Loading...
HomeMy WebLinkAbout1321 Bent Cedars Way Technical - BuildingTECHNICAL Permit B IZ Address 131 ese,vv\ Ce-Adars Project description S-; a6 Fu'vr I--lo y e Date the permit was finaled 01— r Number of technical pages DESIGN OF POST FRAME BUILDING GARAGE /SHOP MARK BUCHMANN BENT CEDARS WAY PORT ANGELES, WA 98362 September 2009 TP# 063014 319150 0c- 0 c i v 9 by- 4 SEASONS ENGINEERING, INC 619 SOUTH CHASE STREET PORT ANGELES, WA 98362 MARK BUCHMANN BENT CEDARS WAY PORT ANGELES, WA 98362 DESIGN CRITERIA DESIGN STRESSES SITE ELEVATION LESS THAN 625 FT DOUGLAS -FIR #2 2X 4X FB 900 PSI SNOW LOAD 25 PSF F 1350 PSI FT= 575 PSI WIND SPEED 85 MPH F 180 PSI E 1.6 (10) PSI 3 SEC GUST, V3S 100 MPH HEM -FIR POSTS P T STR SEL EXPOSURE C FB 1200 PSI F 975 PSI SEISMIC ZONE D1 F 140 PSI E 1.3 (10) PSI SOIL BEARING 1500 PSF HEM -FIR POSTS #2 P T FB 575 PSI F 575 PSI F 140 PSI E =1 1 (10) PSI REFERENCES 1 INTERNATIONAL BUILDING CODE 2006 2. INTERNATIONAL RESIDENTIAL CODE 2006 3. TIMBER CONSTRUCTION MANUAL 3RD ED by AITC 4. CONNECTORS FOR WOOD CONSTRUCTION by SIMPSON STRONG -TIE 5. NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 EDITION 6. RISA -2D RAPID INTERACTIVE STRUCTURAL ANALYSIS 2- DIMENSIONAL VERSION 7.0, 2007 7 MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES ASCE7 -05 General Notes 1 Engineering for this structure conforms to the minimum standards of the International Building Code 2006, or better 2. Roof snow load 25 PSF 3. Maximum soil bearing capacity 1500 PSF 4. Seismic Zone D1 5. Wind, VFM 85 MPH, 3 second gust, V38 100 MPH Exposure 'C' 6. Contractor shall provide temporary bracing and shoring for the structure and structural components until all final connections have, been completed in accordance with the plans. 7 Contractor shall be responsible for all the required safety precautions and methods, techniques, sequences or procedures required to perform his work. 8. Contractor Initiated changes shall be submitted in writing to the structural engineer for approval prior to fabrication or construction. 9. Written dimensions shall take precedence over scaled dimensions on the drawing. 10. Contractor shall verify all notes, dimensions and conditions prior to start of construction and be responsible for the same. 11 Drawings indicate general and typical details of construction, where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used. Wood Framing Notes 1 Minimum nailing requirements: Unless otherwise noted, minimum nailing shall be in accordance with Table 2304.9.1 of the International Building Code 2006. 2. Notations on drawing relating to framing clips, joist hangers and other connecting devices refer to catalog numbers of connectors manufactured by the Simpson Strong -Tie Company San Leandro, CA. Equivalent devices by other manufacturers may be substituted, provided they have ICBO approval for equal load capacities. 3. All wood framing details not shown otherwise shall be constructed within or better than the standards of the I.B.C. 2006. 4. All structural framing lumber to be Douglas Fir No. 2 Grade kiln dried, or Hem Fir No. 2. Do not Substitute Hem Fir for Douglas Fir if specified on drawing. 5. All 2x framing lumber exposed to weather and /or moisture shall be Hem -Fir No.2, pressure treated in accordance with the American Wood Preservers Association standard for above ground use. 6. All 4x and 6x structural lumber exposed to weather and /or in ground contact shall be Hem -Fir pressure treated in accordance with the American Wood Preservers Association standard for ground contact use. 7 Framing connectors, nails, bolts, and other fasteners in contact with pressure treated wood shall have the following finishes: Wood Treatment CCA -C and DOT Sodium Borate (SBX) ACQ -C, ACQ -D, CBA -A, CA -B, Other Borate (Non -DOT) Steel Ammoniacal Copper Zinc Arsenate (ACZE) and other pressure treated woods. I Finish I Galvanized, 0.60 oz/ft2 Post Hot -Dip Galvanized, ZMAX galvanized, 1.85 oz/ft2 or SST300- Stainless Steel I SST300- Stainless Steel 8. When using Stainless Steel or hot -dip galvanized connectors, the connectors and fasteners should be made of the same material. Stainless Steel fasteners shall not be use in applications where contact with Galvanized and Post Hot -Dip Galvanized metals will occur 9. Individual members of built -up posts and beams shall each be attached with 16d spikes at 12' o.c. staggered. General Concrete Notes (The Following apply unless shown on the plans) 1 All materials and workmanship shall conform to the requirements of the drawings, specifications, and the International Building Code, 2006. 2. Concrete shall attain a 28 day strength of Fc= 2500 psi. 3. Reinforcing steel shall conform to ASTM A615 -76A, Grade 40, fy= 40,000 psi. 4. Footings shall bear on solid unyielding earth. 3 MARK BUCHMANN BENT CEDARS WAY PORT ANGELES, WA 98362 2006 IBC WIND ANALYSIS ASCE 7 -05 METHOD 2 BUILDING DESCRIPTION 32: FIRST FLOOR I C.) 1 1�G: 14 0 SECOND FLOOR THIRD FLOOR '/z ROOF HEIGHT AVERAGE HEIGHT OF BUILDING WIND EXPOSURE I C- 100 MPH WIND SPEED ROOF PITCH Kd =10.85 Kzt= 11.0`, I qz Windward wall I 16.09 Leeward wall I 16.47 Windward roof 16.47 Leeward roof 16.47 Windward Leeward Wall 16.47 Windward Leeward Roof I 16.47 4 Windward wall ',12 Leeward wall 12 Windward roof I 12 Leeward roof 12 Windward Leeward Wall 12 Windward Leeward Roof 12 Snowload I '25 Deadload Components /Roof Components /Overhang Truss Uplift I Length I Spacing 321. 12 16.7 12 18.43 I =0.87 G= 0.85 Cp G*Cp 0.8 0.68 0.5 0.43 0 0.00 0,57 0 48 1 11 0.57 0.48 I G *Cp 11 0.8 16.47 13.18 21 1.2 16.47 19 76 3i 2 16.47 32.94 21 2.2 16.47 36.23 31 2.51 16.47 41 18 Load 3036 2008 IBC SEISMIC ANALYSIS SIMPLIFIED BASE SHEAR 501 S1 I 0.40 1.00 1.00 SITE CLASS D Fv 1.50 Fa 1.00 Sm1 0.60 Sms 1.00 Sd 1 0.40 Kh= I0.870 Sds 0.67 Kz= 10.850. SEISMIC USE GROUP 1 SEISMIC DESIGN CATEGORY D Horizontal pressure RESPONSE MODIFICATION FACTOR 1 1/2 10.94 SEISMIC BASE SHEAR COEFFICIENT= 0.533 7.00 0.00 7.98 UB 1 1.6 18.20 h /LI 0.3 7.98 a 3.2 z 131.3 84.0 0.0 95.8 218.4 95.8 284.6 30.0 256 DL +SL 2. DL +W 3. DL+ 75SL+ 75W 4. DL+ 7E 5. DL+ 75(.7E)+ 75S TRUCK.BUCHMANN.POST FRAME.ASCE7 -5 09.xls MARK BUCHMANN BENT CEDARS WAY PORT ANGELES, WA 98362 Girt Design Windward wall pressure 14 04 psf L =12'ft M w1 /8 14 04(5)(12) 1265 ftlbs Smin 1265(12)/900(1 6) 10.54 S 2.063(2) 7 563 11 69 in 10.54 OK USE 2X6 GIRTS 30" OC 2X6 STIFFENERS 60" OC Truss Connection CMST14 MAX LOAD 12,980# CS 14 MAX LOAD 4980# P 3136# 10d NAIL 105(1 6) 168 #/NAIL nails are for uplift V2" dia bolts 451(1 6) 722/bolt, bolts are for wind uplift Use (2) '/2" dia bolts thru and (20) 10d nails thru l4ga steel strap (CS 14) 5 Lc 0,4 2x6 purlins -Roof Beam 4 Seasons Engineering Inc. Project: VARIES Job: ANGELES CUSTOM BUILDING Client: ANGELES CUSTOM BUILDING Input Data Left Cantilever None Check for repetitive use? Yes Dead Load: 2.5 psf Allow LL Deflection: U240 Eb. 1600000 psi Design Checks Max. Value Allowable 'Yo of Allow Location Reactions and Bearing Program Version 8.2 12/17/2004 tidOhltheltIA Main Span: 12' Tributary Width: 1'8' Live Load: 0 psf Allow TL Deflection: U180 F 180 psi 275 1309.09 1406.34 1547.32 20 it 85 b 0' 6' 0' 1.5 275 12' 1.5 275 46.614 207 23 V 5 -1/2' Self- weight of member is not included. Member has an actuaVallowable ratio in span 1 of 97 11 t t Design is governed by live load deflection. Governing load combination is Dead +Snow Condition 1 w /Pattern Loads. Maximum hanger forces: 275 lb (Left) and 275 lb (Right). Page 1 09 09/02/09 Designed by Donna Petersen P E. Checked by Right Cantilever None Slope: 0:12 Snow Load: 25 psf DOL. 1 150 Fb. 900 psi 0.5842 0.6 97 1e 6' Sf 0.6426 0.8 80 It 6' 4 Seasons Engineering Inc. Project: VARIES Job' ANGELES CUSTOM BUILDING Client: ANGELES CUSTOM BUILDING Input Data Left Cantilever' None Check for repetitive use? Yes Dead Load: 2.5 psf Allow LL Deflection: L/240 Eb. 1600000 psi Design Checks Max. Value Allowable of Allow Location Reactions and Bearing 1 10 °ft ,l;`arcati n 0' 14' 2x6 purlins -Roof Beam 192.5 1406.34 14 0' Program Version 8.2 12/17/2004 Main Span: 14' Tributary Width: 1 Live Load: 0 psf Allow TL Deflection: L/180 F 180 psi 1.5 1.5 tl� Psi.. 1069.09 1547.32 69 It 7' 192.5 192.5 32.965 207 16 le 5 -1/2' Self- weight of member is not included. Member has an actual/allowable ratio in span 1 of 92 Ir Design is governed by live load deflection. Governing load combination is Dead +Snow Condition 1 w /Pattern Loads. Maximum hanger forces: 192.5 lb (Left) and 192.5 lb (Right). Page 1 09'09'19 09/02/09 Designed by Donna Petersen P E. Checked by Right Cantilever' None Slope: 0:12 Snow Load: 25 psf DOL. 1 150 Fb. 900 psi ktt 0.6494 0.7 92 le 7' 0.7143 0.9333 76 le 7' 4 Seasons Engineering Inc. Project: VARIES Job ANGELES CUSTOM BUILDING Client: ANGELES CUSTOM BUILDING Input Data 40. JAWIU:0,t' ilaithttigliktritganitkiikellSWASI Left Cantilever None Main Span: 106-1/2' Check for repetitive use? Yes Tributary Width: 7' Dead Load: 2.5 psf Live Load: 0 psf Allow. LL Deflection: U240 Allow TL Deflection: U180 Eb. 1600000 psi F. 180 psi User Defined Loads PoactiC#se Dead Design Checks Max. Value Allowable of Allow Location Reactions and Bearing :OpP90 401410.0# 42> q::: Itt o 10'6-1/2' Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 93 11 Design is governed by combined stress NDS 3.9-2. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 918.098 lb (Left) and 0 lb (Right). Program Version 8.2 12/17/2004 L 1 VatA. RAFTERS 10' SPAN-Roof Beam 2477.05 2812.69 88 tie 106-1/2' H 41040 Uniform 0' or) r 1028.27 1104.9 93 it 106-1/2' 1.5 918.098 1.5 2477 05 C. '1) z ,e; 63.74 207 31 V9-1/4' 18' Page 1 0913 09/02/09 Designed by Donna Petersen P E. Checked by Right Cantilever 6'3-29/32' Slope: 4:12 Snow Load: 25 psf DOL. 1 150 Fb. 900 psi if4 -0.554 0.6325 87 16'10-3/8' In -0.6018 0.8433 71 1 16'10-3/8' RAFTERS 10' SPAN- 4 Seasons Engineering Inc. Project: VARIES Job ANGELES CUSTOM BUILDING Client: ANGELES CUSTOM BUILDING Input Data Left Cantilever None Check for repetitive use? Yes Dead Load: 2.5 psf Allow LL Deflection: L/240 Eb. 1600000 psi User Defined Loads AlateSs, Dead Design Checks a, 11'A Max. Value Allowable of Allow Location Reactions and Bearing toqapivlow Program Version 8.2 12/17/2004 7 a9ilifilltitta r ec Uniform 2141 47 2812.69 76 be 106-1/2' Iirtiltea Aft'!" Main Span: 106-1/2" Tributary Width: 6' Live Load: 0 psf Allow TL Deflection: U180 F. 180 psi t^ 1.5 106-1/2' 1.5 888.891 1104.9 80 V 106-1/2' 0' 4 kx' G 55.104 207 27 10 9'9-1/4' 791.512 2141 47 Self-weight of member is not included. Member has an actual/allowable ratio in span 1 of 80 11 Design is governed by combined stress NDS 3.9-2. Governing load combination is Dead+Snow Condition 1 w/Pattern Loads. Maximum hanger forces: 791.512 lb (Left) and 0 lb (Right). 1.4 cP LV 3. Roof Beam Page 1 0915 35 09/02/09 Designed by Donna Petersen P E. Checked by ;174,, Right Cantilever 63-29/32' Slope: 4 12 Snow Load: 25 psf DOL. 1 150 Fb. 900 psi -0.4749 0.6325 75 1610-3/8' -0.5183 0.8433 61b 16'10-3/8' Solution: Envelope 4 Seasons Engineering Inc. Donna J Petersen BUCHMANN -09 g 1. fir 49 Pole Sept 2, 2009 at 9 AM END POLE.r2d 10 Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN 09 Member Primary Data I Label I Joint J Joint Rotate(d... ection /Sha.'e T oe Design List Material Design Rul... 1 1 M2 1 N3 I N1 I 6X6FS Beam 1 Rectana_ ular 1 POST6X6 #2 I Typical 1 Envelope Member Section Forces 1 2 3 4 5 6 7 8 10 Member M2 Envelope Wood Code Checks Member Shape I 1 1 M2 16X6FS I Sec 1 ma)L min max min max min_ max rain max min r C3 IQ. Pole F5 (p Ct Axialflbt Ir: Shearflbl Ic Momentflb -ftt Ic 2142 1 0 1 1 1 0 11 275 2 -512.407 1 2 °I 0 I. 2142 1 915.869 2 I 1738.012 17 275 2 0 1 I 0 1 1 2142 1 394.406 2 1 0 11 275 2 0 1 1100.863 2142 1 0 1 I 0 11 275 2 427.057 2 1680.201 1' :2.. 2142 1 0 1 I 0 11 275 2 648.521... 2.. I 0 11 Code Check Locfftl Ic Shear Locfft] Ic Fcjosi] Ft'[psi] Fb'[psi] Fv'[psi] Eqn .832 13.9721 2 I .349 14.1531 2 1241.9171 560 1 840 1 112 13.9 -3 I Sept 2 2009 12:33 �'M Checked By RISA -2D Version 7 0 0 6 [C \My Documents \MY FOLDERS \RISA PROJECTS \END POLE.r2d] Page 11 Solution: Envelope 4 Seasons Engineering Inc. Donna J Petersen BUCHMANN -09 Fr r Q "it) NI" 411' N 2 49 Pole 1 Cr a. tr) Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN 09 Member Primary Data Label I Joint J Joint Rotate(d... Section /Shane Tvoe Desian List Material Desian Rul... 1 1 1 M2 1 N3 1 N1 1 90 1 6X8FS I Beam I Rectanaular 1 POST6X6 #2 I Tvnical I Envelope Member Section Forces 1 3 1 5 6 7 9 1 10 I. Member M2 Envelope Wood Code Checks Member Shane I 1 I M2 16X8FS I Sec Axialilbl Ic Shearllbl 1 I max I 4618.5 1 I 0 i :rriin I 577:5 2.; 1. 4364464. max I 4618.5 1 1 I 635.082 I .577:5. al. .0r.. ,1. I max I 4618.5 11 I 0 I, :577 2... 'I :6:721'. I ..I I max I 4618.5 11 I 0 I 577:5 I:. '2 .1; 648.525 I max I 4618.5 11 I 146.187 :I 577::5 ?0 Code Check .790 Pole Sept 2 2009 2:34 PM Checked By Ic Momentrlb -ftl Ic 1 1 0 11 I: I t 0............1.... 2 I 504.455 I 2 1 1 0 11 2:..., I'.. 1:171427 21 2 1 I 576 .147 I 2 2 1. 0 1. :1 2 1 0 11 0 I Loc[ft] Ic Shear Locrftj Ic Fc'[psi] Ftlosij Fbiosi] Fv'[psi] Eqn 117.3331 3 I .222 14 1 2 1168.181 560 1 840 1 112 13.9 -3 1 RISA -2D Version 7 0 0 6 [C \My Documents \MY FOLDERS \RISA PROJECTS \END POLE.r2d] Page 13 .Y 2 Solution: Envelope 4 Seasons Engineering Inc. Donna J Petersen BUCHMANN -09 Pole Bdg 32W 10H 12S, EXPC 40A Sept 2, 2009 at 2.57 PM POLEBDG 32W 12H 12S EXPC.r2d 1 4i- Envelope Member Section Forces Member II M1 2 3 4 5 1 6 71 9 10. 11 MIA 12 13 14 15 16 17 19 20 21 M2 22 23 24. 25 26 27 L28 I 29 30 31 M2A 32 33 Sec 1 i max I min 2 I max I 'min 3 max 4 max mm 5 max, min 1 max min 2 max min 3 max min 4 max 5 max mIn 1 max min 2 max 3 max Min 4 max Min 5 max rnin 1 max Min 2 max mm re+Av Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN-09 Pole Bdg 32W 10H 12S EXPC Sept 2 2009 2:59 PM Checked By' Member Primary Data Label I Joint J Joint Rotate(d... Section/Sha e T oe Desian List Material Design Rul... 1 M1 N1 N5 6X8FS I Beam Rectanaular I HF #2 Typica 2 Ni N2A I H". 6X8FS Beart. I Rectanaular:, HF #2 Iiiaica 3 M2 N2 N11 I 6X8FS Beam I Rectanaular I HF #2 4 1112A. A 'N2 .iN4 6X8FS. Edam'. Rectangular :t 'HF #2,.. c 5 M3 N3 N6 3-2X8 Beam I Rectangular I DF STR SEL Tvoica ':M4 N10 ,N4 2 3.-2X8,1 BeaM 1 Redariatiler :OF. STRSEL Tvoica 7 M5 N5 N11 3-2X8 Beam I Rectanaular DF STR SEL Tvoica M6: ....N5 ,_11■116 3-2X8. Beam 'Rectanaular f DF STR SEL. Typica 9 M7 N16 N11 3-2X8 Beam I Rectanaular I DF STR SEL Typica 10 1 Ma .116 N12. 3:=2X8 Beat* 'tanauIa I '''DF.STR Tkibice 11 M9 N12 N7 3-2X8 Beam, Rectangular DF STR SEL Tvbica 12. _WU:. .N7 N14. ."82X8: BeaniL. Redtandlilar ...OF:STIR S81 :1 Tkilica 13 M11 N14 N8 3-2X8 Rectanaular DF STR SEL 3-2X8 Tvbica 14„M12 ,N8" 1 'N16. .82X8 ..iBeatif fibefaheiblar JOE;STR SEC: Tvoica 15 M13 N15 N8 3-2X8 Beam I Rectangular I DF STR SEL Tvbica '16 ;M14 N9 NM 3-2X8 ,Beani •Reatenaular 1 OF STR SEL. Typica 17 M15 N13 N9 3-2X8 Beam I Rectangular I DF STR SEL 18 M16 N1.0 N'1': I 3-2X8 1. Redaliaulai* DF MBE_ T Axialf1b1 Ic 6626.964 I 1 1164.762 I 2 6404.047 I 1 941.835 L 2 6181.13 I 1 718.919 I 2 5549.491 I 1 1010:572 4 5326.574 1 787868 4 6626.964 1 1164.752 2 6638.63 1 1176.419 2 6650.297 1 .11881085 .2 6661.964 1 199.752: 2: 6673.63 1 1211.419 2 6626.964 1 956,375 2 6404.047 1 733.459 2 6181.13 1 510.542 '2 5549.491 1 -904A25 '2 5326.574 1 4127,042 2 6626.964 1 956.376, 2 6638.63 1 '968:042 1 '2 Shearflbl Ic Momentflb-ftl Ic 1333.457 2 3269.729 I 2 .405;753 1 486.711 1 1005.207 2 I 346.4 I 2 -205753 1 I 28.672 676.957 2 I 543.055 I 1 -205.753 1 4756.304 I 2 187.202 1 I 468.005 I 1 -526253 2 -1725,944 2 187.202 1 0 I 1 -854,503 2 0 121.428 1 485.711 I 1 -817432 2 43269'1729 I 2 121.428 1 364.283 I 1 -817.432 2 -2462.297 I 2 121.428 1 242.856 I 1 -817.432 2 -1634.865 2 121.428 1 121.428 I 1 2 -817.432 2 121.428 I 1 0 1 417432 :1 2. 0' 1. 1208.88 I 2 3204.273 I 2 205353 1. 485.711' 1 998.88 1 2 444.573 2 206.753 1 "1 -23,672 1 788.88 I 2 -543.055 1 205153 I 1 -1790.126 2. -187.202 1 -468.005 1 -692,251 2 -1743128 2 -187.202 1 I 0 1 -.802.251 2 1 0 1 121.428 1 I -485.711 1 -601,08 '1 2 -3204278 2 121.428 1 I -364.283 1 -301:068' :2 -240 :204' I 2 I RISA-2D Version 7 006 [C \RISA PROJECTS\POLEBDG 32W 12H 12S EXPC.r2d] Page 15 Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN-09 Pole Bdg 32W 10H 12S, EXPC Envelope Member Section Forces (Continued) I 35 I 36 I 37 8 39 40 41 42 43 44 45 47 48 49 51 52 53 '54-! 55 56: 57 59 60 61 62 63 64 65 66 67 68 69 71 72 73 74 75 76 77 78 79 80 81 82 83 85 87 .88- 89 I rC 90 91 I Member M3 M4 M5 M6 M7 M8 Sec Axialf1b1 3 I max 6650.297 r 479:709, 4 I max 6661.964 991:375 5 max 6673.63 ,4001042 1 max 562.501 1 mm 41215971 2 I max 554.572 Thin 42244 3 max 546.642 Min 4232.53 4 max 538.712 Min A240:759 5 max 530.783 '-124&689 1 max 1636.8 in 530183 2 max 1644.729 538;712 3 max 1652.659 Min 546:642. 4 max 1660.589 :554.572 5 max 1668.518 min' 662.50f 1 max 1611.139 Min ,2606059 2 max 1719.401 min -2451:093 3 max -1162.835 min -1925.411 4 max 2475.957 min 4719.401' 5 max 2526.84 Min: 46:11:139: 1 max 3602.341 rain 1499:633 2 max 3564.411 Min 1461.703 3 1 max 2251.919 1 Min 1383:302 4 I max 1608.273 Min 14&805 5 r max 1570.343 Min 110876 1 I max 1569.409 156:361 2 max 1607.338 min 196291 3 max 2011.318 min -950.443 4 max 1461.703 I min -3518:152' 5 I max 1499.633 ..3480.222 1 I max 621.606 Ic 1 2 1 1 2' 1 1 1 1 1 2 1 2 1 2 1 2 1 2 1 1 2 1 2 2 4 2 1. 2 1 2 1. 2 1 4 2 4 4 2 4 4 2 1 2 1 1 2 1 Shearilbl -121.428 1 -801.068 2 121.428 1 -811.068 2 -121.428 1 ..4101.068 15.859 1 15.85g 7.93 1 7.93 0 1 0 7.93 -15.859 A5.859.. 15.859 15859 7.93 7.93 0 0 1 -7.93 1 15.859 1 -15:859 1':,;1" 1 112.92 2 51251 1 -28.805 1 -81:765 2 30.766 2 28:149 1 28.805 1 -681056, .2' 93.249 2 -51.251 1 139.148 2 114.825' 1: 12.57 ,36393: 8.464 :-33.092 78.52 66.152, -73.199 -85.56T 87.375 -1161738 126.537 -66.152 -8.464 -20.1903. 2 45.079 4 -47482 „2 195.792 2 -114:825 7.93 Ic 1 1 I 1 I 1 I 1 I 2 '1 1 2 2 1 2 1 4 2 2 I 2 I Momentflb-ftl -242.856 1602.136 -121.428 4101.068 0 0 01 -16.821 16.821 22.429 42429 -16.821 -16.821 0 0. 0 0 16.821 22.429 -22:429. -16.821 45521 RISA-2D Version 7006 [C N. \RISA PROJECTS\POLEBDG 32W 12H 12S EXPC r2d] Sept 2, 2009 2:59 PM Checked By 0 0 0: -89.787 124.62 22.386 8.754 100.774 -89.787. 0 '0: 0 0 160.661 260:947 102.039 -166.799, 10.979 :40.016. 0 0 0 0 -20.214 47.47 164.748 102;039 305.748 160661. 0 0 Ic 1 2 1 2 1 1 2 4 2 1 1: 1 2. 2 4 2 1 1 2 1 '2 2 1 1 1 1 1 2 1 Page 16 Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN -09 Pole Bdg 32W 10H 12S EXPC Envelope Member Section Forces (Continued) 92` 93 °94 95 9'6 97 98 99 100 101 .'`1 :02 103 104 105 106; 107 108` 109 '11.0 111 112': 113 11.4 115 11.6 117 118: 119 1 :2 0. 121 1:22 123 124.. 125 1:26 127 128 129 130:: 131 132.. 133 134`, 135 1.36' 137 138: 139 140 141 142' 143 144. 145 _146_ 147 :148" Member M9 M10 M11 M12 M13 l Y Sec Axialrlbl nlin. I' .42781;25 2 max I 621.632 thin I` 1281.098" 3 max I 618.659 mint. 1284:072 max I 615.685 1` -1 :287 ::04S max I 612.711 min .1 1290919 max I 1151.839 min I -34:872 max I 1154.813 2 .min 3 max rain 4 max min 5 max min 1 max min 2 max 3 max 'min 4 max I :mirr 5 max 1 max min 2 max min 3 max 4 max, 5 max min max min.: max -rnin" max min 4 max min 5 max Ami 1 r max mia 2 max 3 max nain 4 max -3'1: :899= 1157.786 28.926 1160.76 25.95.1 1163.734 -22 :978 76.527 586.709 81.979 592.161" 87.431 597.612 92.882 X603 :064 98.334 :608 :516" 1153.631 452.813 1159.083 :458264 1164.535 463.71.6` 1169.986 469.168 1175.438 474.619 75.807 563.796 83.736 571.:726:.:. 91.666 579.655 99.596 587.585 107.526 595 ..5:1 :5 452.813 1214.04 458.264 1208 :589 463.716 -1203.1'37 469.168 11.'97 :685' Ic I 1 2 1 I 2 1 1 I 2 1 2 1 2 1 2 1 2 1 2 1 2 4 2 2 4 2 -4 2 1 2 1 2 2 2 1' 2 1 1 2 1 2 ShearrIbl ....,7.93 3.965 3:965a 0 -3.965 3:965 -7.93 =7-.93 15.859 15.859' 7.93 7.93 0 0 7.93 2 .4 15.859 I 2 15.859 I. '4 3.965 I 2 3.965 ,.I. '5 1.982 I 2 1:982. I: 5 0 11 1.982 2 =1.982 -3.965 I 2 3.965: i 5... 19.824 4 19V4 3... 9.912 4 9 :912 3 0 1 0 1 -9.912 4 49.912 3. 19.824 4 1"9:824 3. 0 1 0 1 0 0 0: 0 .0. 0 0 19.824 19.824 -9.912 -9.912 0 9.912 9.912 Ic 1 2 1 1 1. 2 1 2 '1 2 4 2 4 2 5. 1 1 1 1 1 1 1 1 2 5 2 5. 1 Sept 2 2009 2:59 PM Checked By Momentrlb -ftl '0 -3.717 3.717 -4.956 4:956. -3.717 3.71:7 0 0 0 0 12.703 12.703 16.938 1 12.703 42.703 0 0 0 0 -2.175 2.'175: -2.9 =2:9 -2.175 =2:175 0 0 0 0. 21.211 21:2'11, 28.281 -28:281 21.211 21211 0 0 0 0 0 a 0 0 0 0- 0 :0. 0 0 21.211 2'1 ::211 28.281 28.281 21 -211 21.211 Ic I 1 I 1 I 2 11 12 11 12 4 2 4 2 4 2 ..1 1 1` 5 2� 5 2 5 '2 1 1 1 3 4 3 4 3 4. 1 1' 1 1: 1 1 1 1 1 1 1 1 1 1 15 I: 2 15 I: 15 I.. 2 RISA -2D Version 7 0 0 6 [C \RISA PROJECTS \POLEBDG 32W 12H 12S EXPC r2d] Page 17 Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN-09 Pole Bdg 32W 10H 12S EXPC Envelope Member Section Forces (Continued) M12 15 I M13 15 .,M14 1 17 1 M15 1 .18 .1: MIS' 149 150 151 M14 152. 153 154 155 157 158 159 _16k 161 M15 1.162 1163 t 165 167 168: 169 1:70 171 M16 :172.. 173 1741' 1751 176 177 1 1781. 179 1 1 180 Member Member Shape 1 I M1 6X8FS 1 2:1 .6X8FS 1 3 I M2 6X8FS 1 4 LAVA 5 1 M3 3-2X8 1 '1144. 71 M5 3-2X8 1 -8 146. 3.2X5 1' 9 M7 3-2X8 1 fa ,M8 11 I M9 3-2X8 I 12 M10. 3.4X5.1. 13 I M11 3-2X8 I „32X5 3-2X8 3-2X5 3-2X8 '3,2X8 I 4 5 Envelope Wood Code Checks AtelF:,. Sec Axial[Ibl Ic 5 I max 474.619 1 1 ihrii 4192.234 2 1 max 566.758 2 min -76:527 1 2 max 561.306 2 4:975 1„ 3 max 555.855 2 .,871311 max 550.403 2 min. -92.882 1 max 544.951 2 .98.334 1 max -34.872 1 min -1471668 2 max -31.899 1 mih 4470694:. 2. 3 max -28.925 1 min '.4467.72 4 max 25.951 1 min -1461.747" 2 5 max I -22.978 1 min 1 4464.773, 2 1 max I 1529.398 2 min I :624606 1' 2 max 1 1526.425 2 :thin; I:1 62:1.632: 3 max I 1523.451 2 615659; 1' 4 max I 1520.477 2 Min M5:886 1 5 max 1 1517.504 2 Min L. 611711 1. Sheartlbj 19.824 1V.824' -3.965 -3.965 -1.982 4.982 Ic 21 5 I 51 4 1 5 0 1 1 1.982 5 1,982 4 3.965 5 3.965 4 15.859 3 A 859. -7.93 3 7193: 1 2 0 1 0 1. 7.93 3 7.93 2 15.859 3 16:669 -7.93 3 -7.9a 5 -3.965 3 -3965 5 0 1 0 1 3.965 3 1965 5 7.93 3 7.93' 5 .229 o .337 I 0 1 2 1580.6951 560 I 840 .224 0 I. 2 .1691„W _,580 .1 ,840': .007 0 1 1 12532.761 1920 1 2880 .007j 0 I 1;12532:70_1926 ['.2880 .038 1 28 1 2 12712.9.. 1920 1 2880 .046 1 '0 I 1 24630 L 1920 1. 2880 .062 15.1541 2 12453.0..1 1920 1 2880 ,003 t 2:5 'II 12710:7 '1920d.2880 .007 1 0 1 1 12329.6..1 1920 2880 002 1 0 2880 .008 15.7061 1 11820.9. .1 1920 1.2880 ,i000 I 0 4 1 118393 F 1380 I 2070 .008 15.7061 1 11820.9. .1 1920 1 2880 002 '.12,9201.... 1 26 .007 14.2721 1 12329.6..1 1920 1 2880 I .003' 1' 4 127101"1 2886. RISA-2D Version 7006 [CA. \RISA PROJECTS\POLEBDG 32W 12H 12S EXPC r2d] Sept 2 2009 2:59 PM Checked By MomentljbA) 0 0 .0' 2.175 2.175 2.9 2.175 2175 0 0 0 .0 12.703 12.703, 16.938 16938 12.703 12.70a 0 0 0 3.717 3:717 4.956 4.956 3.717 3.717 0 :o Ic 1 1 1 4 5 4 5 4 :5 1 1 1 :1 2 3 2 2 3 1 5 3. 5 3 5 3 Code Check Loc[ftl Ic Shear Locift] Ic Fc'jpei] Frjosi) Fblbsi] Fylpsi] Eon .736 1 0 1 2 .372 1 0 1 2 1580.6951 560 1 840 133 0 2 .720 I 0 2 118 0 2 .022 13.005 2 :020 15:857 2 .083 I 4 2 :045 'II 0 2 .090 113.228 2 :021:' 11.354 2 .015 14.272 2 ;010 1 2 .020 15.7061 2 013 1 .022 12.7941 2 )007 1 2 .025 12.0921 2 .017' 1 0 I' 2- 112 1 3.9-3 1 412 19,3 112 3.9-3 112 3:94 1 152 19-1 I 152 i.3 152 3.9-1 152' 152 3.9-1 152 3:9-1 152 3.6.3 152 152 3.6.3 10925 3.94 I 152_ 3.9-1 I 162 152 3.9-1 I 152 3.6,13 1 Page 18 443A Solution: Envelope 4 Seasons Engineering Inc. Donna J Petersen BUCHMANN -09 Pole Bdg 32W 10H 12S EXPC Idr x Sept 2 2009 at 3 12 PM POLEBDG 32W 14117S EXPC.r2d tf- Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN-09 Pole Bdg 32W 10H, 12S, EXPC Member Primary Data Label I Joint_ 1 M1 N1 2J MIA N1 3 M2 N2 4 M2A it,127 5 M3 N3 4/14 N10 7 M5 N5 8 N5 9 M7 N16 1'0; M8 N6' 11 M9 N12 12 MID. N7 13 M11 N14 14 M12 15 M13 N15 46 riM14 17 M15 N13 18 .M16 N10 Envelope Member Section Forces 1 .2 3 5 I. 6. 7 8 9 10 11 12 13 14. 15 16; 17 18 19 20 21 23 .24. 25 2S' 27 28 29 30 31 32. 33 Member M1 M2 M2A MIA J Joint Rotate(d... N5 N2A N11 N4A N6 N4 N11 N16 N11 N12: N7 N14 N8 'N46 N8 ,NI5 N9 N13 Sec 1 max 2 mac 3 max ..Min„ 4 max rnin 5 max Min 1 max mitt_ 2 max min 3 max 4 max 5 max max 2 max 3 max 4 max min 5 max :Min 1 max mm 2 max ':111in Section/Shape Type 6X8FS Beam 6X8FS Beatif 6X8FS Beam ta,FS 3-2X8 Beam 12XS Be" 3-2X8 Beam 3'-2X8 Bearrt 3-2X8 Beam 3-2X8' Saadi 3-2X8 Beam 32X8 BeginL. 3-2X8 Beam .3.2X8 Bearri 3-2X8 Beam 3-2X8 Bean 3-2X8 Beam 3-2XS. Beam Axial[Ibl Ic 4777.475 I 1 1498,531' 2' 4465.392 I 1 1185,441 :L2 4153.308 I 1 874.364. ,1 .2 3642.177 I 1 1152.015. .4: 3330.094 1 839,932 4.- 4777.475 1 149.8.581 2 4789.142 1 4800.808 1 1521'.864 4812.475 1 1831531 .2 4824.142 1 •1845.117 4777.475 1562.019;. 4465.392 1249,06 4153.308 937.86S 3642.177 -520A27. 3330.094 432.71. 4777.475 15624% 4789.142 15773886 Design List Rectangular Rectangular Rectangular Rectangular': Rectangular Rectangular Rectangular Reotanpular Rectangular RedtangUlair Rectangular ReCtarigular: Rectangular RePtaligUlar. Rectangular Redtahgtitat Rectangular ReatehaUlei Silesia) Ic 1050.93 2 ;-70.372 1 782.83 2 -70:372 1 514.73 2 40.372 1 109.578 1 ;566,393 109.578 1 -834493 2 2 66.352 1 488:532 2 66.352 1 =988.532 2 66.352 1 488.532 2 66.352 1 -988.532 2 66.352 1 2 1 I 943.285 2 2 1'' 70,372 1 I 771.785 2 2 70,372 1 1 I 600.285 2 2 'I 710.372 1 1 I 109.578 1 2 -700874 2 1 I -109.578 1 I •=872.374 2 1 I -66.352 1 2 t 9I1s;8$9.. 2 1 I 66.352 1 :2 471.339 2 Sept 2, 2009 315 PM Checked By Material Design Rul... HF #2 Typical 1A2 Typical HF #2 Typical HF #2 'r 1 DF STR SEL Typical •.'DF'STR SEL TybiCat DF STR SEL Typical STRSEL TYPICal: DF STR SEL Typical DF STRSEL Tvnical- DF STR SEL I Typical DF STR SEE I Typtcal DF STR SEL Tvoical :DF STR SEL Typical DF STR SEL Tvoical OF STRSEL S' 'Typical DF STR SEL Tvoical DP 'SIR SEL Tvoical: Moment[Ib 3954.13 -265.409 745.149 9.10.6 227.196 -1525.615 383.524 -2451,65 0 0 265.409 3954,13 199.056 -2965;597 132.704 1 66.352 .488.532 0 0 3885.355 265,409 884.046 19,106 RISA-2D Version 7006 [CA. \RISA PROJECTS\POLEBDG 32W 14H 7S EXPC r2d] Page 20 Ic 2 1 2 1 1 2 1 1 1: 1 2 1 2 1 2 1 2 1 1 2 1 2 1 227.196 1 -151.7.099 2 -383.524 I 1 -2753M6 2 0 II '0: -265.409 I 1 -8885:355 2: -199.056 I 1 ':4914:017 2 Company 4 Seasons Engineering Inc. Sept 2 2009 Designer Donna J Petersen 3 15 Pill Job Number BUCHMANN -09 Pole Bdg 32W 10H, 12S EXPC Checked By Envelope Member Section Forces (Continued) Member 35 I 36 37 .38 39 I 40. 1 41 1 M3 42. 43 44 45 46 47 -48 49 50' 51 .52 53 54: 55 56.' 57 58. 59 60 61 M5 6 63 .64 65 66 67 68 69 70 71 M6 72. 73 I 74 75 76 77 78 79 80 81 M7 82 83 84. 85 86. 87 88 89 .90 91 M8 Sec 3 4 5 1 2 3 4 5 M4 I 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 Axialf Ibl Ic max I 4800.808 1 Iriin. `I, 1585.353... 2 max I 4812.475 1 min 1 :597.019 :2 max 4824.142 1 rain 1608:686..... 2 max 265.787 1 min. 1125.962 2 max 257.857 1 rrtiri: 1.133.892. 2 max 249.928 1 rriin 1141 :821 2 max 241.998 1 min 1149.75:1 2 max 234.068 1 rnln '41157881' max 1573.021 2 Min .234.068. 1 max 1580.951 2 min :241.998 1: max 1588.881 2 min 249 :928 1 max 1596.81 2 min 257.857 1 max 1604.74 2 min 265187 1 max 1651.446 1 min 2442.975 2 max 1703.223 1 min 2297.404 4 max 1202.503 2 182 :492 4 max 1629.802 2 min 1703.223. 1 max 1717.701 2 min 1651.446; 1 max 3405.134 2 min 1612.534 1 max 3379.705 2 min 4587.1Q4 .1: max 2039.553 4 Min 1442 :833: 2: max 1372.459 4 min ...405 987. 2: max 1347.03 4 380.558: 2: max 1345.819 4 Min 407.146 2 max 1371.248 4 min 432.576 ..2. max 1774.935 I 1 Min 377.735 I 2 max 1587.104 I 1 1- 2723.4 1 2 max 1612.534 I 1 min 26971:97" l 2. max 291.65 I 1 Shear[Ibl Ic Momentflb -ftl 66.352 I 1 132.704 9711339 1 2' 1 66.352 I 1 66.352 971.339. 2 471339: 66.352 1 0 971`.339 .1 2 ;0 15.859 I 1 0 RISA -2D Version 7 0 0 6 [Cl. \RISA PROJECTS \POLEBDG 32W 14H 7S EXPC r2d} Page 21 Ic 1 2 1 2. 1 1 15:859: 1 1 "0' 1 7.93 1 1 16.821 1 7.93 1 1 16.82 :1 ,1 0 1 22.429 1 0 1 22.429: 1. 7.93 1 16.821 1 7:93 1 16 :821 1 15.859 1 0 1 45:859 1 '.0 1 15.859 1 0 1 15 :859 ;:.1 0: 1 7.93 1 16.821 1 7.93 1' -16.821 1 0 1 22.429 1 0 1 22:429 1. 7.93 1 16.821 1 -7.93 1 -.16 :821 .1 15.859 1 0 1 15.859 1 0 1 106.336 2 0 1 55:903 1 0' 1 34.073 1 87.319 1 76.73 .2 -118 .425 2 31.16 2 19.54 2 25.672. 1 7.62 4 34.073 1 64.398 2 -52:47 2 87.31 1 68.57 2 0 1 55.30 .1' 0 1 105.426 2 0 1 85:448 1 0.. 1 3.707 2 I 142.614 1 -16,27 1 -224 :985 2 -3.642 1 101.556 1 36.953 2. 456.438 2 52.848 2 8.206 2 43.51' 1 -30 :296 1: -48.87 2 0 1 58;209 .1 0 1 60.592 4 0 1 57.516 2 .0 :1 71.247 2 28.314 2 =43.51 1 =40:124. 4 3.642 1 114.148 2 26.899' 2. 401.556 1. 28.332 I 4 201.558 1 2 15:496 I 2 .142:614 I 1 113.267 12 0 11 .=85:448 t .1 0 I 1 7.93 12 0 11 Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN -09 Pole Bdg 32W 10H 12S EXPC Envelope Member Section Forces (Continued) Member "92 93 94 95 97 98` 99 100 101 M9 1"02 103 104 105 1°06. 107 108 109 110 111 M10 1;'12:.. 113 1:14 115 116 117 .1.18 119 120. 121 M11 1 123 124 125 126 127 1'28- 129 130, 131 M12 1'32 133 134 136 137 138 I. 139 I 140. I:. 141 I M13 1421' 143 1 144 1 11451 1 146 1 11471 11481 Sec Axiallll�l Min 11:90:725 2 max 288.676 x1193:699 3 max 285.703 Min 4196:.673 4 max 282.729 min. 4199.646 5 max 279.755 min 1292=62. 1 max I 968.221 rniri 46 :986 2 max 971.195 min 49'.96 3 max 974.168 min 52.933. 4 max 977.142 min ...55:907 5 max 980.115 min 58.88 1 max 115.399 .=512.56-." 2 max 120.851 min 51:8:032 3 max 126.302 min 523.483 4 max 131.754 528.935 5 max 137.206 Min 534:387 1 max 957.716 min 411.084 2 max 963.167 min 416.536 3 max 968.619 min 421 :987 4 max 974.071 Min 427.439 5 max 979.522 min 432:891.. 1 max 167.706 min 508:457 2 max 175.636 min 516.387 3 max 183.566 min 4524.3IS 4 max 191.495 min 532.246 5 max 199.425 min... -540.1'76 1 max 411.084 min 828.587 2 max 416.536 Min -82 3.136 3 max 421.987 min 817.684 4 max 427.439 .min 812.232 Sept 2 2009 3:15 PM Checked By Ic ShearUlbl Ic Moment[lb -ftl 2' .7.93 3 '0 1 3.965 2 -3.717 2 1 .3 :965 3 =3:717 1 I 0 1 -4.956 2 I ".0 1 -4956 1 -3.965 2 -3.717 2.. -3 :965 3 3.717. 1 7.93 2 0 2" 7 :93;..... .,3 0 2 15.859 1 0 1 15:85 9 2 0 2 7.93 1 12.703 1 7 :93 2 1 2.703. 2 0 1 16.938 1 0 1 -16 :938 2 -7.93 1 12.703 1. -7:93 .2 12.703 2 15.859 1 0 1 15.859:-. 2 0 1 3.965 3 0 2 3.965- 2 0. 1 1.982 3 2.175 2 1.982 2 =2 :1 1 0 1 2.9 2 0. I 1 -2,9 1 -1.982 I 3 2.175 2 -1.982 I 2 2.1.75 1 -3.965 I 3 0 "2 3.965:. i 2' 0 0 2 19.824 I 4 0 1 19 :824 I .2 :0 2 9.912 I 4 I 21.211 1. 9.912 .i 2 21.211 2 0 11 I 28.281 1 0 I 1 1' -28.251 2 -9.912 I 4 I 21.211 ,..49.912 1 2' I 21.211 2 19.824 4 f 0 1 19.824 2 I 0 2 0 1 1 0 4.. .,0 1 1 0 2 0 1 I 0 4_... 0 1 I 0 2 0 1 I 0 4 0 1 I 0 2 0 1 I 0 4 0 1 f .:0 2 0 0 11 I 0 4 .I 1 'I 0 1 19.824 13 I 0 2. 49.824 4' 2 0 1 -9.912 3 21.211 2 9:9 1 2 21.211 1 0 I 1 28.281 21 `0 i' 1 :28.281 1 9.912 I 3 21.211 2 9:9:12 I 2 21.211 Ic 1 2 3 :2 3 2 1 1 1 2 1 2 1 2 1 1 1 1 ..1 2 3 2 1 3 2 3 1 1 1 2 4 2 4 2 4 1 1 1 1 1 1 1 1 1 1 1 1 1 2 3 2 3 2 3 RISA -2D Version 7 0 0 6 [C \RISA PROJECTS \POLEBDG 32W 14H 7S EXPC r2d] Page 22 K Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN -09 Pole Bdg 32W 10H 12S EXPC Envelope Member Section Forces (Continued) 149 150 151 M14 152 153 154 155 1156 157 158 159 1.60.1- 161 I M15 1;621; 163 I 1641' 165 I 156'1' 167 1 168.1. 169 I 170 1` 171 1 M16 1721 173 I .174.1 175 I 177 1 .178 I 179 I 1801 Member Sec 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 max .min: I max I min I max min max min max ruin max Thin max Min max min max min max min max min max min max min max min max mine max min iallbl 432.891 806181 448.091 115 .399 442.639 120:851" 437.187 126.302 431.736 ;431.754:':. 426.284 -137.206 46.986 -1199.701 49.96 1196:727 52.933 -1493.753 55.907 -11 90,78: 58.88 4187.806 1519.545 291.65 1516.571 288.676 1513.597 285 :703 1510.624 282:729 1507.65 279.755 Ic .1 1 2 2 1 2 1 2 9 2 1: 2 2 1 2 2. 1 2 1 2 2 1 2 1 2 1 2 1 2 1 Sept 2 2009 315 PM Checked By Shear[Ibl Ic Moment[Ib -ft) 19.824 I 3 I 0 19.824, 2 I 0` -3.965 3 I 0 3.965 I 4 1 0 1.982 3 I 2.175 1:982 .4 ;I 2.175 0 1 I 2.9 0 1 1 2.9 1.982 3 I 2.175 1: :982 4., ..:i 2.175' 3.965 3 I 0 :3.965: 4 I 0 15.859 2 0 15:859 1 0 7.93 2 12.703 7.93. 1 1.2.703. 0 1 16.938 0 1 16.938 7.93 2 12.703 7.93 1. 12,703 15.859 2 0 15 :859 1 0 -7.93 2 0 7.93'.:. 3 0 -3.965 2 3.717 3.'965" 3 3.717 0 1 4.956 0. Al ..4.956.. 3.965 2 3.717 3:965 3 3.717 7.93 2 0 7.93' 3 0.. I 1 .2 .2 1 '1 3 2. 3 2.. 3 2 1 1 Envelope Wood Code Checks Member Shape Code Check Loc[ft] Ic Shear Locfftl Ic Fc'[psi] Ft'[psil Fb'[psi] Re[psi] Eqn 1 I M1 6X8FS I .905 I 0 12 .293 0 2 1537 7421 560 840 I 112 13.9 -3 .2 I M1A 6X8FS .888 I 0 12 .276. 0 2 1591;831' 560 840..1, 112 3.9 -3 1 3 I M2 6X8FS .891 1 0 1 2 .263 0 2 1537 7421 560 840 I 112 3.9 -3 I 4 M2A 6X8FS .573 I -0 2 .271 0 2 1591.831 .560. '840,, 112 3 :9-3 5 M3 3 -2X8 .021 13.005 2 .007 0 1 12532.761 1920 2880 152 3.9 -1 6 M4 3 -2X8.. .0192 5.657 2 .007 0: 1 12532.7614920. 2880 152 3 :6.3.. 7 M5 3 -2X8 .077 4 2 .032 0 2 12712.9..1 1920 2880 152 3.9 -1 8 M6 3 -2X8 .043 1 0 2 :036 0 1.:12453:0..1 1.92E .:2880 't 152 36.3 9 M7 3 -2X8 .065 1 2 .037 5.154 2 12453.0.. 1920 2880 I 152 3.9 -1 10 M8 3 -2X8 .020 11..354 2 .._003 0 1 42710;7..1.920 2880 152 3.9 -1 11 M9 3 -2X8 .013 14.272 2 .007 4.272 1 12329.6..1 192.0 2880 152 3.6.3 12 M10 3 -2X8 :009 I.1: :89 2 I; :002 2:9261.1 '12647 :2. :I 1920 2880 "I 152 3 :9 -1 13 M11 3 -2X8 .016 15.706 2 I .008 5.7061 1 1820.9. .1 1920 2880 152 3.6.3 14 M12 3 -2X8 :012 I 4 1: 4_000 0 1 1 1839.3..1" 1380 2070 409.25 3:9 -1 15 M13 3 -2X8 .016 12.794 2 I .008 0 11 11820.9. .1 1920 2880 I 152 3.9 -1 183. M14 3 =2X8 .005. I 0 ..2...1..002 .2' :9261 1:.12647.2; 1920. 2880. 1. 152: 3:6.3 17 M15 3 -2X8 .021 12.092 2 I .007 I 0 1 1 12329.6.. 1920 2880 152 3.9 -1 1:8 :M16 3 -2X8 :017 I 0 2 1 ..003 I. 0 I 1 12710.7 .1 1920 2880:, 152 3 :6.3 I RISA -2D Version 7 0 0 6 [C \RISA PROJECTS \POLEBDG 32W 14H 7S EXPC r2d] Page 23 Ic 1 1 4 3 4 3.. 4 3 1 1 1 1 2 1 1 .Y Solution: Envelope 2 '0A 4 Seasons Engineering Inc. Donna J Petersen BUCHMANN -09 F i A f: s c> A 2 14- 49A Pole 32W 14H 13S EXPC 4POSTS 0;49A Sept 2 2009 at 4 PM POLEBDG 32W 14H 13S EXPC 4 144 .ES Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN-09 Pole Bdg 32W 14H 13S EXPC 4POSTS Member Primary Data Label I Joint J Joint 1 M1 N1 N7 2 MIA N1 'NIA 3 M2 N4 N11 4 M2A .N4 N4A 5 M3 N2 N14 6 M3A, N2. N2A 7 M4 N3 N15 -8 M4A N3 I :N3A 9 M6 N7 N16 110 M7 N16 F N11 Ill M9 N9 N6 I 12 M8' .N5 I N9 Envelope Member Section Forces 1 2 3 4 5 6 7 8 9 10. 11 '12 13 14 15 .16 17 18: 19 20 21 22 23 24. 25 26 27 28' 29 30 31 32 33 :34 35 36 37 38' 39 •0 Member M1 MIA M2 M2A RISA-2D Version 7 0 0 6 Sec 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 Rotateld... Axialf1b1 Ic max 3523.835 1 Min 1773982 2 max 3116.843 1 min .1366.-991 2 max 2709.852 1 min 959:999 2 max 1405.391 1 Min '756114 2 max 998.399 1 ''.351'.122. 2: max 3523.835 1 Min 1773.982: 2 max 3538.418 1 :Min 1788:565 2 max 3553.002 1 1803149 2 max 3567.585 1 Min 1817732 max 3582.168 :Min 1532.31 max 3523.835 mirv..: 1680:246 max 3116.843 Min 1273164 max 2709.852 „rnik,_ 866262 max 1405.391 min 751 73 max 998.399 Min -331.819. :2 max 3523.835 1 Min 1680.246 2 max 3538.418 I 1 min 1694529 I 2 max 3553.002 I 1 min 1709.412 111' 2 max 3567.585 I 1 Initi 1723.996 2: max 3582.168 I 1 min 1:7381579 1 2 [cA. Section/Shaoe 6X1OFS 6X1OFS 6X1OFS 6X1OFS 6X8FS 6X8FS 6X8FS 6X8FS. 2-2X12 2-2X12. 2-2X12 2-2)(12 Tyne Beam I 'Beam Beam Beam Beam Beam Beam Bearn Beam Beam Beam Beam Design List Material Rectangular I HF #2 Rectanaular HF #2 Rectanaular HF #2 .Rectanaular HF #2 Rectanaular I HF #2 'Rectanaular HF #2 Rectanaular HF #2 ReCtanaular HF,#2 Rectanaular DF #2 Rectatiail DF #2' Rectanaular DF #2 Rectanaular DF #2 Shearflbl Ic 1535.399 2 16.181 1 1037.629 2 -16.181 1 539.859 2 -16.181 '1 13.628 1 -393.274 2 13.628 -561.374 26.826 -1552.573 26.826 -1552,573 26.826 4552.573 26.826 2 I 4552.573 1 I 26.826 1 2...F 4552.573 2 1 I 1248.362 2 2 k 16.181 1 1 929.862 2 16,181 1 1 611.362 2 f 15.181 1 1 13.628 1 2 -456:296 '2. 1 13.628 1 527.796 2 26.826 1 4453509 2' 26.826 1 4453609 2 26.826 1 -1453.609 2 26.826 1 4453,609 2 -26.826 1 -14531609 .2 Sept 2 2009 4'03 PM Checked By Moment(lb-ftl 6210.291 107.302 1707.678 -50.668 5.967 -1052.987 47.697 -1845:634 1 0 2 0 1 I 107.302 2 I -5210.291 1 80.477 2 4657.71.8 1 53.651 2 -3105145, 1 I 26.826 -1552:57 0 0 5814.436 107:302 2002.663 50:668 5.967 -694.518 -47.697 -1897.16 0 0' 107.302 -5014:436 -80.477 -4360:827 -53.651 -2907.218 -26.826 -1453:609 0 0 Design Rol... Typical Typical Typical Tybica[ Typical TVoicels Typical Typical` Typical Typical Typical Ttioical Ic 2 1 2 1 1 1 2 1 2 1 2 1 2 \POLEBDG 32W 14H 13S EXPC 4POSTS r2d] Page 25 2 1 2. 1 1 I. 2 1 2 1 1 2 1 2 1 1. 1 2 1 2 1 2 1 2 1 Fr.? /\v b Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN -09 Pole Bdg 32W 14H, 13S EXPC 4POSTS Envelope Member Section Forces (Continued) Member 41 1 M3 :42 1. 43 44 .1.... 45 1 .:46' 47 1 48 1 49 I 50 `l 51 I 53 1 :54: :1.. 55 I 56..1: 57 I :5811 59 61 1 M4 .621 63 I 65 I 66: 1: 67 1 °68 I. 69 I 71 I 72 I 73 I 75 I 77 I 79 I 80..1. 81 '..82.:. 83 I 85 I 86;.:1 I 87 I 89 I 90 1 91 I :92 .1 93 I 94;1 95 I 96 "I 97 I M3A M6 M7 RISA -2D Version 7 0 0 6 Sec 1 5 5 ,rriin._.ly max I min max rrlln s max I max I Smith' 5 I max I max I .:rmin .:I I max I max I '1. 'miH I I max I 5 I max I I .rriiH .I 1 I max I mih .a 2 I max I `I miin 3 I max 4 I max 5 max min 1 I max I max I 'Irvin 3 I max 4 I max Axialfibl Ic I max I 6431.287 11 I 2353::973. °I' .2 II max I 5940.032 I 1 I miri I: 1862 :71'8. '1 2 %I I max I 5448.777 I 1 I :Kb 1.371 :463. I; .'2 I I max I 4957.523 11 I I Frriin 1 880:209: 2 1 I max I 2403.751 11 I F. -I. 205 :991' 1 max I 6431.287 I 1 I "2353:'973' r„ 2 max I 6442.953 I 1 I min I '236 &'639 :1, 2. ,.:Ia max I 6454.62 I 1 mirf,:.1 2377 :306....: 1:. '2 °I max 1 6466.287 I 1 I irliH I:.. ':23881.973. ._:1 2:. max I 6477.953 I 1 I 2400639.'.. I I 6431.287 I 1 I 2050 :842 :1 ..2 5940.032 I 1 I 1:559:588:::. I 2 'II 5448.777 I 1 I ,.:1068.333 "'I: 4957.523 I 57:7 :078. 1 2403.751 I 85.246 I 2 6431.287 I 1 I :2050:842., ;'I ..2 6442.953 I 1 I 2062609 ::I;.' 2 6454.62 I 1 I 2074::1:76= 2, .'1:. 6466.287 I 1 I ;2085:842.. ,.F: 2, 1` 6477.953 1 I 2097.509 '2 I' 740.582 I 2 I 25:991 1 ...1,..:`.I 692.978 I 2 I 21.6:13 ..°I'. 1. I.:. 645.374 I 2 I 161.967 I 69.217 I 1 I 164.22.. .'I' 83.496 I 1 I 130.884 I 49:759- ly',2: I°'.. 127:066 ::...'I 35.892 I 1 II 11.929 I 97 :363 :I 2 l 15::746 I 35.892 I 1 I 11.929 I 68:879; I 2 'I� -70 :42 I 83.496 I 1 I 22.293 I =212:75= 11..,.,:2 I:... I= 69.217 I 1 I 164.22 I =796327 1 2 ...'..I -68 :843 I: 21.613 I 1 I 23.601 I Sept 2 2009 4 PM Checked By Shearflbl Ic Momentflb -ftl 313.738 2 I 2118.21 1::1: =45:782: 313.738 2 I 758.68 9:09:. 1' d: -6 :393 313.738 2 I 32.996 -9:09 .:1 ;I '',;600:849 313.738 2 I 72.385 -9:09 ,`i'':. :1 I 1:960::379 752.843 2 I 0 -511 :767 1 1 0: 11.446 1 I 45.782 -529 :5527. 2 I 2:1:18 :21. 11.446 1 I 34.337 529:552. 2 :.:.,1:588:657'.. 11.446 1 I 22.891 529:552..: 2 1 1059 :105. 11.446 I 1 I 11.446 529652 I ...2 1 529.552 11.446 I 1 I 0 529:552.. _..:I 2 II. `0�.:....: 311.059 I 2 I 2111.859 909 2 I 1 45.782.. 311.059 I 2 9:09- I 763.939 I' =;1 I; ;6:393. 311.059 I 2 I 32.996 9:09..; `;I 1_ ..I. 583'.981.. 311.059 I 2 I 72.385 9.09 1 ....'1 1931:901 838.954 1 2 0 51167 I.. 0 I 1 1 1 11 11.446 I 1 45.782 527:965;.. I. 21-'4 <x__ ..21:11:859 11.446 I 1 I 34.337 -527:965.". '2 :I .41583.894 11.446 I 1 I 22.891 ,-527 :965 I 2 ::.:II =1:0554929 11.446 I 1 I 11.446 -527 :965 'I:< 2 ::.,.,I:. 527:965 11.446 I 1 I 0 -527.965 I 2 I'.. 0 1 123.724 I 3 1 0 1 ,'12'1:4.09 1 .,,,Ia,. 0 19.089 I 3 I 210.828 1 21:404 1 1 I 220:589: 3 3 I 180.501 1 1.., .I 161: :1:09 3 1 I 250.779 I 1 I1 ...234:684:. I_ 3... 1 I 0 11 3 1: 0. I:_ 1 1 I 0 11 2. ,.:1. 0 I 1. 2 I 250.779 I 1 _1 L.......:. 1:01.46 1 2. 1 I 199.594 I 2 2. :'I'. 1:8060t I=: 1 2 I 294.97 I 2 [C \POLEBDG 32W 14H 13S EXPC 4POSTS.r2d] Page 26 2 1 2. 1 2.. 1 2 1.... 2 1.. 2 1 2' 1 2 1 1. 1 2 1 '2 .2.,. 1 2.... 1 Member 1 1 99 1 [100 1: 1101 1 M9 102 1 103 105 1 1.06 IL 107 I 109 I 110.1. 111 1 M8 1121 113 115 1 .1161: 117 1 1481 1119 1 1.1201 Sec 5 1 2 3 4 5 1 2 3 4 5 min max min max min max min max rnin max min. max min max Min max min max min max min max min Envelope Wood Code Checks Member Shaoe Code Check 1 I M1 16X1OFS .701 2. 1, MIA., [WOOFS 3 M2 16X1OFS .656 4 M2A „10Xt0FS 049 5 I M3 1 6X8FS .690 M3A: t6X8FS .482 7 I M4 1 6X8FS .763 ..a I M4A 1 479 9 I M6 12-2X12 .110 '10 .1: M7 1'2-2X12': 11 I M9 12-2X12 1 .425 12I M8 1.2;i2X12 1 Company 4 Seasons Engineering Inc. Designer Donna J Petersen Job Number BUCHMANN-09 Pole Bdg 32W 14H, 13S EXPC 4POSTS Envelope Member Section Forces (Continued) z t:, Sept 2 2009 4 PM Checked By Axialf1h1 Ic Shearrlbl Ic Momentflb-ftl Ic -747.728 2 21A04 1 -219.828 1 25.991 1 116.315 2 0 1 700.119 2 -121.409 1 0 1 164.809 2 -4.172 1 0 1 1 -558:693 2 0. I 209.079 2 -136.985 1 2214.851 2 31.775 1 494.903 2 297.586. '1' 757.652 2 135.08 1 19.15 1 13.83 1 .1256.406 .2' .i1598,99" 801.922 2 2.267 1 -270.388 1 3044 I -189.615 2 -658105 2 846.193 2 -122.825 2 0 1 74.711 1 '430.85 3 0 1 74.711 1 130.545 1 0 1 -505.171 .2 -47.83 2 0 30.44 1 -2.267 1 481.707 2 -549442 2 480.642 2 -219.388 1 -13.83 1 -135.08 1 1523.339 2 -593.712. 2 -313.455' 2 19:15 1 31.775 1 136.985 1 297.586 1 -159.09 2 -413026 2 -2021.465 2 -12.496 1 4.172 1 0 1 203.36 2 -545.839 2 0 1' Loc[ft] Ic Shear Loc[ft] Ic Fclosi] Ft[psi] Flolosi) FV[osi] Eqn 0 1 2 .343 1 0 1 2 698.7061 520 1080 I 112 1 3.9-3 0 I 2 .347' 1 0 I 2 750941 '520 '1080 I 112 .1 39-3 0 1 2 .279 I 0 1 2 1698.7061 520 1080 I 112 1 3.9-3 2 .324 .1 0 2 '759941. .i520 1080. I 112 1. 3.9 13.361 2 .210 113.361 2 241.911 560 840 112 1 3.9-3 0 1 2 .148 1 0 1 2 1,585`,0261 560 840 112 1 39-3 13.3611 2 .234 113.3611 2 1241.911 560 840 112 1 3.9-3 0 2 .147 r 0 I 2 15850261 560 840 112 :3.94 10.541 1 .096 110.5411 1 11502.5. .1661.25 1035 1109.25 3.9-3 6.3251, 1 .096 16.3251 1 115025 .166125: 1035 1109.251 39=3 6.3251 2 .163 I 0 1 2 12059.9..1 920 1440 I 152 1 3.9-3 1 2 :160 116.001: a 12059;0:..1 :920 1 1440 1 152 139-1 RISA-2D Version 7 0 0 6 [C\. \POLEBDG 32W 14H 13S EXPC 4POSTS r2d] Page 27 VARIES" I I I I Overturning of footing calculated by IBC2006 equation 18 -3 d 4.25 Ph/S3b or Ph d /4.25 Ph bending moment at column S3 d(150)(2)1 1/3 1,600 for 4' -0" deep footing FRAME A P1 4824# FRAME B P2 3582# P3 6478# FRAME C D P4 6674# FRAME E P5 2142# R M1 3954 FT -LBS Truss Post 14X24 M2 6210 FT -LBS End Post M3 2118 FT -LBS Int Post POST PER PLAN 4" conc. slab 14X24 A 18X24 M4 3270 FT -LBS Truss Post 18X24 M5 1738 FT -LBS Int Post 14X24 RECTANGLE (DEPTH (MOMENT (BEARING INCHES 1 CINCHES IFT -LBS ILBS 141 241 481 139471 5600 161 241 481 144791 6400 181 241 601 294121 8100 Backfill with conc. Native soil undisturbed Conc. punch pad fJr 7k Z� ✓J of Dry 4 L L7-, 1 j/ 6 fib' 7- th f 6 o f t /V/ as 2" 6 t e' o e et' J� 0 (1 FILE I CITY OF PORT ANGELES Construction Pi ens The Issuance of this permit based upon these plans, specifi- I r shall prevent the building official 7 fro riLtheresfter requiring the conectonof rrors in said plans, specifications and other data, or from preventing+ building operations being carried o thereunder when in violation of all codes and ordinances of this jurisdiction,.. -9SEZTfffl 303 Approva!,D °te ByJa 1 1 .4) ce G 1, Cp 11 of/ t!6rA� st /sue /C._ V Qo y ii4 11 3 sc e c-C E X 10 Jg -e v_r/ Yak 1 S b7 6a 0 cer Z 5 y PI CJ 09030Lat Duration Factor 1 60 SITE INFORMATION Design Wind Speed Exposure Enclosure WoodWorks® Shearwalls COMPANY AND PROJECT INFORMATION Company Gene Unger Engineering INC 1401 W 7th Street Port Angeles WA 98363 360- 452 -2098 DESIGN SETTINGS Design Code IBC 2006 Wind Capacity Increase Shear C&C Panels 0 70 1 40 1 60 1 00 Plywood Fiberboard Lumber Wind Seismic Wind Seismic Blocked 3 5 3 5 2 0 Shearwall Relative Rigidity. Designed capacity using flexible distribution Hold -down Forces. Based on applied shearline force Seismic Materials: Ignore non -wood contribution Case 2 rigid diaphragm load distribution: 75% loads torsional moment IBC Occupancy Category II All others Wind ASCE 7 05 General analytic method for all bldgs Shape Site Location: Nail Withdrawal Temperature Range T< =100F 100mph Exposure C Enclosed Topographic Information [ft] Height WoodWorks® Shearwalls 8.11 Project Information I Project Mark Juli Buchmann Baur Log Home 1321 Bent Cedars Way Port Angeles WA 98362 Parcel 063014 319150 Wind Standard ASCE 7 05 All heights Load Combinations Seismic Wind Modification Moisture Content Fabrication Service >19% >19% Maximum Height -to -width Ratio 1 Approximate Ta Maximum T Response Factor R Fa. 1 00 SOFTWARE FOR WOOD DESIGN 3j, 6 I r Sep. 10, 2009 10:46:41 Seismic Standard ASCE 7 Building Code Capacity Reduction Wind Seismic 1 00 1 00 Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4 00 Gypsum Unblocked 1 5 ASCE 7 Equivalent Category II All others Seismic ASCE 7 05 Equivalent lateral force procedure Structure Type Regular Design Category D Site Class D Spectral Response Acceleration Length S1 0 500g Ss: 1 250g Fundamental Period E -W T Used 0 095s 0 095s 0 114s 2 50 Fv 1 50 N -S 0 095s 0 095s 0 114s 2 50 WoodWorks® Shearwalls Structural Data STORY INFORMATION Story FloorlCeiling Wall Elev [ft] Depth [inl Height [ft] Ceiling 10 83 0 0 Level 2 83 10 0 8 00 Foundation 2 00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions [ft] I Face Type Slope Overhang [ft] House 1 Story N S Ridge Location X,Y 0 00 0 00 North Gable 90 0 1 00 Extent X,Y 36 00 42 00 South Gable 90 0 1 00 Ridge X Location, Offset 18 00 0 00 East Side 45 0 1 00 Ridge Elevation, Height 28 83 18 00 West Side 45 0 1 00 2 09030Lat Sep. 10, 2009 10.46.41 �h /y 09030Lat.wsw Level 1 of 1 WoodWorks® Shearwalls 9 4479 C•1 8331 Factored shearline force (Ibs) Factored holddown force (Ibs) C 5 Compres%In force exis0 i Vertical element required Loads Shown. W Forces: W 0.6D 311 -1710 B -i 4479 A 1 50.2 283.8 it t t Unfactored applied shear load (plf) t--O Unfactored dead load (plf,lbs) Uplift wirgJoad (plf,lbsb 2 30' Applied point load or discontinuous shearline force (Ibs) WoodWorks® Shearwalls 8.11 SOFTWARE FOR WOOD DESIGN 32'-,, i A i AAA A ,1 ,1 A A A 171.0 31 1 283.8 50.2 Sep. 10, 2009 10:31.33 50' 45' 35' 40' 45' -5' 10' Level 1 of 1 WoodWorks® Shearwalls 0903OLat.wsw WoodWorks® Shearwalls 8.11 146 7 41, AJ1 AA A I li SOFTWARE FOR WOOD DESIGN 0�r A A A Factored shearline force (Ibs) t Unfactored applied shear load (plf) Factored holddown force (lbs) 0-0 Unfactored dead load (plf,lbs) C Compression force e i�sts 5,{1 Applied,pgint load or 1igpontinuous �iearline forc b (Jbs) 1f Vertical element req ured Loads Shown: Qe Forces: 0 7E 0.6D E pQe 0.2 Sds D p(NS) 1 0; p(EW) 1 0 Sds 0.83 Sep. 10, 2009 10:31:33 1 -------"I 1 390.7 790.7 737.3 390.7 737 30' 35' 45' 46.7 5' 10' /O e fi X04 7 4, L eFt w e /l G A/30 1, /p4 J g 14 c el e h d r ft 67) 7 S 1 t o f 95 psi g� 6 7 ne--e0( fa a If t;v &tc jye FD 7 10toe. h Aut wCHI ,2ctG st d r '�'.o 1< P i (it bA; k' 1" VVJR .x e •I 1 „t�r leek xtredec.AJ E. 2 Z refo h` PA �dC t d9 /o9 b e. 1/ L, i GY C4-e h m c-c 1 )1 vi Piro"? La "1 7 l/� 5 e- 11 N /of wt I0 5 f.te Y PIA v I 11,s. 0,41 z t 6'C'T 0 f r r. //a 17 1 r 7 6,44 Oe(e rt3 zs' J/� /3 z ,6?/)1 Dk 77 t.st p -t ITor/ q e 1 .!ae -e_.. ?1f +i at( +.c f 4 i Z/ h m© RI s; p f2 e? ba 6p, 5 a/ ¢r4 Q dof r7 rKZ� 2 0 41 .1'77 SA� a�v� a 2 °tv 60/ cp �aW l 4/, fez b'a� 2_1v -v Z I ru „v<f y o8) 91 =gyp d 77 „L'9 1, 2 7- n fir /JI Ill A YJ'7:P v U 14 -y 144 I '7 wet. a-) Adeeu y Grt d, Jo 9 flea 6.-^ y5 �Q v ,�t L PG a-X 6 19 x' 6 A AO 2 z- 6 !fz /f.ze',z5 Ti ir h„' 4 /n J CeM tf 4 p CL la k /y f -G. 6 zge `/r 3 L t f /o S -e /,e r re tIrer l0 -e D `a cP7 '30 160 plf h /160 pi /ys8 I'/86 Q fp-tg /5 8 7 f A 1 kg1T //6/3 /1.463 -,09 s 1. /o l 1// 0 ,w,s7 IzpV .14" -7- P/ `D 09 /12,4 5 v 9/ e 0 rr Sa 1 L {daL (5) /;_-I _f =c 4 7 _.4 .71 c7)< a b O }s 2 09 5 11. r° a, Prs/ rf�y dK yo /7 oq 0/ �7 6 Q 4' a 17 aj1/ l �S Y7 ,y3 lO' Py 'o 07 4 'Y -XI J/ /A...,q NS" c yr J /1 1/ (r--1.-;_. Li2 '3©3 f3( tdxr �f -L z_. 10 r /7, 9 r r,� G W, 1 /o 7 w!Th. h tt /'y. bxrye /a 9. .o /uGYo r 2 5th 'O9 o5.- ®,p O 6 d /0 y C$ <4 6, C X -d wl #'i/ e6' C0 r c e, `3 4 C1ed CG d,G r s/ os 7i l ay be (k1 �hetr`v1 Samoa Cwte ;a ;¢erZ i7es ,ge 71 h r ©y /f -4 E/ re,, 4 '/Z- z_r /zo rr/ o 6" d c 1 .4 g r ec r 3 6 42D /6 0 6, rzt/ /to /c TJG 3 s Ioo 1 341 k T r .vt., i otsP nt 4 i oz� t z„5 z10 a Sr t/ ,t1 D Fev ?,n9,s 2. 'X Ag LuAN e 4 iigl- t: 7 1 g 2.- r r 4 6 c- I 1 fl' t /yxN rb'z/ �G �C s lt x /90,72 g 04 a r 4 yi art /t a u rr' G •J' t./ C 77 t Foe Ftg ex-14 C' l6 v cask): yo`77 old q qu,77 rll .r5 1r u ir 5'X3 /0 0Y T,,, e� c 1/ fei4.--e -e 9 c 9 ,,At- (D v ii- f C 64 r 1 at -ref I al 1, t 1 J1 f'l 140-7 ICr�'r�c =4 t //fa l id t{ fyr 4139 1"" if e) t-t ft 2. 6"it/ -e- -e o a r f a-r1; L r Lode.( 'lo /s -<cte- 1 (-oo 6 )6 c 9 77-7 r/1/o /4" c Grc e 7 7 r rF� =572- f S 5 Z I9 ",/'7rwo /7 7 kit! Ile Hsb f e ✓f /H s e� 09 25/ p9r.p 1L 64 zs 6 o a 0L )z)' r z.z5 -/!j l i t et zI-1 75' IA/ z. z 485 k ,Y,2 10( a/ V £z/ _f fr x 5/t -7 h/ -z ti z (52 (r /63)o,/s =T/ -r7 glace C a 6O 9/ i/ I ri 4 01 X 7 z# 7 -J 0 9/.a'9/ m/ ZCI z/( —z —77 T z� u/ s 9 4g.4/12 (9 Alloy g )."1 oy n Z So y ..sue -a-wa j d I/ J -4-vv-17 Z-1441'14" t 1 4ey 4 a) fiL4V ef t9 Alk t4 a 1,44710; C p r— RIGHT ELEVATION LEFT ELEVATION Scvle I.4' 140` 12 BAUR LOG HOMES 681 -7878 ■P 9:7 FRONT ELEVATION %Mc ,;4' 1 MARK JULI BUCHMANN R ELEVATION Scale 114' r -0' REVISED 09/10/09 REVISED 08/30/09 REVISED 08/23/09 REVISED 08/09/09 REVISED 08/04/09 08/02/09 PAGE 1 OF 3 1 FOOTING POST PER L ENGINEERS SPECS f K3 f Je/C m 11' IF TN? 411 11 #2 REAM ON 4 x4 POST ,ON R 'x R" CONC FTG W/ PIIPC44 4I' 2 dfyg6'/rs r e I 1 I CRAWL SPACE IT I N I- t 61111, ISLAM POLY Alt L_ 12" MIN OL /1 Ir g I r �'i L 4 F(x)nrC; POST PlR ..J ENGINEER'.. SPECS L' -t� 2-.'X 1 2 1 x 6. �r 4 Q 0 f s- wj 0 c ,c, e. I -I -I CI-e. L i x4 i 7o4, t I 9 L?' I- JOIST'1: 16° OC lo I I TYP. C CONE STEM -1- -I-- FALL ON 16"x8"CONC VTG H', REINFORCING. 1 E.NGRSEER'S SPECS r I tc) I __i11/ 16 IC SCREE\ NE\ "IM— LOCLA2E ON SITE o .f L 111E 1 S1101..11 RE A RIOI INI IlI r e d 'I l t<' UJ J 12 -IF CARPORT /4' CONE HAD WI WW OR L- FIRERMESI1 ON UN DISTURB :D OR COMPACTED SOIL l� Icy 7fx X 24' -IF S6'-Ir 24-IY TIP FOOTING LOG DIA. PER ENGINEER' SPECS r I I L_ 12-IT FOUNDATION PLAN I I I I I I Sate IK I' -(r L All 1'IATES AND t ,EFSER.S IN DIRECT CONTACT 'CONCRETE TO RE TREATED OR FOPS AMOK GRADE CED:1R C 151. SPSCE ACCESS (NI Is" s2.1") L IL ATIOr 111 BE DEI ER61iS'ED ON (111• AL 11LKTS 10 RE SEPAR,1IEI) FRI THE (310 I) In II(IT& COLD WATER PIPING IS SCO 111( P,1CI E(20IRE R 1\Sll_ R-I IVSIT. ON O:ETS 'I; IED IC LL JOINTS EALEIL APPROVE WEATHERPROOF R1 ER W hoc Zolc4. MARK JULI BUCHMANN BAUR LOG HOMES 681 -7878 REVISED 09/10/09 REVISED 08/30/09 REVISED 08/23/09 REVISED 08/09/09 REVISED 08/04/09 08/02/09 PAGE 2 OF 3 I 11 I I I 5040 SL 4 ‘30 S 6%111" T.T" fl RITC IEN .-4CAJ OM SI —LINE OF LOVE ABOVE TX 11X MS-B' Ii III I I 1_ _1 0 1 1 0 r 60614 1S 'FAO 1 I 4 E ILL G ASS II T 2■11 04 TT. 4P SOLT Ii 11 COVERED CONIC PATIO 1 10 12 4" vi/keiti-e suppons (XN 177 50 CM SUPPORTS c'LrtraSL LOG AND THIS LOG MI DSPAN vf// 5 Grile.- /lre..-kfd /a; VA!! /ay p 411 .4 0 fp 2.1 1ST FLOOR PLAN 1ST FLOOR USING 1512 SQ. FT. 2N FLOOR LIVING 949 SQ. ET. STORAGE AREA 576 SQ. FE CARPORT 576 SQ. Et COVERED I' 6111.11 s 1 .r 1 I I BALco a 1 a 11 12 060/1 IL GIASSIIEMP i s i k Th, i T.: T 0* 0- I-I r 21'-e 1 BATH EN1 1 E:1 ram .2 _1 1 6 0 I I i 7 I I WIC —t I I I "sr THESE COW, NS SUP POIn"ITIE P URI 25 AND RIME I G AND ARC SUPPORTED 1 114"PlIE LOI 1 ALL BELOW 12.4r If' WALL W/ C. OR OPEN RAIL Sr,le 14" V4P vY Ith vi 4 Y It.. e k,ff tt dego vv.) 4 -y. T kv7 v\i/f1,S. se 4 e —a-f° opt r e t.e 5-EP V.7" 1T-10" 20300 1 0 69 TILAPS 1 1. I 36 21 1441 11 —I LOFT PLAN ,.de 1/4' rAr MARK JULI BUCHMANN BAUR LOG HOMES 681-7878 5- E RIDGE. 1 rar 24'-0* REVISED 09/10/09 REVISED 08/30/09 REVISED 08/23/09 REVISED 08/09/09 REVISED 08/04/09 08/02/09 13 1 /14th 1-{— 7 -H H CANTILEVER BALCONY LOGS 1 T I l I I i I I i I I LINE OE IOFr AROV1: I s r 1 !I COVERED DECK 7 1 .---MA.11,14 FLOOR IICTS I C.) I s O a CASIILEVER LOGS G x a` v LOFT FRAMING PLAN Scale u4 r -o^ r TY• 11 7.'W I Of T RAFTERS PER ENGIS EER's tHF fi 24 *OC 7 :11` 1 -JOIST RAFT F i PER ENGINEER'S SPECS. 24' I r I N MAX. ALLOWABLE C%N EILEVER ;y F ROST ('.ABLE R 2 6D; #2 RAFTERS O. 24 "OC COVERED P(IRCJI 7 z a it MARK JULI BUCHMANN BAUR LOG HOMES 681 -7878 RIDGE ROOF FRAMING PLAN ak I;4^ r.o^ REVISED 09/10/09 REVISED 08/30/09 REVISED 08/23/09 REVISED 08/09/09 REVISED 08/04/09 08/02/09 CRAWL SPACE 6 17: ON BL r N"" H II I 1 I I 1 __L _l__ I f illi'c'il; If"IIIiii10 1 1 Ti 4 c s. 11 IT 1 IIE A s y1 0 0 N ,E L FTC 'PO PIEPC4 INKYLINU POST PER ENGINEERS SPECS 5 REIUI1NG PAPER OSII OR U1 CON PLY II WI-JOIST RAFTERN PER Vita& KERS SPEC 24 APPLE W AIR SPACE 12 12 CROSS SECTION Scale 3./8" =1*-0" TYR CA NC NEEM %ALL ON cos ETC ty; REINFORC NC PER ENGINEERS SPITS 45 6 le:1 CI;SS CARPORT CEILING/LOFT FLOOR LEVEL MARK JULI BUCHMANN BAUR LOG HOMES 681-7878 fit e.P z 7 41 h eri-tzt vl -se d e 1 fr k Scale 3/8" 1 ;1-1 REVISED 09/10/09 REVISED 08/30/09 REVISED 08/23/09 REVISED 08/09/09 REVISED 08/04/09 08/02/09 Rafter -Loo Wall Connection Roofing over 30# Tar Paper 0/ 5/8' sheeting 11 -7/8' TJI /210 2' SC, Rafters Ceiling Material R -30 Insulation Log Wall to Foundation Detail (3) 8dx3 -1/2' Screws each side Flange to plate log. Log Wall Insulation Nut w/ timber washer First log (1/2 or full) Silt plate z 1 1/2' Rim Joist (min.) w/ 1/2' sheeting to Mud sill Floor Joist or blocking 16 o,c, Coupling nut w /jam nut Anchor Bolt as per Engr w/ UBC washer 2x8 P T Fnd. mud sill. 8' Concrete foundation, #4 2' o.c.e w <2) #4 Cont. footing Log Walt Through Bolt Detail Detail® 3/4' T &G subfloor Joist at 16' o.c. NN- 2x10 rim joist LU210 hangers w /8dx3.5 screws through rim into log 8dx1.5 screws Into joist <web filter) if 'I' joist, Floor Joist to log wall connection Nut w/ timber washer` 5/8' al! thread for one 3/4' alt thread for two May have self adjusting Top of Wall log Insulation Log Wall 6x6x1 -1/2 Blocking 6' Tension Spring W /nut washer /'Alternate Self i adjusting nut, Floor Joist or blocking 16' o.c. story story nut. Anchor Bolt as per Engr w/ UBC washer Connection to plate log not shown for clarity 2x8 P T Fnd, mud silt. 8' Concrete foundation, Log Wall Through Bolt Detail Exterior of Loa Intersect Detail 0 Ridge Log /Rafter Connection Alternate to through bolt. 5/8' lag bolt on each side of Interlock at least 5' into log below 3/4' for 1st floor of 2 story Single lag bolt with spline for doorways. 5/8' all thread for one story 3/4 all thread for two story 6' Tension Spring W /nut washer Alternate Self adjusting nut. 1 1 Floor Joist or blocking 16 o.c. R -30 Insulation Anchor Bolt as per Engr w/ UBC washer 2x8 P T Fnd, mud sill, 8' Concrete foundation. Roofing over 30# Tar Paper 0/ 5/8' sheeting 11 -7/8 TJI /210 2' 0,C. Rafters Flange to ridge log(s). Construction Sitel Hoare Road Parcel #1 00 off Black Diamond Rd. 7 Revisions' (3) 8dx3 -1/2' Screws each side 1/4.0 M3 d Q S U p,3 (1) 0 t �C -p p d .-i o, c H U Sc 1/2 Job' 09030LD Date' Sept 2009 Sheet of 4J 1 -1/8' Hole 1/2'x5'x5' Plates 0 0 I 5/16' holes Typical 4 Use 30D spikes or SDS3 screws 1' All thread 3/4' 0 0 Self Draining, Shrink -fit, Compression fit notches designed to remain tight fitting as logs shrink as they dry. Corner Notches overscribed to ensure a tight shrink fit. in N 1 4 N /4V/ Settler Detail Used under posts where shrinking walls can affect post length, Exterior Log Extensions Mid- Height in a Wall. Fill Notch Lateral Groove with fiberglass insulation. Relief opening space top of notch to allow for compression. Saddle Notch Detail Scandinavian Full Scribe Method (not to scale) Taper ring connector or 1x3x8 plywood spline Interlocking, Peeled, Insulated Log Walls. 5/8' Redi -rod Thru -bolt c/w Nut Washer 0 Top Spring, nut Washer Bottom to keep logs compressed during wood shrinkage maintain tight. Barrell Bolt Nut Timber Washer 3/4 bolt 0 0 —4 3/4'x1- 1/2'x4' steel nut tapped 3/4' In 1 -7/8' plugged hole or square mortise I I N S CNAL U 1 d Q) o W Q Revisions' Zy, d E S Uoj �C O) L L o d .-i O o, c o, I- U Scale' 2a =1' Jobs 09030LD Date' Sept 2009 Sheet of 4/ Log Wall Window Framing Detail Double Header Logs of 11 Inch mean Diameter Minimum, This meets lateral wall stability requirement when wall longer than 30' Requires 1' x 18' dowelts at 6' o.c. to assure logs work together Predrill with 1 -1/8' Typical Window 1' x 18' hardwood dowel( Staggered beside window or door openings, Predritll with 1 -118' Window Door Framing to allow for at least 4 Inches of settlement Entry Purlin Purlin Connection Option' inlet 2x4 spline each side of Window doors allowing logs to shrink and attached to frame Revisions! l 3/4' Through bolt N w /timber washer -nut both ends, CO CO d G1 Supporting Purlin S u Q to In -6 2 Suspended Purlin d N Q Q o?S 0) i L p O J x d N d. N C H U Scale! 1/2' =1' Job! 09030LD Date' Sept 2009 Sheet 3 of q Note' 13' Minimum Diameter Logs 10' Minimum Diameter King Post Roof system Rafters Barrel Bolt or double 5/8' Lag Bolt 5' Into log. 3/4' Bolts <typ.) 3/4' Barrel Bolt or double 5/8' Lag Bolt 5' Into tog. Logs on house wall only Arch cut In central wall Barrel Bolt or double 5/8' Lag Bolt 5' into log, 3/4' Bolts <typ3---\ ,6 _Jo L 'I Z a t\ W N O) a) c' _p u). `J ci_ Ridge Log Connection Lag Screw option. Or post bottom Zd 7 Revisions' Lao bolt 8 -04 co CJN oM CU vp 1 (Y) CU co in cr. CD Z 1/40 3 (U CO d Q S U Q, PQ Q to Qj L °?S CO L L d O I CU (L c I- U Scale' 1/2 =1' Job' 09030LD Date' Sept 2009 Sheet 4 of 4