3 Web PD 16 0.0 0 .1875 144. 00 .12.1 .93 12.1. 93 2 ST.1. Stiffener 3. 00 0 2500 16. 00 3 40 6 81 6. GC1 .Gir.t Clip 6. 0.0 0 .187.5 5 75 1. 83 .11. 01 .l. OF.1 OS Flange 6 00 0 2500 .2.40 00 102 .08 .102 08 .1 OF2 OS Flange 6 00 0 25.00 .164 6.0 70 0.1 70 0.1 1 O.F.3 OS. Flange 5. 50 0 3450 25 .94 .13 96 13 .96 7 GC1.0 PL -110 Girt Clip 6 00 .0 1875 7 00 2 50 17 50 1 GB1 PL -18 Girt. Clip 6. 0.0 0 .187.5 7 00 2. 50 2 .5.0 .l. ES.1. Eave Stiff 9 50 0 18 5 as 2. 82 2 82 1 .IF1. IS Flange 6. 0.0 0 2500 2.40 00 102. 08 .102 0.8 .1 .IF2. IS Flange 6 00 0 .2.500 .14.3 01 6.0 83 6.0 83 .1. EP4 End Plate 6 00 .0 .5000 17 00 14 4.6 .14 4.6 1. EP.3 End Plate 6 00 0 5000 23 88 20 .31 2.0 .31 Web Web Left Right Piece .T.ype Cut Ls Li Le Cut Rs Ri Re Web Hole WB1 Dia= 0 56 Off= 2 00 Loc= 252 50 Girt.. Clip .GC1 .Dia= 0 56 Gag= 4 .0.0 Loc= 0 88 Girt Clip GC10 Dia= 0 .5.6 Gag= 4. 00 Loc= 2 00 4 00 Page 245 Of 269 Job No 0.9 -6983 Date 1 8./7/2009 Designed Byl KL Checked By -0 .83 5 58 767 .99 1. 33 B o 44 w• s. a 0 -6983 Girt Clip Lo.c= End Plate Lo.c= End Plate Loc= PIECE LOCATIONS Girt Clip GC1 Loc= .53 5.0 Stiffener ST.l Loc= 388 00 Girt Clip G.C10 Loc= 47 5.0 341 .50 Girt Clip GB1 Loc= 3 87 End Plate EP4 End Plate EP3 FINISH DIMENSION OS Flg. Total IS. Fig Total OutSide Overall Top Overall InSide Overall Left Overall Right Overall Left Extension Right Extension CLIP DETAILING Mark Typ Thick Ang. ST1 w 0 000 GC1 y 0 000 ES1 w 0 000 09 -6983 FLANGE BRACES GB1 EP4 4 00 EP3 1 50 Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 2.6 3 x .172, 5 x 32 5 x Rigid Frame Column RF5-3 O F3 .Dia= 0 6 .Gag= 4. 00 4 00 Dia= 0 138 Gag= 4 00 8 00 Dia= 0 81 Gag= .3 .50 5 50 .16 88 WB1 Off= 323 50 WB1 O F,1 .9.5' 50 404 60 3.8,3 01 405 46. 16 81. 383 51 16 .50 2.0 5b. -.1 40 .3. 00 359 50 Off= 3 27 .131 50 191. 50 25 94. A B C D 0 3 000 .1.6 00.0 0 00.0 0 000 0 000 0 000. .0 000 0 000 0 1 000 4 00.0 0 87.5 4 875 0 000 0 000 0 000 0 000 0 9 500 5 58.3 0 000 5 583 0 833 0 00.0 0 000 0 000 Flange Brace Report Sur.f Web Brace Id Locate Depth Dist Length Quan Part 20 88 2.51 5.0 287 50 E Job No Date Designed By Checked By 8/ 7/200.9 2 44pm Page246 Of 269 09 -6983 8/7/200.9 KL G H 8/ 7/2009 2 44pm 09 -69.83 1 4 2 1 4 5 3 r 0 -6.983 BOLTS 0 -6983 VERTICAL CLEARANCE Left_.Col Ri ght_Co.l Midspan HORIZONTAL CLEARANCE 09 -6983 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32. 5 x Flange Brace Report 8/ 7/200 2 44pm 1.6 0 23 0 30 0 .1 L2X2X1./.8 15. 0 22 0 30 0 .l L2X2X1. /8 1.5 0 22. 0 .30 0 .1 L2X2X1 /8 15 0 22 0 30 0 1 L2X2X1 /8 16 0 23 0 30 0 1 L2X2X1 /8 Splice Plate Bolts .8/ 7/2009 2 44pm Quan Descr Part Type Dia Length TotalWt 8 Spl -.1 400226.0 A325 0 750. 2 7.5 4 2 8 Sp1 -2 4,00226.0 A325 0. 750 2 75 4 2 8 4 Rigid Frame Clearances 8/ 7./200.9 2. 44pm Location Span X_Coord Y_Coord 366 5.4 2.7 78 36.6 54 .388 28 288 7,5 388 28 Location Span X_Coordl X_Coord2 Left _Col Right Col 263. 0.0 26 50 289 50 Weld Length Report 8/ 7/2009 2 44pm Web Flange Hand_Weld Quan Piece Size Fillet Fillet Groove Butt Job No Date Designed By Checked By Page 247 Of 26.9 .0.9 -698.3 8/7/24.09 KL 09 -6983 .l. RF5 -.1 0 188 0 250 l RF5 -2 0 18.8 1. RF5 -3 0 188 0 250 09- 6.9.83 09- 6.98.3 Customer Project Location Size Weld Length Report 8/ 7/2009 2 44pm 6.1.7 3 0 0 0 0 1,34 2 665 2 0 0 Weight. Summary Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32. 5. x 479 3 0 0 3.80 3 0 0 Piece Out In End Clip Unit Total Quan Id Web. Flange. Flange Plate Plate Weight Weight 1 RF5 -1 323 8 175 6 153 6 4.4 .9 31 0 728 .96. 728 96 1 RF5 -2 277 .1 145 2. 1.45. 2 47 6 12 5 627 51 627 5.1 1 RF5 343 6 186. 0 162 9 34.8 4.0 6 767 99 76.7 99 Total. Frame Weight 2.124. 46 Total Brace Weight 20. 63. Total Bolt Weight 16 70 2161.79 0 0 5 5 32 0 12 0 0 0 0 0 0 .0 32. 0 6 0 12 0 Page 24.8 Of 2.69 Job No 09 -6983 Date .8/7/2009 Designed By KL Checked By 8./ 7/2009 2 44pm Cost Summary 8/ 7/2.00.9 2 44pm Piece End Clip Stiff. Surf Unit Set Total Quan Id Flange Web Plate Plate Plate Weld Treat Cost Up Cost 1 RF5 -1 Mat 181 178 25 13 4 0 0 4.01 4.01 Labor 0 0 0 0 0 0 0 0 0 0 18.1 178 25 13 4 0 0 401 0 4.0.1 1 RF5 -2 Matrl 0 301 2.5 7 0 0 0 333 333 Labor 0 0 0 0 0 0 0 0 0 0 0 30.1 25 7 0 0 0 333 0 333 1 RF5 -3 Matr.l 192 189 19 1.9 4 0 0 422 422 09 -6983 Labor. Customer Project Location Size Total Cost Of 1. Frames 1155 .90 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32 5 x Page249 Of 269 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By Cost Summary 8./ 7/2.00.9 2.44pm 0 0 192 189 19 1.9 4 0 0 422 0 422 Cost Per. Frame Material= .115.5 90, Labor= 0 00 Total= .1155 90 0.9 -6983 09- 6.983. 0.9 -6.983 BASE PLATE BOLT SIZE BASE REACTIONS WELDS Customer Project Location Size STRUCTURAL CODE Design Basis WS Hot Rolled Steel AISCO.5 Cold Formed Steel NAUS01 BUILDING CODE Wind Code .IBC 06 Seismic Zone D Rigid Frame Design Code 8./ 6/200.9 4. 22pm MODULUS OF ELAST,ICIT.Y Hot Rolled Steel 23000 (.ksi Cold Formed Ste.el. 23500 (.ksi Transverse Stiffener Report 8/ 6/2009 4 22pm Base Plate Yield .50 00 (.k.i Concrete Bearing 0 88 (.k.i Bolt Shear Stress= .11 60 (ksi, Green .Creek Wood Products New Readrig with Eyebrow Port Angeles WA 26 3 x .172 5 x 32 5 x No Stiffeners Required Pag.e25.0 Of 269 Job No .0.9 -6983 Date 1 8/7/2009 Designed By KL Checked By Base Plate and Anchor Bolt Design 8/ 6/200.9 4 22pm Outside_ Flange_ To_ Base Inside_F.lange_To_Base Web_To._Bas.e Base. Shear(k/in Shear(k /in Shear(k/in Id Size Typ Calc Rn /sf .Size Typ Cal.c'Rn /s.f Size Typ .Cale Rn /sf onp 4'.4 •a.• ..440.; 09 -6983 09 -6 LOAD COMBINATIONS 0.9-6.9.83 Splice Yield 50 00 (ksi WELDS LOAD COMBINATIONS Stiffener Yield 50 0 (ksi. STIFFENER SIZE ST.IF.FENER DES.I.GN LOAD COMBINATIONS Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Size Port Angeles WA 26 3 x 172 5 x 32 5. x Page 251 Of 269 Job No 09 -69.83 Date 8/7/2009 Designed Byl KL Checked By Base Plate and Anchor Bolt Design 8/ 6/2009 4 22pm Bolted End -Plate Design 8/ 6/200.9 4 22pm Splice Member Web Splice(in)- Ten Load(k ,f -.k Bolts(A325 Id Typ Loc Depth Width Thick Loc Id Axl Shr Mom Row Diam Space Gage Out,side_Flange_To_Bep Inside_F.lange_To_Bep Web_To_Bep Splice Shear(k /in Shear(k/in Shear(k/in .I,d Side ,Size Typ Calc Rn /sf. Size Typ. Calc Rn /sf Size Typ Calc Rn /s,f Stiffener Report 8./ 6/200.9 4 22pm Stiffener Web(in) -Sti.ffener_Size.(in)- Location No. Depth Thick Width Thick Length Stiffener Tension(k Compres Max Location Load Calc Pn /sf Load Calc Pn /sf DC 09 -6983 09 -6983 MEMBERS Flange Brace Yield= 36.0 k.i Girt. /Purlin Yield= 55 0 ksi, Flange Brace Bolt 0 .5.00 (GR_5.) (1 Washer Surf No Web Brace Calc Brace_UC Conn Id Brace Loc Side. Part Depth Dist Force Comp Tens UC 2 0 FRAME Id =.1 Type BM Line Id= 1 2 Mem Segl F.lang,e IWeb_Depthl Plate_ Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt EndI Web 0 -flg I- f.1.glld Ld U.cvII.d Ld UcolId Ld Uci 1 .1 2.4 0 6. 5 11 5 11 5. 0 .2.30 0 3.8.0 0 .380 1 43 0 0.8 6 44 0 38 6 44 0 3.8 HOT ROLLED MEMBERS Surf Member. Member Id Id Part 2 .1 W12X2.6 LOAD COMBINATIONS 1 DL +CL +LL 2 DL +CL +LL 3 DL +CL +SL +Drift +Slide 4. .DL +CL +SL +Drift +Slide 5 DL 6 DL 7 DL +CL +0 75LL +0 75WL1 8 DL +CL +0 7.5LL +0 75WR1 9 DL +CL +0 7.5LL +0 75WL2 .10 DL +CL +0 75LL +0 75WR2 .11 DL +.CL +0 75SL +0 75.WL1 Page252 Of 269 Customer Green Creek Wood.Pr.oducts Job No 09 -6983 Project New Headrig with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 26 3 x 172. .5 x 32. 5 x Checked By Flange Brace Report 8/ 6/2009 4. 22pm Design Summary Report 8/ 6/2 4 22pm 09- 69 .12 DL +CL +0 75SL +0 75WR1 .13 DL +CL +0 75SL +0 75WL2 1.4 DL +.CL +0 75SL +0 75WR2 15 0 60DL +WL1 .16 0 60DL +WR1 .17 0 60DL +WL2 18 0 60DL +WR2 19 0 60DL +LW1 +LWINDI L2E 2.0 .0 60DL +LW1 +LWIND.1 R2E 4 21 0 60DL- LW1,+LWIND1L2E 22 0 60DL- LW1 +LWIND1 R2E 23 0 60DL +LW2 +LWIND2 L3E 24 .0 60DL +LW2 +LWIND2 R3E 25 .0 60DL- LW2 +LWIND2 L3E 26. .0 60DL- LW2 +LWIND2 R3E 27 1 11DL +1 11.CL +0 70SEIS 28 .1 11DL +1. 1.1.CL -0 70SEIS 29 .1.08DL +1 08CL +0 75LL +0 52SEIS 30 .1 08.DL +1. 08CL +0 7.5LL -0 52SEIS 31 1 08.DL +1 08CL +0 52SEIS 32 1. 08DL+1 08CL -0 52SEIS 3.3 0 4.9DL +0 70SEIS 34 0 4.9DL -0 70SEIS .35 1.11DL +1. 11CL +0 7OLSEIS 36. 1.11DL +1. 11CL -0 7OLSEIS 37 1 0.8.DL +1 08CL +0 75LL +0 52LSEIS 38 1 08DL +1. 08CL +0 75LL -0 52LSEIS 39 1.08.DL +1.08CL +0 75SL +0 52LSEIS 40 .1 08DL +1 08CL +0 75SL -0 52LSEIS 41. 0 49DL +0 7OLSEIS 42 0 49DL -0 7OLSEIS 43. DL +CL +F4CRANE 444- DL +CL +F4CRANE A2 45 DL +CL +F4CRANE_A3 46 1 .11DL +1 11CL +0 70SEIS 47 .1 11DL +.1. 11CL -0 70SEIS 48 1 08DL +.1 0.8CL +0 75LL +0 52SEI,S 49 1 08DL +.1 0.8CL +0 75LL -0 52SEIS 50 1. 08DL+1 08CL +0 52SEIS 5.1 .1.08DL +1 0.8CL -0 52SEIS 52 0 49DL +0 70SEIS .53 0 49DL -0 70SE.IS FRAME AREA Frame Area 24 44 Building Area= 720 00 Ratio= 0 0.3 WEIGHTS Customer Page 253 Of 2 Green Creek Wood Products Job No 1 09 -698 Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Date 8/7/2009 Designed By KL Checked By Design Summary Report 8 6/2009 4 22pm 0.9-6.98.3 Member 1 Weight (lb) 6.17 Customer Project Location Size REACTIONS (Sidewall Columns.) Design Summary Report Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 .3 x 172 5 x 32 5 x Total Weight (lb) Frame Members 617 Interior Col 0 Conn Plates 0 Base. Plates 0 Trans Stiff 0 617 Job No Date Designed Byl KL Checked By Page 254 Of 26 09 -6983 8 8/ 6/2009 4 22pm Load Left_Column Right_Col.umn Id Fx(k Fy(.k Fz(k M(f -k Fx(k Fy(k Fz(k M(f -k 1 0 00 0 .31 0 00 0 00 0 0.0 0 3.1 0 00 0 00 2 0 00 0 31 0 00 0 00 0 00 0 31 0 00 0 00 .3 0 00 0 .31 0 00 0 00 0 00 .0 3.1 0 00 0 00 4 0 00 0 31 0 00 0 00 0 00 0 31 0 00 0 00 5. 0 00 0 31 0 00 0 00 0 00 .0 31 0 00 0 00 6 0 00 0 31 0 00 0 00 .0 00 0 31. 0 00 .0 00 7 0 0.0 0 31 0 00 0 0.0 0 .00 0 31 0 00 0 00 8 0 00 0 31 0 00 0 00 0 00 0 31 0 00 0 00 9 0. 00 0 .31 0 00 0 00 0 00 0 .31 0 00 0 00 .10. 0 00 0. 31 0 00 0 .00 .0 00 0 .31 0 00 0 00 11 0 00 0 31 0 00 0 0.0 0 00 0 .3.1 0 0.0 0 00 .12. 0 00 0 31 0 0.0 0 00 0 00 0 31. 0 00 0 00 13 0 00 0 31 0 00 0 00 0. 00 0 31 0 00 0 00 .1.4 0 00 0 31 0 00 0 00 0 00 0 31. 0 00 0 00. .1.5 0 00 0 .19 0 00 0. 00 0 00 0 19 0 00 0 00 16 0 0.0. 0 19 0 00 0 00 0 00 0 19 0 00 0 00 17 0 00 0 19 0 00 0 00 0 .00 0 1.9 0 00 0 00 1.8 0 00 0 1.9 0 00 0 00 .0 00 0 .19 0 00 0 00 .1.9 0. 00 0 16 0 00 0 00 0 00 0 1.8 0 00 0 00 20. 0. 00 0 18 0 00 0 00 0 00 0 16 0 00 0 00 21 0 00. 0 16. 0 0.0 0 0.0 0 .00 0 18 0 00 0. 00 22 0. 00 0 .1.8 0 00 0 00 0 00 0 1.6 0 00 0 00 23 0 00 0 .17 0 00 0 00 0 00 0 1.8 0 00 0 00 24 0 00 0 18 0 00 0 00 0 00 0 17 0 00 0 00 25 0 00 0 17 0 00 0 00 0 00 0 1.8 0 00 0 00 26 0 00 0 18 0 00 0 00 0 00 0 17 0 00 0 00 27 -0 22. 0 34 0 00 0 00 -0 22 0 .34 0 00 0 00' 28 0 22 0 34 0 00 0 00 0 22 0 3.4 0 00 0 00 29 -0 1.7 0 33 0 00 0 00 -0 .17 0 3.3 0 00 0 00 30 0 17 0 33 0 00 0 00 0 1.7 0 33 0 00 0 00 31 -0..17 0 33 0 00 0. 00 -0 17 0 33 0 00 0 00 32 0 17 0 33 0 00 0 00 0 17 0 .33 0 00 0 00 09- 6.98.3 33. -0 22 0 .15 0 00 0 00 -0 22. 0 15 0 00 0 00 .3.4. 0 22 0 15 0 00 0 0.0 0 22 0 .15 0 .00 0 00 .35 0 00 0 34 0 00 0 00 .0 00 0 3.4 0 00 0 00 36 0 00 0 34 0 0.0 0 00 0 00 0 34 •0 00 0 00 37 0 00 0 33 0 0.0 0. 00 .0 00 .0 33 0 00 0 0.0 38 0 00 0 33 0 00 O. 00 0 00 0 33 0 00 0 00 39 0 00 0 33 0 00 0 00 0 00 0 33 0 00 0 00 40 0 00 0 33 0 00 0 0.0 0 00 0 .33 0 00 0 00 41 0 00 0 15 0 00 0 00 0 00 0 15 0. 00 0 00 42 0 00 0 .15 0 00 0 0.0 0 00 .0 .1.5 0 00 0 00 43 0 00 4. 68 0 00 0 .00 0 00 1 93 0 00 0 00 4.4. 0 0.0 2 43 0 00 0. 00 0 00 4 18 0 .00 0 00 45 0. 00 .3 56 0 00 0. 00 0 0.0 .3 .06 0 00 0 00 DEFLECTIONS (in) Lateral Defl Load Top Of Col Vert Defl Id Left .Right Midspan .1 0 00 0 00 -0 03 .2. 0 00 0 00 -0 03 3 0 00 0 00 -0 0.3 4. 0 00 0 00 -0 03 5 0 00 0 00 -0 03 6 0 00 0 00 -0 0.3 7 0 00 0 0.0 -0 03 8 0 00 0 00 -0 .03 9 0 00 0 00 -0 03 .1.0 0 00 0 00 -0 03 11 0 00 0. 00 -0 03 12 0 00 0 00 -0 0.3 13 0 00 0 O0 -0 03 14. 0 .00 0 00 -0 03 .15 0 00 0 0.0 -0 02 .16 0. 0.0 0 00 -0 02 .17 0 0.0 0 00 -0 02 18 0 00 0 00 -0 02 19 0 0.0 0 00 -0 .02 20 0 00 0 00 -0 02 21 0 00 0 00 -0 02 22 0 00 0 00 -0 02 23 0 00 0 00 -0 02 24 0 00 0 00 -0 02 25 0 00 0 00 -0 02 2.6 0 .00 0 00 -0 02 27 0 00 0 00 -0 04 28 0 00 0 00 -0 04 29 0 00 0 00 -0 04 30 0 ..00 0 00 -0 04 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location) Port Angeles WA Size 26 3 x 172 .5 x 32 5 x Job No 0.9 6983 Date 8/7/200.9 Designed By KL Checked By Design Summary Report 8/ 6/2009 4 22pm Page 255 Of 2.69 0.9 -6983 31 0 00 0 00 -0 04 32 0 00 0 00 -0 .04 33. 0 00 0 00 -0 02 34 0 00 0 00 -0 02 35 0 00 0 00 -0 04 36 0 00 0 00 -0 04 3.7 0 00 0 00 -0 04 3.8 0 00 0 00 -0 04 .39 0 00 0 00 -0 04 40 0 00 0. 00 -0 04 41 0 00 0 00 -0 02 42. 0 00 0 00 -0 02 43 0 00 0 00 -0 40 44 0 00 0 00 -0 4.8 45 0 00 0 00 -0 44 DEFLECTIONS RATIO Lateral Defl Load Top Of Col. Vert, Defl Id Left Right Midspan .1 .999.99 .99999 8.872 2 999.99 9.9.99.9 8872 3 9.999,9 9999.9 8872 4 .9.99,99 9.9999 8872, 5 9.999.9 .9999.9 887.3 6 9.9.99.9 .99.999 8873 7 99999 99999 8874. 8 9999.9 99999 8874, 9 999.9.9 .9.9999 8872 1.0 .9.9999 .9.99.99 887.2 11. 999.9.9 .9.999.9 8874 .12. .999.9.9 99.9.9.9 8874. 1.3 9.9.9.99 99999 8872 1.4 99999 _99999 .8872. .15 999.99 .9.99.9.9 14.7 96 .16 .9.999.9 .9.99.9.9 .14794. 17 999.9.9 99999 1.4789 18 99.99.9 9.999.9 1.4737 .19 .9999.9 .9.9.9 9.9 1551.9 20 999.99 .9.99.99 .15,519 21 99.999 .9.99.99 1551.9 22 .99.99.9 9.99.99 .155.1.9 23. 99999 .99.99.9 15075 24. 999.99 .999.9.9 .15075 25 99999 .9.9999 15075 26 99999 9.9999 1507.5 27 8999.9 9999.9 7.993 28 999.9.9 .99,999 7.993 Page 25.6 Of 269 Customer Green Creek Wood Products Job No .09 -6983 Project New Headri.g with Eyebrow Date 8/7/2009 Location Port Angeles WA Designed By KL Size 26 3 x 172 .5 x 32. 5 x Checked By Design Summary Report 8/ 6/200.9 4 22prri 09 -6983 0.9-69.83. LOAD COMBINATIONS 0.9 -6.983 VERT.I.CAL CLEARANCE Lef.t_.Col Right_Side Midspan HORIZONTAL CLEARANCE Customer 29 9.99.99 .99999 82.15 30 .999.99 99.999 .82.15 3.1 .99999 99999 8215 32 .9.9999 999.9.9 82.15 33 .9.9999 9.9.9.99 18.108 34 .999.99 9.9.999 18.108 .3.5 9.9999 9.9.99.9 7993 .3.6 .999.99 99999 7993 37 999.99 9.99.9.9 82.15 .38 .9999.9 99.999 8215 .39 99999 99.9.9.9 82.15 40 9.9.99.9 .99.999 8215 4.1 .999.9.9 99.999 18108 42 9.9.9.9.9 9.9999 .1.8108 43 9.9.999 99.9.9.9 7.15 44 9999.9 .99.9.9.9 601 45 9.9.999 99.9.99 653 Green Creek Wood .Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32.5 x Design Summary Report 8/ 6/2009 4 22pm MAX DEFLECTION Type. Deflect Span/Deflect. Limit Live Vertical 0 00 400.00 600 Total Vertical -0 48 6.01 590 Horizontal Drift 0 00 9.9999 60 Flange Hole Check 8./ 6/2009 4 22pm Rigid Frame Clearances 8/ 6/2009 4 22pm Location Span X_Coord Y_Coord 3.37 91 .337 91 337 .91 288 00 337 9.1 Location Span X Coordl X_Coord2 Page 257 Of 269 Job No 09 -6983 Date 8/7/200.9 Designed Byl KL Checked By 0. MM Y Yi .moo 44 &MA AW 09 -6983 Left Col Right Side 09 -6 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles. WA Size 26 3 x 172 .5 x 32. 5 x Page258 Of 269 Job No 09 6983 Date 8./7,/2009 Designed By KL Checked By Rigid Frame Clearances 8./ 6/2009 4 22pm No Warnings 288 00 2 00 Rigid Frame Design Warnings 8/ 6/2009 4 22pm it a ti 0.9 -698.3 STRUCTURAL CODE Design Basis. WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE Wind Code .IBC 06 Seismic Zone D MODULUS OF ELASTI.CIT Hot Rolled Steel 2900.0 (ksi Cold Formed Steel 29500 (ksi 09-6983 09- 69.8.3 Base Plate Yield 50 00 (ksi Concrete. Bearing 0 88 (ksi Bolt Shear Stress= 11. 6.0 (ksi BASE PLATE BOLT SIZE BASE REACTIONS. WELDS Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x 172 5 x 32. 5 x No Stiffeners Required Page259 Of 269 Job No 09- 6.98,3 bate 8/7/2009 Designed By KL Checked By Rigid Frame Design Code 81 6/2009 1 56pm Transverse Stiffener Report. 8/ 6/2009 1 .56pm Base Plate and Anchor Bolt Design 8/ 6/2.009 1. 56pm Outside_Flange_To_Base Inside Flange To Bas Web_To Base Shear(k /in Shear(k /in Shear(k /in I Size Typ Cal Rn /sf Size Typ Cal Rn /s Size Typ Calc Rn /sf 0 -6 LOAD COMBINATIONS 09 -6983 Customer Project Location Size Splice Yield 50 00 (ksi WELDS LOAD COMBINATIONS 0.9 -6983 Stiffener Yield 50 0 (ksi STIFFENER SIZE Stiffener Web(in) -Stiffener_Size(in)- Location No Depth Thick Width Thick Length STIFFENER DESIGN LOAD COMBINATIONS Page260 Of 26 Green Creek Wood Products Job No 09 -6983 New Headrig with Eyebrow Date .8/7/2009 Port Angeles WA Designed By KL 26 3 A 172 5 x 32 .5, x Checked By Base Plate and Anchor. Bolt Design 8/ 6/200.9 1 56pm Bolted -End -Plate Design 8/ 6/200.9 1 56pm Splice Member Web Spli.ce(in)- Ten Load(k ,f -k ,Bolts.(A325 Id .Typ Loc Depth Width Thick Lo.c Id Axl Shr Mom Row. Diam Space Gage Outsi.de_Flange_To_Bep Inside_ Flange_To._Bep W.eb_To_Bep Splice Shear(k /:in Shear(k /in Shear(k /in Id Side Size Typ CaIc Rn /sf Size .Typ Calc Rn /sf Size Typ Calc Rn /sf Stiffener Report 8./ 6/200.9 1 56pm Stiffener Tension(k Comp.res.sion(k Max Location Load Calc Pn /sf Load Calc Pn /sf UC 0.9- 6.98.3 Flange Brace Yield= 36. 0 ksi Girt /Purlin .Yield= 55 0 ksi Flange Brace Bolt 0 .500 (GR 5 (1 Washer Surf No Web Brace Calc Brace._UC Conn Id Brace Lo.c Side Part Depth Dist Force Comp Tens UC 2 1 1 .1 L2X2X1 /8 16 8.5 21 20 0 78 0 1.9 0 35 0 19 09- 69.8.3 FRAME Id 1 Type BM Line .Id= .1. 2 MEMBERS Mem S.e.g.l Flange (.Web DepthI Plate_ Thickness I Max_.UCV I Max_UCO I Max_UC.I Id Id I Len WidI.Strt End' Web .0 -flg I- flglId Ld UcvlId Ld Ucolld Ld Uci 1 .1 36 0 6 0 16 .9 16 .9 0 300 0 42.5 0 425 1 3 0 05 5 .3 1 00 5 .15 0 61 HOT ROLLED MEMBERS Surf. Member. Member Id Id .Part 2 .1 W18X35 LOAD COMBINATIONS 1 DL +CL +LL .2 DL +CL +LL 3 DL +CL +SL +Drif.t +Slide 4 DL +CL +SL +Dr,if.t +Sli.de K 5 DL 6 DL 7 DL +CL +0 75LL +0 75WL1 8 DL +CL +0 75LL +0 7.5WR1 9 DL +CL +0 75LL +0 75WL2 10 DL +CL +0 75LL +0 75WR2 1.1 DL +CL +0 75SL +0 75WL1 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x .172 5 x 32 5 x Page 261 Of 2.69 Job No 09 -6983 Date 8/7/2009 Designed By KL Checked By Flange Brace Report 8/ 6/2 1 56pm Design Summary Report 8/ 6/2009 1 56pm 0844p 09 -6 1.2 DL +CL +0 75SL +0 7,5.WR1 .13 DL +CL +0 75SL +0 75WL2 .14 DL +CL +0 75SL +0. 75WR2 15 .0 6.0DL +WL1 16 0 60DL +WR1 17 0 60DL +WL2 18 0 60DL +WR2 19 0 60DL +LWI +LWIND.1 L2E 20 0 60DL +LW.I ±LWIND1 R2E 21 0 60DL- LW1 +LW.IND.1 L2E 22 0 60.DL- LW1 +LWIND1 R2E 23 0 60DL +LW2 +LWIND2 L3E: 24 0 6.0.DL +LW2 +LWIND2 R3E: 25 0 60.DL- LW2 +,LWIND2 L3E 2.6 0 600L- LW2 +LW.IND2 R3E 27 1 1.1DL +1 .11CL +0 70SEIS 2.8 .1 11DL +1 11CL -0 70SEIS 29 .1.0.8DL +.1 08CL +0 75LL +0 52SEIS 30 1. 08DL +.1. 08CL +0 75LL 0' 52SEIS .31. .1.08DL +1 08CL +0 52SEIS 32 1 08DL +.1 08CL -0 52SEIS 33 0 4.9DL +0 70SEIS 34 0 49.DL -0 70SEIS .35 1 11DL +1..11CL +0. 7OLSEIS 36 .1.11.DL +.1 1.1CL -0 7OLSEIS 37 1 08DL +1 08CL +0 75LL +0 52.LSE.IS 38 1 08DL +1. 08CL +0 75LL 0 52LSE.IS 39 .1.08DL +1 0.8CL +0 75SL +.0 52LS.EIS 40 1.08DL +.1 08CL +0 75SL -.0 52LSEIS 41. 0 49DL +0 7OLSEIS 42 0 49DL -0 7OLSEIS 4.3 .1.1.1DL +1 .11.CL +0 70SEIS 44 1.11DL +.1 11CL -0 70SEIS 45 1 08DL +1 08CL +0 75LL +0 52SEIS 4.6 1 08DL +.1 0.8CL +0 75LL 0 52SEIS 4.7 1 08DL +1 08CL +0 .52SEIS 4.8 1 08DL +.1 08CL -0 52SEIS 49 0 49DL +0 70SEIS 50. 0 49DL -0 70.SEIS FRAME AREA Frame Area 5.3 .10 Building Ar.ea= 1.080 .00 Ratio= 0 05 WEIGHTS Member. 1 Weight (1b) .1242 Customer Green Creek Wood Products Project New Headrig with Eyebrow .Location) Port Angeles. WA Size 26 3 x 172 .5 x 32. 5 x Job No Date Designed Byl KL Checked By Page 2 62 Of 269 0.9 -6983 8/7/20.09 Design Summary Report 8/ 6./2.00.9 1 56pm 09-6983 REACTIONS. (Sidewal,l .Columns) Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles. WA Size 26 3 x 172 .5 x 32 5 x Pag.e263 Of 269 Job No 0.9 -6983 Date 8./7/20.09 Designed By KL Checked By Design Summary Report 8.1 6/2009 1 56pm Total Weight. (lb) Frame Members .1242 Interior .Col 0 Conn Plates 0 Base Plates 0 Trans Stiff 0 1242 Load Lef.t_Column Right_Column Id Fx(k Fy(k Fz.(,k M(.f -k Fx(k Fy(k F.z(k M(.f -k 2 0 0.0 4 52 0 00 0 00 0 .00 4 52 0 0.0 0 00 2 0 00 4 52 0 00 0 00 0 00 4. 5.2 0 00 0 00 3 0 00 5 12 0 00 0 00 0 00 .5 12 0 00 0 00 .4 0 .00 5 .12. 0 00 0 00 0 00 5 12 0. 00 0 00 .5 0 00 1. 12 0 00 0 00 0 00 1 12, 0 00 0 00 6 0 00. .1 12 0 00 0 00 0 00 .1..12 0 00 0 00 7 0 00 .1 2.0 0. 00 0 0.0 0. 0.0 1 2.0 0 00 0 00 .8 0 00 .1. 72 0 00 0 00 0 00 1 72 0 00 0 00 9 0 00 3 .86 0 00 0 00 0 00 3. 86 0 00 0 00 1.0 0 00 3 86 0 00 0 00 0 00 3. 86 0 00 0 00 11. 0 00 1. 6.5 0 00 0 00 0 00 1. 65 0 00 0 00 .12. 0 00 2. 1.7 0 00 0 00 0 00 2 1.7 0 00 0 00 13 0 00 4 3.1 .0 .00 0. 00 .0 00 4 31 0 00 0 00 1.4 0 00 4 31 0 00 0 00 0 00 4. 31 0. 00 0 00 15 0. 00 -2 88 0 00 .0 00 0. 00 -2 88 0 00 0 00 .16 0 0.0 -2 18 0 00 0. 00 0 00 -2..18 0 00 0 00 17 0 00 0 67 0 00 0 0.0 0 00 0 67 0 00 0 00 18 0 00 0 6.7 0 00 0 00 0 00 0 67 0 00 0 00 19 0 00 0 66 0 00 0 00 0.00 0 67 0 00 0 00 20 0 00 0 67 0. 00 0 00 0 00 0 66 0 0.0 0 00 21 0 0.0 0 66. 0 00 0 0.0 0 00 0 67 0 00 0. 00 22 0 00 0 67 0 00 0 00 0 00 0 6.6 0 00 0 00 23 0 00 0. 67 0 00 0 00 0 00 0 67 0 00 0 00 2.4 0 00 0 67 0 00 0 0.0 0. 00 0 6.7 0 00 0 00 25 0 00 0 67 0 00 0 00 0. 00 0 67 0 00 0 00 26 0 00 0 67 0 00 0. 00 0 0.0 0 67 0 00 .0 00 27 -0 20 2 08 0 00 0 00 -0 20 2. 0.8 0. 00 0 00 28 0 2.0 2 08 0 00 0 0.0 0 20 2 08 0 00 0 00 29 -0 15 4 01 0 00 0 00 -0 15 4 01 0 00 0 00 30 0 15 4 01 0 00 0 00 0 15 4 01 0 00 0 00 31 -0 15 2 02 0 00 0 00 -0 15 2 02 0 00 0 00 32. 0 15 2 02 0 00 0 00 0 15 2 02 0 00 0 00 33 -0 20 0 55 0 00 0 0.0 -0 2.0 0 55 0 00 0 00 34 0 20 0 55 0 00 0. 00 0 20 0 55 0 00 0 00 3.5 0 00 2 08 0 00 0 00 0 00 2. 08 0 00 0 00 a :.4. eewvie�r:S 09- 6.9.83 DEFLECTIONS (in) Load Id 36 0. 00 2 08 0 00 0 00 .37 0 00 4 01 0 00 0 00 3.8 0 00 4. 01 0 00 0 0.0 39 0 00 4 46 0 00 0 0.0 40 0 00 4. 46 0 00 0 00. 41 0 00 0 55 0 00 0 00 42. 0 00 0 .55 0 00 0 00 Lateral .Defl .8 Top Of Col Left Right 1 0 00 0 00. 2 0 00 0 00 3 0 00 0 00 4 0 00 0 00 5 0 00 0 00 6 0 00 0 00 7 0 00 0 00 8 0 00 0 00 9 0 00 0 00 .10 0 00 0 00 1.1 0 00 0 00 12 0 00 0 00 13 0 00 0 00 14 0 00 0 00 .1.5 0 00 0 00 16 0 00 0 00 17 0. 00 0 00 .18 0 00 0 00 .19 0 00 0 00 20 0 00 0 00 21 0 00 0 .00 2.2 0 00 0 00 23 0 00 0.00 24. 0 00 0 00 25 0 0.0 0 00 26 0 00 0 00 27 0 00 0. 00 28 0 00 0 00 29 0 00 0 00 .30 0 00 0 00 31 0 00 0 0.0 32 0 00 0 00 .33 0 00 0 00 34. 0 00 0 00 3.5 0 00 0 00 .3.6 0 00 0 00 Customer Project Location) Size Design Summary Report Vert Defl Midspan o 0 1 1 0 0 -0 o 0 -o o o 0 0 0 0 -0 0 0 o 0 -o o o -0 0 0 0 o -o o -0 0 o o o 97 97 11 1.1 20 20 4.0 4.8 82 .82 .50 59 93 .93 44 33 12 12 12 12 12 12 12 12 12 12 41 41 85 8.5 40 40 .10 .1.0 41 4.1 Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26 3 x .172 5 x .32, 5 x Page264 Of 269 Job No 09 -6983 Date 1 8/7/20 Designed By KL Checked By 8/ 6/2009 1. 56pm 0 00 2 08 0 00 0 00 0 CO 4 01 0 00 0 00 0 CO 4. 0.1 0 00 0 00 0 00 4 4.6 0 00 0 00 0 00 4 46 0 00 0 00 0 00 0 55 0 00 0 00 0 00 0 .55 0 00 0 00 G9-6983 4 DEFLECTIONS RATIO 37 0 00 0 00 85 38 0 00 0 00 -0 8 3 0 00 0 00 -0 96 40 0 00 0 00 -0 96 41 0 00 0. 00 -0 10 42 0 00 0. 00 -0 10 Lateral De Load Top Of Col Vert Defl Id Left Right Midspan 1. .999.9.9 9.99.99 443 2 99.9.9.9 9.99.99 443 3 .999.99 999.99 .389 4. 999.99 99999 3.89 5 .9.9999 99999 2.14,1 6 .9999.9 99999 2141 7 .99999 99999 1079 8 99999 99999 893 9 .9999.9 99999 524 1.0 9999:9 9.99.9.9 524. 11 9.99.99 .999.99 859 12. 99.99,9 99.9.99 737 .1.3 .99.999 .9.9999 466 .14 .9.9999 99.999 4.66 15 999.99 .99.99.9 974 16. 9,99.99 .9.9.99.9 1300 1.7 9999.9 9999.9 3569 .1.8 .9.9999 99999 3568 .1.9 .9.9999 .99999 35-79 2.0 99999 99999 3579 21 99999 9.9999 3579 22 99,99.9 99999 3579 2.3 9999.9 99999 3574 2.4 999.99 .99999 3574 2.5 99999 99999 .3574 26 .99999 9999.9 3574 27 99999 9.9999 1045 28 9.9999 99999 1045 29 9999.9 9,99.99 506 30 .99999 99999 506 31 99999 99999 1075 32 .99999 99999 1075 33 9999.9 999.99 43.70 3.4 99.999 9999.9 4370 35 9.9999 9999.9 1045 .36 99999 999.9.9 1.045 .37 99999 99999 506 Customer Green Creek Wood Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Job No Date Designed By KL Checked Byl Page265 Of 269 09 -6983 8/7/2009 Design Summary Report 8/ 6/2.009 1 56pm 09 -6983 38. .9.9999 .99999 506 3.9 999.9.9 9.9.999 452 40 .9999.9 9999.9 452 41 .9.9999 9.999.9 4.370 42 999.99 99.999 4370 EN.DWALL VERTICAL .DEFLEC.T.ION 09- 69.83. LOAD COMBINATIONS 09 -69 VERTICAL CLEARANCE Location Lef.t_Co.l Right_Side Midspan HORIZONTAL CLEARANCE Customer Left Col Right_Side Page 2.66 Of 269 Green Creek Wood Products Job No 09 -6983 Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32 5 x Design Summary Report 8/ 6/2009 1 56pm MAX DEFLECTION. Type Deflect Span /Deflect Limit Live Vertical -0 (D0 718 240 Horizontal Drift 0 00 9.9.9.99 60 Column Vertical_Up Vertical_Down Location Load Deflect Load Deflect .18 0.0 57 0 44. 4.5 1 1.1 .1.8 00 57 0 44 45. .1. 11 Flange Hole Check 8/ 6/2.009 1 56pm Rigid Frame Clearances Span X C Y Coor 332 43 332.43 332 43 432 00 332. 43 Location Span X Co X Coord2 432 00 432. 00 Date 8/7/20.09 Designed By KL Checked By 8./ 6/2009 1 56p w 0.9 -69.83 Customer Green Creek Wood, Products Project New Headrig with Eyebrow Location Port Angeles WA Size 2.6 .3 x 172 5 x 32. 5 x Rigid Frame Design Warnings 8./ 6/2.009 1 56pm No Warnings Job No Date Designed By Checked By Page 267 Of 269 09 -6983 .8/7/2009 KL 09- 6.98.3 ROOF DESIGN CONTROL COMPONENT No. Warnings LEFT ENDWALL No Warnings FRONT SIDEWALL No Warnings RIGHT ENDWALL WALL PANEL No Warnings BACK S.IDEWALL No Warnings No Warnings PART.ITI.ON WALL SOLDIER DESIGN No Warnings Customer Green Creek Wood. Products Project New Headrig with Eyebrow Location Port Angeles WA Size 26 3 x 172 5 x 32.5 x Design Warning Summary 8./ 7/2009 2. 44pm Page268 Of 26.9 Job No .09 -6983 Date 8/7/2009 Designed -By KL Checked By No Warnings CRANE DESIGN No Warnings RIGID FRAME #1 No Warnings RIGID FRAME #2 No Warnings RIGID FRAME #3 No Warnings RIGID FRAME #4 No Warnings RIGID FRAME #.5 No Warnings Customer Project Location Size Green Creek Wood Products New Headrig with Eyebrow Port Angeles WA 26.3 x 172 5 x 32 5 x Page269 Of 269 Job No 09-6983 Date 8/7/2009 Designed By KL Checked By roN;• [EXPIRES 7/6/ 1/