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Specifications �sTw�s-- aooa RECEIVED ►Lc6 z s sw TODD MAURER P.E. SVnr�y_ Lt`l r07)s75-24io JUL 8 2015 7/2/15 15-31 3 i 75 Oswego.nt Rd CITY Lake Oswego, o 97035 OI'TIGARD tmaurer_62@Mtrna■.com BUILDSIV� i CG11@OE IEHO @-ut DIVISION Calculations & Details Underwood Residence Patio Cover 0 14625 SW Sunrise LN Tigard OR References: OSSC, NDS, EnerCalc&Drawings 69 Pine Ridge Pg Calculations 1-9 `- G, N PFFSS/ eta F: O� 'S 8 : .2� k /B, . . Ue. Mae' N oc4 60 R FR' ST OP !EXPIRATION DATE 159 Todd Maurer P.E. OR.Lic No. PE 81862 Exp. 12/51/2016 5175 EDGEMONT RD LAKE OSWEGO,OR 97055 M5L(707)975-2+10 tmaurer 62 @kotmail.com L , • ..,- ,' -- •:-- '"` ' , . . .. . . i i - ' 1 . . . , +'......, . 4 . ..... , U^r"rx 0 vi, '4"N■flittl\ii*IIIA, . . ., ' • . — tolieilb. • 6 Il14,„).• 4.. ,limLeik 7' .-,,_ ', .• -, -.Ciil-.,.,-4siin,14*- „!,#Yr-Jr4.,„ _ A - (1, :..,,,,,,,v1,. ...,,, „+„-,, ,,- , ,,---„, ,---., -,,,--. • 47. ..,,,,-4 - -- - - . . ,:, • : - . , . . . . . .. . .. .. . . -. -' • I‘ , , . - ,. -, , ,.,*.-. .,, . „ , .. ....., . "''',7, ' ' • ... ., . . .. , ,. . t _ , , a .i! ...• ' •-41 . , !ii.._,...,..C.„*") . , .........,- - „„ .. aok...164, , , .,. ., ,- . 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G -T`i . i M ENGINEERING Project Title: li 3175 Edgemont Rd Engineer: Project ID: Lake Grove OR Project Descr: ISM'1' Printed: 2 JUL 2015, 4 57P WoodCOQ Column File=1\psfUmme\DOCU-CQO'ENER-TSI115-31.ec6 ENERCAI.C,INC.1983-2015,Buik1:6,15.1.8,Vec6,15.1.6 Lic.#: KW-06009832 Licensee:TM Engineering LLC ?escription : CHECK WOOD COLUMN VERT&LAT 3.5 TALL WALL COULUMN L=5.5 Code References _ . . ..m .. . Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 uad Combinations Used:ASCE 7-10 General Information Analysis Methc Allowable Stress Design Wood Section Name 6x6 Fnd Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Heigh 5.50 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Specie Hem Fir(north) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 t b Tension 550 p psi si Fv 135 si Area 30.250 inA2 Cf or Cv for Compressia 1.0 Ix 76.255 ink' Cf or Cv for Tension 1.0 Fb-Compr 550 psi Ft 375 psi inA4 76.255 in 4 Cm:Wet Use at re Fad Factor 1.0 Fc-Pill 575 psi Density 29.64 pcf Ct:Temperature a 1.0 Fc-Perp 405 psi Cfu:Flat Use Factor 1.0 E :Modulus of Elasticity. . .x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1100 1100 1100 ksi Use Cr:Repetitive No(non-glb only) Minimum 400 400 Brace condition for deflection(buckling)along columns: X-X(width)axis Unbraced Length for X-X Axis buckling=5.50 ft,K Y-Y(depth)axis Unbraced Length for X-X Axis buckling=5.50 ft,K Applied L oads >",-, ,z.„ ... s Service loads entered.Load Factors will be applied for calculations. Column self weight included : 34.248 lbs*Dead Load Factor AXIAL LOADS . . . Axial Load at 5.50 ft, D= 1.190 k BENDING LOADS . . . Lat. Point Load at 5.50 ft creating Mx-x, W =0.880 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.07298:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-> 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are. Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 1.224 k for load combination: n/a Applied Mx 0,0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 554.59 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0: 1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Cf or Cv:Size based facto 1.000 1.000 Location of max.above base 5.50 ft Applied Design Shear 0.0 psi Allowable Shear 135.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+L+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+Lr+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft . +D+S+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+0.750Lr+0.750L+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+0.750L+0.750S+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+0.60W+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+0.70E+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+0.750Lr+0.750L+0.450W+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft • • M ENGINEERING Project Title: 5/ 3175 Edgemont Rd Engineer: Project ID: Lake Grove OR Project Descr: t S -11 _ Printed: 2 JUL 2015, 4:57M Wood Column File=11psflhome\DOCU--CQOIENER-TS1115-31.ec6 ENERCALC,INC.1983-2015,Build:6.15.1.6,Vec6.15.1.6 tc.#:KW-06009832 Licensee:TM Engineering LLC Jescription : CHECK WOOD COLUMN VERT&LAT 3.5 TALL WALL COULUMN L=5.5' Load Combination Results Maximum Axial+Bendinci Stress Ratios Maximum Shear Ratios Load Combination C D Cp Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S+0.450W+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +D+0.750L+0.750S+0.5250E+H 1.000 0.964 0.07298 PASS 0.0 ft 0.0 PASS 5.50 ft +0.60D+0.60W+0.60H 1.000 0.964 0.04379 PASS 0.0ft 0.0 PASS 5.50 ft +0.60D+0.70E+0.60H 1.000 0.964 0.04379 PASS 0.0 ft 0.0 PASS 5.50 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H k k 1.224 k +D+L+H k k 1.224 k +D+Lr+H k k 1.224 k +D+S+H k k 1.224 k +D+0.750Lr+0.750L+H k k 1.224 k +D+0.750L+0.750S+H k k 1.224 k +D+0.60W+H k k 1.224 k +D+0.70E+H k k 1.224 k +D+0.750Lr+0.750L+0.450W+H k k 1.224 k +D+0.750L+0.750S+0.450W+H k k 1.224 k +D+0.750L+0.7505+0.5250E+H k k 1.224 k +0.600+0.60W+0.60H k k 0.735 k +0-600+0.70E+0.60H k k 0.735 k D Only k k 1.224 k Lr Only k k k L Only k k k F Only k k k W Only k k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H O.00001 Oi 0.000 0.00th 0.00@ +D+L+H 0.00001 0.000 0.0001 0.000 +D+Lr+H 0.00001 0.000 0.00th 0.000 +D+S+H 0.0000 0.000 0.0001 0.000 +D+0.750Lr+0.750L+H 0.00001 0.000 0.0001 0.000 +D+0.750L+0.7505+H 0.00001 0.000 0.0001 0.000 +D+0.60W+H 0.000th 0.000 awe, 0.008 +D+0.70E+H 0.00001 0.009 0.0001 0.008 +D+0.7501_1+0.750L+0.450W+H 0.0000i 0.000 0.0001 0.000 +D+0.750L+0.7505+0.450W+H 0.00001 0.000 0.0081 0.000 +D+0.750L+0.7505+0.5250E+H 0.00011 0.000 0.00th 0.000 +0.60D+0.60W+0.60H 0.000th 0.000 0.0001 0.000 +0.60D+0.70E+0.60H 0-000th 0.000 0.00th 0.008 D Only 0.00001 0.000 0.00th 0.008 Lr Only 0.000th 0.000 0.00(h 0.000 L Only 0.000th 0.000 0.00th 0.000 S Only 0.000th 0.000 0.00th 0.008 W Only 0.00001 0.008 0.00th 0.000 E Only 0.000th 0.000 0.00th 0-000 H Only 0.00011 0.000 0.00th 0.000 TM ENGINEERING Project Title: 3175 Edgemont Rd Engineer: Project ID: Lake Grove OR Project Descr. 4 I Printed: 2 JUL 2015. 4:57PM Wood Column File=aast1homeMOCU-cwrnENER-TSn15-31.e:6 ENERCALC,INC.1983-2015,Build:6,15.1.8,Ver..6.15.1.6 Lic.#: KW-06009832 Licensee:TM Engineering LLC Description : CHECK WOOD COLUMN VERT&LAT 3.5 TALL WALL COULUMN L=5.5' Sketches rift Loads o if) a 6.6 5.50 in Loads are total entered value.Arrows do not reflect absolute direction. / r ASPECT 21095 Quasi Lane P:154 F Bend,OR 97701 elliallialleeeleIlly.00111 NG0 441 VIII www aspeCte+l'urns May 22, 2015 RECEIVED Pine Ridge Design Attn: Craig Boling JUN - S 2015 PO Box 8713 CITY OFT1GAkD Bend, OR 97708 BUILDING DIVISION Re: Underwood Residence Patio Roof 14625 SW Sunrise Lane Tigard, OR 97224 Mr. Boling: Per your request, we have reviewed your drawings for the project referenced above. The purpose of our review was to provide gravity and lateral engineering in accordance with the requirements of the 2011 ORSC. We have red-lined your attached drawings with the lateral design requirements. Please incorporate these into your final drawings. Gravity Requirements: We have designed the gravity resisting system; including rafters, beams, columns, and footings. Please note: The beam sizes given are minimum requirements, and may be sized larger for architectural or construction purposes. The ed clalculati�ons end structural details foraadd additional 2011 ORSC requirements. Please see the attached Lateral Requirements: We have designed plywood shear walls in accordance with the 2011 ORSC. All plywood shear walls shall be constructed per the attached requirements, and as noted on the plan set. Shear walls shall extend to the underside of the framing /sheathing above. All other construction not specifically detailed herein shall conform to the requirements of the 2011 ORSC. Please contact our office if you have any addition •uestions or comments. Respectfully Submitted: by PPG' . ' 089 , t �li. . S. Alan Bodnar, P.E. .. Att. k.s1 44,4p4 log EXPnEs.// ! ASPECT 21095 Quail Lane P.541.550.8416 INN Sed.0" 97701 E alatleSSPectengr-com WAWSOPECOMFOgal GENERAL NOTES: 1. Design Criteria: a. Building code: 2011 ORSC b. Gravity Loads: Dead Load Floor 15 psf Dead Load Roof: 15 psf Live Load Floor: 40 psf Snow Load Roof: 25 psf c. Wind Criteria: i. Wind speed: 95 mph (3 sec. gust) ii. Exposure: 'B' iii. Topographical Effects: No iv. Wind Pressure: 18 psf(Table R301.2(1)) d. Seismic Criteria: L SDC: 'D,' ii. Importance Factor 1.0 e. Allowable Soil Bearing Pressure: 1,500 psf 2. Concrete compressive strength in 28 days: 3,500 psi. Note: Foundations designed for 2,500 psi concrete, therefore, no special inspection required. 3. Concrete reinforcing: ASTM A615 Grade 60 4, Grout under base plates to be high strength, non-shrink. 5. Reinforcing bars to be spliced as indicated on the drawings, Where lap splice lengths are not shown, lap per ACI 318 (current edition) 6. Clear cover from face of concrete: a. Walls, Pedestals: 2" b. Columns: 1 W c. Footings: d. Grade Beams: 1 W top, 3" bottom and sides (measured from edge of stirrups) 7 All concrete to bear on 6' crushed rock compacted to 95% modified proctor over approved structural fill, over native, undisturbed, non-expansive, non-organic soil. 8. All Glued Laminated timbers shall be 24F-V4 for simple spans, and 24F-V8 for multiple spans, unless noted otherwise on the plan set. 9. All hangers /connectors shall be installed per the manuf- t s recommendations. HEADER CAPACITY TABLE(LOADS IN PLF) HEADER NOTES: - - -SPAN - 3'-6" 4-6- 5-6" 6*-6" 8'-6" , 1. DOUGLAS FIR-LARCH No.2. [4x6) 1,100 650 450 370 150 2. LOADS SHOWN ARE DEAD LOAD CAPACITY ONLY WITH NO INCREASE FOR LIVE OR SHORT TERM I 4x8 I 1,900 1,100 750 550 320 . LOADING. (4x10] 2,900 1,750 1,150 800 450 3. ALL HEADERS SHALL BE SUPPORTED BY A SINGLE (4x12 i 3,950 2,350 1,60 _ TRIMMER, U.N.O. ON THE FRAMING PLAN,AND KING 0 1,130 660 POST COLUMN CAPACITY TABLE(LEIS) ' - ' HEIGHT 8'-0" 9'-0* 10*-0" 11'-0" 17-0' BRACED UNBRACED BRACED UNBRACED BRACED UNBRACED BRACED UNBRACED BRACED UNBRACED 1 ...... t====== =.===: 11 V- tv.. .=.... --.-- , .• 2x4 1,980 N/A 1,730 N/A 1,510 N/A N/A N/A N/A N/A , 2x6 3,850 N/A 3,700 N/A 3,500 N/A 3,250 N/A 3,050 N/A (2)2x4 3,950 2,450 3,450 2,100 2,950 1,800 2,620 1,580 2,300 N/A (2)2x6 7,700 3,650 7,400 N/A 7,000 NIA 6,500 N/A 6,100 N/A +-. 4x4 4,800 3,650 4,200 3,150 3,650 2,750 3,150 1 2,450 2,750 2,100 4x6 10,000 5,400 9,500 4,750 8,900 4,150 8,250 3,600 7,650 N/A 6x6 11,750 10,250 11,350 9,600 10,800 8,900 10,200 8,200 9,500 7,550 • COLUMN NOTES: 1. DOUGLAS FIR-LARCH No.2. 2. LOADS SHOWN ARE DEAD LOAD CAPACITY ONLY,WITH NO INCREASE FOR LIVE OR SHORT TERM LOADING. 3. ALL COLUMNS ARE DESIGNED FOR 1"ECCENTRICITY. 4. ALL'BRACED'COLUMNS ARE DESIGNED WITH THE WEAK AXIS BRACED,AND THE STRONG AXIS UN-BRACED. 5. SINGLE 2x TRIMMERS ARE DESIGNED WITH 1/2" ECCENTRICITY Allowable Axial Loads (lbs)Tor 1.8EFr3rallamo PSI I CeOMM Et f ec fv /2x Column tring i 31/2"x 31/2" 3V 1 7" Sae 5W a 51A" 554"x 7" r x 7* Type Length 00% Inn 125% ion IMO 125% 100% IIMIEVI Ion MU M 100% MEM ion IMES31 6' 10,595 11,700 11. 15 15.890 16,8001 17,310 N 100 2Z395'.73,095 33,295 36615 38,135 •0,000 40,000 40,000 40,000 40,.000 40,000 7' &j5• 9,140. 9,370 13,105 13,710 14-060 174/51. .'t t iiS .010 * 51340361 Ow ,Owl 000 i 000 4-000 8* 7265; 1:550i 7,715 10900 11,325 11,570 14,535 15,100 15.475 26,650 264'1 29.555 35,530 31,985,39,410 40,000 40,000 *0.000 Q lis . 4 7440 vie .,0,40 9660 I 227-6 174640 1 880 4.15 2i-4 1 25.70 31 -1 1 115 34165 40000 4 000' ,ilk, re 5,200 5,155' 5,445 7•800 8,035 8,170 10,400_10,715 10,395 20,660 21,6+ ,22,290 27,545 29,925 29325 40,000 40,000,40,000 Col a unmn Ma:it owl 4,030 5325:: S96 6,050 7,765 7,955 1 8015 16160 16,+1174.1475 21446 22.45122.900 40000 .777, .oto sase Ma 000 3116611.00_4,500 _4,595 4,645 6,005125) 6,195 1 890 13,315 1.3,560 17 85 17 755118 080 34 155 .'.,785 36,720 16 10„430_ 10,7 5410150 13910 310 14,599 UM - , 1 30,300 1 NM ra' 22' 24' Sleneeittess;:1!1L''z' ".1'.SO 8.010 3805' 9!I0 560 1)850 1 010 24 020 24360 25 345 7,225 7 .__.5: 7,535 9,710 '925 10,'.-+ Ma 4 110 1,475 11,630 18.125' 18.405 Kin 15711t15i35 , ASPECT PROJECT: UNDERAIOOD RESIDENCE 21095 Quail Lane Bend, OR 97701 CLIENT: PINE RIDGE (541) 550-8416 ph JOB No.: 150503 DATE: 5/22/2015 . . illid L 1 VV.)LAMM L.:I*M Bend,OR 97701• Proxict Descr ENGINEERSSO Pnoted 1 WY 21515 5 7.2144 Fie xcliannALN490-110eskto$Aspx*Prileclifil50503-111.licERN-11C6 Woad Beam i ENERcAmgc ignans,eutitt15.1,1#,ver:615.1.19 Lb .#:KW-06008439 Licensee:S. ALAN BODNAR Description' RB2 CODE REFERENCES‘11111111r-' --- , * Calculations per NOS 2012,IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method-.. Allowable Stress Design Fb-Tension 2,400.0 psi E:ModuluS of amIkity Load Combination IBC 2012 Fb-Compr 1.850.0 psi Ebend-xx 1.800.0 ksi Fc-Pill 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species :OF/OF Fc-Peg) 650.0 psi Ebend-yy 1.600.0 ksi Wood Grade :24F-Vd Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 00 0411$.10 1381 V V V V V , 5.802 i . i Span=17 Oft i ..............._______.... __-_.. ......... .... . . --- - , , ..„. - .. Applied Loads ; _. ..,.,,‘,,, ,, Service loath entered.Load Factors vall be applied for calculations. ... Uniform Load: D=0.M30, S 7--0.13ao, Trtkitary Width=1.011 DESIGN SUMMARY AillOiibi- Desi n OK Maximum Bending Stress Ratio = . 0.263 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span 5.5x1 2 Section used for this span 5.5x12 lb:Actual = 725.78 psi N:Actual - - 31.71 psi F8:Allowable = 2,760.00psi Fv-.Allowable ._ 304.75 psi Load Combination 404.541 Load Combination -.04641 Location of maximum on span = 8.500ft Location of maximum on span = 0000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span*1 Maximum Deflection Max Downward Transient Deflection 0.183 in Ratio= 1114 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.293 in Ratio= 696 Max Upward Total Deflection 0.000 in Ratio' 0<240 Maximum Ewa&Stresses for Load Combinations ,....._. was cantinas:in Max Strs Races Moment Uwe Deer Values - %rent target SPin 1 M lir Cd C Ci Cr Cm C t C1 M lb Pb V k F', _._ - _ 404+1 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0 126 0.059 0.90 1M0 1.00 1.00 1.00 1.00 1.03 3.00 272.58 2160.00 062 14.16 238.50 .+13+1441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17 0 fI 1 0.114 0.053 1.00 1.000 1.00 1.00 1.00 1,00 1.00 3.00 272.58 2400.00 0.62 14.16 265.00 404-lx44 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0 091 0.043 1.25 1 003 1.00 1.00 1.00 1.00 1.00 3.00 272.58 3000.00 0.62 14.16 331.25 +04-644 1.000 1.00 1.00 1.00 1.00 1,00 0.00 0.00 0.00 0.00 Length=17,0 ft 1 0.263 0.124 1.15 1 000 i(X) 1.00 1 00 1.03 1.00 7.98 725.78 2760 00 1 66 37.71 304.75 40-40.750Lri0 750141 1.000 100 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Ltfigth=17.0 ft 1 0091 0.043 1.25 1.000 1.00 1.00 100 100 1.00 100 272.58 3000.00 062 14.16 331 25 +040.750140.750S+14 1.000 1 00 100 1.00 100 1.00 0.00 0.00 0.00 0.00 Length 17 0 ft 1 0222 0.104 1.15 1.000 1.00 1.00 1.00 1.00 1.001 0.74 612,48 2760.00 1.40 31.82 304,75 1 L Ivs3 uuaii ualeti ■ Bend,OR 97701 Project Descr. .;.s... maw an sail Fie>ct sVkLA 80-1: esittpkAspec ,. -'`iii Wood Beam N.C. C.1 -V15,: '':".- 5.i 1: Lie. Licensee S.ALAN Bt?ClMAffi Lie.4:KW-06008449 e Description. R82 Max Stress Ratios Moment Values Shear Values Load tornbtrtation .._ Segment Length SOan 4 M v Cd Cm C 1 Cr Cm C 1 C1 M lb Fb V fir Fv +0+0 60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0,00 0.00 0.00 Length=17.0 ft 1 0.071 0.033 160 1.000 1.00 1.00 1.00 100 1.00 '3.00 272.58 3840 00 0.62 14.16 424.00 +0+0.7 H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.071 0.033 1.60 1.000 1.00 100 1.00 1.00 1.00 3.00 272.58 3840.00 0.62 1416 424 00 +0+0750Lr+0.7501+0.450W+H 1.000 100 1.00 1.00 1.00 1,00 0 03 0.00 0.00 0.00 Length=17.0 ft 1 0.071 0.033 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.00 272.58 3840.00 0.62 14.16 424.00 *0+0:750L40.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 000 Length=17.0 ft 1 0.160 0.075 1.60 1100 1.00 1.00 1.00 1.00 1.00 5.74 612.48 3840.00 1.40 31.82 424.00 •0+0.7501.0.7505+0.5250E41 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.160 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6,74 612.48 3840.00 1.40 31.82 424.00 +0.600+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17.0 ft 1 0.043 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.80 163.55 3840.00 0.37 8.50 424.00 *0000+0.70E+0 60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=17 0 ft 1 0.043 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.80 163.55 3840.00 0.37 8,50 424.00 Overall Maximum Deff140115 . Load Combination Span Max.- Dell Location in Spat Load Corribinaticei Lim"+*Del tholes ki pler +cy+S+H 1. 1 02930 .. _ 00030... atm 1/ettiC81 Reactions B+upOe1 tla n.• Far left is 111 Values in KIPS Load Combination Support 1 Support 2 Overall MAXirrnun 1.879 1.879 Overaa MlNimt%n 0.423 0.423 4041 0.706 0.706 +O+L+H 0.706 0.706 +0+1_r44 0306 0106 - +046 1.879 1.879 +0+0.75011+0.7501+11 0.706 0.706 +040,Th0L40.750S+}t 1.585 1.585 4040,80W41 0.706 0.706 40+0.10E41 0.706 0.706 +0+0.7501r+0.750140.450W44 0.706 0.706 ` +0+0,7501.0.750S+0.450W44 1.585 1.585 +040.750t.40.750640.5250E+1 1.585 1.585 +0.600+0.60W+0.60H 0A23 0.423 +0.600+0.70E+0.60H 0.423 0.423 0 Only 0.706 0.706 Lr Only L Only S Only 1.173 1.173 W Only I E Only H Only s 1 1 i I . , EIEc Ivxr Wua+Lam ProtectOescx Bend,OR 97701 E#vGItatEERr►rG 1150503-1 ff r-1.CC6 Fps=�u}spr5lAtAt�Y 1 • Wood Beam E?EF".CALC.NO.1983.2015,Eu016.15.1,19,Ver 5,15.1.19 Licensee:S.ALAN Bcltit4lsR Description: RB3 CODE REFERENCES ....... Calculations per NOS 2012, IBC 2012,CRC 2013• ASCE 7-10 Load Combination Set- IBC 2012 Material Properties Fb-Tension 2400 psi E:Modulus of Elasticity Analysis od Combination: IBC 2012 Stress Design Fb-Compr 1850 psi Ebend-xx 1 BOOksi Load Corot nation i BC 2Q 12 Fc-Prii 650 psi Eminbend-xx 930 ksi Fc_Perp 650 psi Ebend-yy 1600ksi Wood Grades :24F - Fv 1265 psi Erranbend-yy 830ksi Wood Grade :24F V4 Ft 100 psi Density 32.21 pef Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Dt1 013)S#1.888) D{0.225)S{0 3751 V y Y 55x15 Span=18.0 It F Service taada entered.Load Factors*1�1 be applied for _ _ G6i "� Applied Leeds . �w . __----- Load for Span Number 1 Tributary Width=1.0 h Uniform Load- 0=0.2250, S=0.3750 kilt,Extent=0.0-»11.0 ft, Point Load: 0=1.013, S=1. 88k411,0fl ��si«n OK DESIGN SUMMARY .,� - ,, :-. fl.291 : 1 Maximum Bending Stress Ratio = 0.585 1 Maximum Shear Stress Ratio Section used for this span 5.5x15 Section used for this span 5.5x15 lb 1,538.85 psi fv:Actual 88.81 psi F :Actual Fv Allowable - 304.75 psi Ft3:Allowable _ 2,721.74psi �� Load Combination �+S+�l Load Combination 4,541 ft Location of maximum on span = 9.39411 Location of maximum on span = #1 Span#where maximum occurs - Span#1 Span#where maximum occurs Span Maximum Deflection Ratio= 645 Downward Transient Deflection 0.335 in Max Upward Transient Deflection 0.000 in Ratio= 0<360 Ratio= 403 Max Downward Total Deflection 0.000 in Ratio= 0<240 Max Upward Total Deflection • Maximum Forces&Stresses for Load Combinations .._ Smear Values Load Moment Values Mane Stress Ratios -- --- Combination _. . - - _ .__ C C CI Ct CM C t CL [YI 1b Ft d Er ry __ 0.00 OAO 0.00 0.00 4041 Length-18 Oft 1 0.711 0140 0.90 0.998 1.OD 1.110 1.00 1.00 1.00 9.92 571.10 21 X 04L+H 0,986 1.00 1.00 100 1.00 1.00 0.00 , 0.00 0.00 0.40 0. 0 Length==18.0 f1 1 0.244 0,126 1.00 0.986 1.00 100 1.00 1.00 1.00 9.92 577.10 x.733 000 031 00 25500 40+43 0.986 1.00 1. 0 1.00 1.00 1.00 0 00 25 Length=18.0 It 1 0.195 0.101 1.25 0.986 1.00 1.00 1.00 100 1.f1C� 9.92 577.10 2 .41 1.83 C0. 3.31 3 125 +0-S4.1 0 986 1.00 1.00 1.00 1.00 100 Length=18.0 it 1 0.565 0.291 1.15 0.986 1.00 1.00 1.00 1.00 1.00 26.45 1.538,85 2721.74 4.88 88,81 304.75 +0+0.7501..r40.750L41 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0,00 Length=18.0 ft 1 0.195 0.101 1.25 0 986 1.00 1.00 1.00 1.00 1.00 9.92 57710 2958.41 1.83 33.31 33125 t 1 V7J VtJdl W!R Bend,OR 97701 ,„4„,„,, Project Oesc p Fain*1i1MYM 3tr.°, i4Np' EC6 Er lt. •,4 r ; . ..15.1.19 • c.*: Beam �.°A .� ... :;, Licensee:S.ALAN SOONAFI 19 ��.�:�cw-osoosaae DeletiPOO": 13 Moment 1i�11i Shear Values Load Cvllon SAS C C G Cr t C M b F b v 4v Pv Span 4 M V d FN ---- 0.00 0.00 0.00 0.00 0.896 1.00 1.00 -1.00 1.00 1.00 .0Len Length r-185QS++i 1.00 1.00 1.00 1.00 1.00 . • 1288.41 2721.74 4,12 74.94 304.75 Length=18.0 ft 1 OA77 0.246 1.15 0.986 4040 60W.1-1 0.986 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=18.0 ft 1 0.152 0 079 160 0.986 1.00 1.00 1.00 1.00 1.00 902 577.10 3786.76 0.00 1.80 3.31 42000 +0+0.70E++,1 0.986 1.00 1.00 1.00 1.00 100 Length=18.0 ft 1 0.152 0.079 1.60 0,986 1.00 1.00 1.00 1.00 1.00 9.99 577.10 3786.70.76 1.83 3.31 420.00 +13+0"7501x+0:7501 +N 0.986 1.00 1.00 1.00 1.00 1.00 Length-18.0 ft 1 1 0.152 0.079 1.60 0986 1.00 1.00 1.00 1.00 1.00 9.92 577.10 3786.76 0.00 0.00 0.31 424.00 4),0.750L'0,750S+0.450W+H 0.986 1.00 1.00 1.00 1.00 1.00 Lengths 18.0 ft 1 0.343 0,177 1.60 0,986 1.00 1.00 1.00 1.00 1.00 is 32 1.298.41 37 6.7760 4.12 74.94 420.00 +040.7501.4,750.5+0.5250E+H 0.986 1.00 1.00 1.00 1.00 1.00 Lengths 18.0 ft i 0.343 0.177 1.60 0S86 1,00 1.00 1.00 1.00 1_00 r 32 1.298,41 3786,76 4 .12 70,94 42000 +00 600'.0,601.0.60H 0.986 100 1.00 1.00 100 1.00 Length=18.0 ft 1 0.091 0.047 150 0.986 1.00 1.00 1.00 1.00 1.00 5.95 346.26 3786.76 0.00 19.98 424.00 .0.60040.70E+0.60H 0.986 1.00 1.00 1.00 1.00 1.00 lexpb=180 8 1 0.091 0.047 1.60 0"986 1.00 1,00 1.00 100 1.00 5.95 346.26 3786.76 1.10 19.98 424.00 Laid Span Max.''Deft Location Span Load Combination '. gpOp 4.000__ 0S'.i_.__ .. 1 0.5357 8.934 Supppet not+5on:Fsr MR It Yalaea to tt�'8 vertical Reacti - .v. -.�. _ Low Cornbinatfon Support 1 Support 2 Overall MAXImum 5.634 3.66 Overall MlNirrwmn 1.268 0.825 +041 2.113 ISM +434.44i 2.113 1.375 40+i/4H 2.113 1.315 40+6+H 5"634 3.667 +0+0.7501140.750141 2.113 1.375 +0+0.7501+0.750S+H 4.753 3.094 +040,60W41 2.113 1.375 +0+0.70E+H 2.113 1.375 +0.0,7501r+0,7501+0.450W+11 2.113 1.375 +0.0.750L+0.750S+0.450 41 4.753 3,094 40+0.7501+0.780S+0.5250E4 1 4.753 3.094 +0.600+0"60W+0,6014 1.268 0,825 +0.600+0.70E+0.60H 1.268 0.825 D Onty 2113 1.375 U Onty L Only S Ony 3.521 2,292 W Only EOny H Only '-. ,,, W, , , ' ,. "a,. FOUNDATION SCHEDULE I 'MARK MAX LENGTH WIDTH THICK REINFORCEMENT LOAD .1F-11 5,500# 7-0 Z-0* 10' (3)#4 BARS EA.WAY 1F-21 8,600# 7-6* 7-6* ICY' (3)#4 BARS EA.WAY 1F-31 12,100# 3*-0* 3'-0" 17 (4)#4 BARS EA.WAY (F-4) 16,500# 3'-6 3'-6" 12" (4)#5 BARS EA.WAY 1F-51 21,500# 4.-4:r 4.-0* 12' (4)#5 BARS EA.WAY [F-61 27,400# 4'-6' 4'-8" 12" (4)#5 BARS EA.WAY 1F-71 33,800# 5`-0" 5'-O" 17 (5)#5 BARS EA.WAY 1 F-81 41,000# 5'-6" 5'-6" 12" (5)#5 BARS EA.WAY FOUNDATION NOTES: 1. ALL COLUMN FOOTINGS SHALL BE CENTERED ON COLUMNS AND WALL FOOTINGS SHALL BE CENTERED BENEATH WALLS,U.N.O. 2. ALL FILL ANC UNSUITABLE FOUNDATION MATERIAL SHALL BE REMOVED AND FOOTINGS REST ON ENGINEERED FILL OR UNDISTURBED NATIVE MATERIAL 3, ALL CONCRETE SHALL BE 3500 PSI. ALL MATERIALS AND PROCESSES •• THIS END SHALL CONFORM TO CURRENT ACI STANDARDS 4, FOOTINGS ARE DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY . * 1500 PSF. 5. STEEL REINFORCING SHALL BE ASTM A-615 GRADE 60 WOOD POST PER PLAN WOOD POST PER PLAN II (WITHIN WALL CAVITY) SILL PLATE 11111 SIMPSON POST BASE CONCRETE STEM WALL 11 PER PLAN REINFORCEMENT PER SCHEDULE 1 0 1-- 0 >- in A • • . • , • • •* El a *---**----""77.--- i -.:02. °,tf: ,;‘, ,:,,.-.- .—ts Arriall° -r_ ... •_'- \—FOOTINGS TO BEAR ON 6" FTG WIDTH FTG WIDTH COMPACTED GRAVEL BASE OVER / / UNDISTURBED NATIVE MATERIAL SPREAD FOOTING DETAIL FOOTING AND STEM DETAIL ASPECT PROJECT: UNDERWOOD RESIDENCE 21095 Quail Lane MIMI Bend, OR 97701 CLIENT: PINE RIDGE MI (541) 550-8416 ph JOB No.: 150503 I DATE: 5/22/2015 . - . ^ ASPECT • 21095 Quail Lane' ' P: 541650.8416 Bend, OR 97701 El alanWaspeeteneaccom . , 4. ENGINEEROSIG -------- --'--- - Pct= Pdt= 18 TranmeryePat= 18 Pbt= 18 pd\= 18 Pc|= 18 Longitudinal 18 Ph\= 18 ~ Length Dia.Shear Diaphragm Tributary Total Shear Wall Un|t5h�a' Shear Wall Oia--'=- .nUj (Case) Wall Line ' (mR) (Feet) (plf) ' (Feet) `,_ (square feet) (Pounds) � ° � � [%rec�on Segment Lengths Demh�on A ' ' C D Total Length ~ ' Transverse 8.5 27 91 D_0 End Wall 136 8.5 288 S -1 2448 . \� Side walls do not ,add tMbto existing house . ` ` ` ` ` ` . - . ' . . , __ ________ ° _ ____, J�_ ~ ~__� . . 4 ` ' ' . . -_ . ' ' ' . • . HIMBILOBILL SCHEDULE(WIND LOADING GOVERNS) V16 ONEAMING,8dP.E.11. MAXIMUM - - PAWL -k, e TOP PLATE CLIPS Wil SILL NAILS MIL ANCHOR tOkt... , r led) (16d) BOLTS tON01 140 ' 'COE iki:MiCkr,4"mt. Hi Oa 24"o.c. lif 2it rag. lira@ 60"o.& , (ENPIPOI 170 ONE oz. Hi 4i 24"o.c. I 2x 8**It 10*0 @ 60"0.0. _. -0 I SW-II 364 ONE Ir. - LS50© 18"o.c.. g 2X 6.°A. 112"0©30"me. I SW-21 532 ONE 40 0.6. LS50(4) 12"o.c. 4 20"0.0. 111E:1112x 1 3:4*&6. Ina 1/2'0 0 o-_,4*, 1 fr 0.C. (SW-3l 686 ONE r 0.C. LS50© 10"o.c. [SW-4) 896 ONE T cka. LS90 @ 12"o.c. II 3x KM sire @ 22"0.C. (SW-61 728 TOWO 6"o.c. LS90 @ 14'O.G. 5/8"0 a-, 28"0.e. , 1 BW-B1 1064 T.TO Ir.0-c-- LS90 irs 12-O.C. 'MISCUE 5/8'O cf! 26'0.0. tient, TWO r S.C.• =MI IIIIINIIIIIIIIIIEIII N/A - STUD SCHEDULE ,4-,;....-2....1........" , ' 0...Lg....-. SHEAR EA--- lia f Tr7""'' :._10000011 END CAPACITY WALL tOsiows alma (LBS) . au= / , 0*-44..w.,---..44-tg Adik my = 146w IA Ca., INA cill 2175 I: ''. T ''k"-;"„ vevita. 11,1°‘ 3075 ,, 7"-,,. ...lila 2z 4565 i SYIPOi 110 0114 11* .,.,cal PW4 1145° 1 , _ , w rE;D:i 364 2042 " -,,H, * _ , 4004 11.1111111 g .. . . 5645 . ., ., . [SW-21 . , 532 4990 5A10 IIIIIIIIII 1111 WOK Bilt4 sem (SW-3 j 1110/11----- ill' r 0'. " ' ^ ' ,Ar II Is Ix 7870 is (3)2x (SW-4 3 ;: , TB* $04 1050 11111 IMIll'' Houtiosa ex 9535 (SW61 729 SSES illet 1280 1 7 CSIS lit 2x 1705 = S I . 2x 2490 im 3 W 96/0 10640 1 111 Citt (SW-Ti Erja . calitiii _ - IIM 1 , 04=16 ( )2x 4585 I t, OASTC14 (2)2x 6490 HOLDOWN , , ,1 ,BIBBIROkik itipi: It . SHEARV6141.Ni9ittmoil , 00114FORNI10 2014 OSSC,OR 1. ALL,0C)NS DR - IBEBBOr iitAtACITY CALLOUTISPECIFI(Xf1014 4014 OS) 201TORS 2. ilattrIBMBIKOBSBEM13 - TOBIEBBEIELABFIR-LARCH. , i ;,_ AB-1 SSTB16 ri eitsii 4420 3. WOU,MOS 11BW 1 es 41-101111001144--- • ...„4 ,,,,., AB-2 SST820 5/BS -wow 4600 4. SPACE FASTEM1011 ireil&SIIIIIIIPAUM IN THE FIELD. 5. PROVIDE 3x F4 11120103ERSIOADJ0iNING PANEL AB-3 SSTB24 5/8'S 205/8* 5175 EDGES WITH NAILBPACING OF 3"0.c.OR LESS. ,.., . AB-4 SST828 7/8-0 247/8' 10,100 6. STAGGER NAILS AT o.c.SPACING. 7. ALL PANEL EDGE* BE FULLY BACKED(BLOCKED). AB-5 SST834 70.0 *7/8' 10,100 8. WHEN PANEL1 TO BOTH SIDES OF WALL, A6-6 681,30 1-0 24' 13,575 OFFSET PANEL EDG S TO FALL ON DIFFERENT FRAMING * MEMBERS. i AB-7 urejmEN 6' 8676 9. SILL ANCHOR 8OLT TO BE A307,EMBED 6'TYPICAL. AB-8 7/8'011.8.,INV. 8' 12,474 PROVIDE A MIN (2)BOLTS PER SHEAR WALL SEGMENT,WITHIN 1 OF SEGMENT ENDS. •AB-9 51813 NIB.,INV. 10" 16,262 10. ALL SIMPS0t4 STRAPS,CLIPS,HOLDOWNS,AND ANCHORS SHALL BE INSTLL PER MFG.RECOMMENDATIONS. ASPECT PROJECT: UNDERWOOD RESIDENCE 21095 Quell Lane Bend. OR 97701 CLIENT: PINE RI111E t5411$50.1141 4 .'. . , No,. ,°-..„, . No.: 150501,* 000E: 5/22/2015 • , ASPECT E 21095 Canal Lane P 541 550 8416 `' Bend..OP 97 701 E:;alas xaspectengr corn www.aspectengt Corn Diaphragm Schedule: 7/16"APA Rated Sheathing: Diaphragm D, ,O: 7116" sheathing with 8d nails @ 6" o.c. panel edge nailing, and 12" o.c. nailing in the field. Panel edges are unblocked. Allowable shear"v"-170 pif("v"=230 pif for case 1 loading). Diaphragm DD1: 7/16" sheathing with 8d nails @ 6" o.c. panel edge nailing. and 12" o.c. nailing in the field. Panel edges are blocked. Allowable shear"v"=255 plf Diaphragm flD-2: 7/16' sheathing with 8d nails @ 4" o.c. panel edge nailing, and 12" a c. nailing in the field. Panel edges are blocked. Allowable shear"v"=340 pif Diaphragm D. -3: 7/16" sheathing with 8d s @Allowable w c. par panel edge nailing, and 12" o.c. nailing in the field. 3x framing and blocking at panel dg e . 15/32" APA Rated Sheathing: Diaphragm fl-0: 15/32" sheathing with 8hearl��80 elf("v�240 pif forlcase 1 loading). nailing in the field. Panel edges are unblocked. Allowable shear - Diaphragm DD11 15/32" sheathing with 8d nails @ 6" o.c. panel edge nailing, and 12" o.c. nailing in the field. Panel edges are blocked. Allowable shear"v°=270 pif Diaphragm 00=2: 15/32" sheathing with 8d nails @ 4" o.c. panel edge nailing, and 12" o.c nailing in the field. Panel edges are blocked. Allowable shear"v"=360 pif 19/32" APA Rated Sheathing: Diaphragm D-01 19/32" sheathing with 10d nails @ 6" o.c. panel edge nailing, and 12" o.c. nailing in the field. Panel edges are unblocked. Allowable shear"v"=215 plf("v"=28§Of for case 1 loading). Diaphragm DD1: 19/32" sheathing with 10d nails @ 6" pc. panel edge nailing, and 12" o.c. nailing in the field. Panel edges are blocked. Allowable shear"v"=320 plf Diaphragm flJ2: 19/32" sheathing with 10d nails @ 4" o.c. panel edge nailing, and 12" o.c. nailing in the field. Panel edges are blocked. Allowable shear"v"=425 pif 3 3 IA SI 2.0 S'' 0 COCI .4,• I at•?. t LIG) Z.S SVV S WI r(SC WM: - Lt..) glikgT2 gaOrd 4 s).... 11 gi. , , ,,,,e .,: w . ...„ .,- PARR RALEIGH HILLS UNDERWOOD ADDITION PITCH 4/12 W/ 2'-0" O.H. LOADING 25 - 7- 10 IRC 2012 EXP. B. WIND 140 MPH EXISITING BUILDING ---r ._. . .... , _ • </I --,______.....______........._...----......---. L.0 -- --.-- _. 0 -4- A03 NON-HEATED --___ --- ._, I —1 I iN, ,.. , .. A CV , (N1 N 4. _ -'""-- — SJO6 SJO4 SJO2 N If _ ==_H- ___ • II ll II AI , 1.1 , il ii _ __, 4.: ..,..- --_ ---.: — li — —=1_.._==1= .-2= "-= - : :I IL il ; . : III :: i: ::• 1 . , , . : i 1 I i 0 II ;I .: II I II .... I 11 II -il-- -11— II ,I II Jj i! !I II It II SJO ..,,_ SJO 116k: SJO2 I <29 oi I NI- co co 0 (Ni 0 CNI C) CO (0 C:. 0 CZ) 0 ,t- ',"" •■.- CD 0 4140 Y —) ---) --) ) --) -- --- —) 7 i 1 _ _— _ 0 z 4/12 CC a E5 cc a o aw 0 27' H co 208 3 0, - , > cc u., 45 ,-m c, E . ,%.9. Vggl o "Ii JOB NO: 152010 PAGE NO: 1 OF 1 Alpine, an ITW Company 8351 Kovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1VH1561-Z0502164430 Truss Fabricator: Trus-Way, Inc Job identification: 152010-PARR LUMBER RALEIGH HILLS UNDRERW00D ADDITION -- OREGON, OR Model Code: I RC Truss Criteria: I RC2012/TPI-2007(STD) O PRp Engineering Software: Al pine proprietary truss analysis software. Version 14.03. (<c>"E Truss Design Loads: Roof - 42 PSF w 1.15 Duration � r1G1MF�c �O Floor - N/A • 19575 P 'Q y Wind - 140 MPH (ASCE 7-10-Closed) Notes 06 02/2015 1. Determination as to the suitability of these truss components for the '9 OREGON P structure is the responsibility of the building designer/engineer of �Q record, as defined in ANSI/7P! 1. ��co IN.N 2. As shown on attached drawings; the drawing number is preceded by: CAUSR561 Kenn,,,d,,ee,�za,s Garold W.Heal Details: BRCALHIP- Submitted by GIN 16:14:08 06-02-2015 Reviewer: TSB $ $ # Ref Descri .tion Drawing# Date 1 14153--A01 15153136 06/02/15 2 14154--A02 15153137 06/02/15 3 14155--A03 15153138 06/02/15 4 14156--A04 15153139 06/02/15 5 14157--SJO2 15153140 06/02/15 6 14158--SJ04 15153141 06/02/15 7 14159--SJ06 15153142 06/02/15 8 14160--J02 15153143 06/02/15 9 14161--J04 15153144 06/02/15 10 14162--J06 15153145 06/02/15 11 14163--J08 15153146 06/02/15 12 14164--J10 15153147 06/02/15 13 14165--J12 15153148 06/02/15 14 14166--JC 15153149 06/02/15 15 14167--R01 15153150 06/02/15 i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERW00D ADDITION -- OREGON, OR - A02) Top chord 2x4 DF-L #1&Bet. (g) :T2, T3 1.5"x5.625" DF-L SS(g): 140 mph wind, 19.63 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. ( ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors In green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load I s 2.00. Truss designed for unbalanced snow load based on Pg=30.00 psf, In lieu of structural panels use purlins to brace all flat TC ( 24" OC. Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. 5X6 8X8= 5X6 -1 10 Allii 4 r— 4 3-7-6 0-3-12 0-3-12 P� ° B ° sue` T +15i=0-0 T 3X10(A1)= 3X5= H0514= 3X5= 3X10(A1) Lc 2' t< 2' 7-1-1 6-4-15 3'I4 6-3-3 + 7-2-13 1, 9-10-15 _l, 9-10-4 _l. 7-2-13 J 27-0-0 Over 2 Supports R=1444 U=206 W=5.5" R=1444 U=206 W=5.5" RL=66/-66 Desi gn Cri t: I RC2012/TPI -2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=896(096)/4(1) 14. 03. P "-• 1 lCp QTY: 1 OR/-/1/-/-/R/- Scale =. 25"/Ft. Irus-Way,Inc 360-750-1470 ••WARNI NGI••READ AND FOLLw ALL NOTES a TnIS DRAWING! GJ� G I N E- ��p TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA Trusses r.Qul el ere 1 .fie TM�sR '�I,. pp octal Vin,a n to a„�fnl to sa Fop 2 REF R561-- 14154 the latest SAl ti 00 of SCSI (eullding Component Safety Intornetlon. by TPI and RCA) for safety practices prior` 19575P TC DL 7.0 PSF DATE 06/02/15 to perform)ng these runti one Installers stroll prowl de temporary bracing per SCSI. Unl ass noted otherwl se, / r lia f --—chord snare helve properly attached structural shaething and bottom chord shall have a properly attached BC DL 10.0 PSF DRW CAUSR561 15153137 rigid cell l rg. Locati ens shown for permanent I titeral restraint of webs shall have bracing Installed per SCSI 4S /� A LLJ 1 N E T. thet loin CO.b el or as appal other Apply f at es to each rg f160 of truss and p051 late ass ti ono strove and on the Jol nt petells, we sss noted otherwise Refer to drawl rigs lt-0A-2 for standard plate post ti pis o oe o2i2015 BC LL 0.0 PSF CA-ENG TSB/GWH Alpine pi a division vi of ITV Sul Idi ng Components Group Inc shall not be responsible for any daN ell on from this drawlrg. any failure to bull el the truss In conformance•Ito ANSI 1. or for handl Ing. snl ppirg. OREGON AN ITW COMPANY Installation&bracing or trusses 0 •et TOT. LD. 42,0 PSF SEAN— 949749 A seal on teas drawl ng or cover pegs I I st I no tM•drawl no. nal at«Acceptance of proM.I ono' Mql noorl rep 7 sn.20,19� - raspsol W I I ty solely for the design shown. Tho eul tab) I ty and use of this dre•i rig for any structure l•the T DUR. FAC. 1. 15 FROM SC BJS I Roma CdbIC r I W I I ty of the aW I di rep bean cover per ANSI/TPI 1 Sec.:. '0/.iU j Sacramento,CA 95828 For more I nfo ti on see this r ob•s general notes page and these web si ten: SPACING 24.0” JREF- 1 VH1561 Z05 ALPINE. al pirnal tee cow TPI: see.tp1 rest.ore' RCA.. wee sbcl rqustry.COW 1 CC: awe.1 ccsafe.ore _ Retsina/dale 8130/2413 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - A03) Top chord 2x4 DF-L #1&Bet. g :T2, 14 1.5"x5.625" DF-L SS(g): 140 mph wind, 19.96 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. ) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wi nd BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors In green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive Deflection meets L/240 Iive and L/180 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=30.00 psf, Extend sloping TC of truss and jacks to hip rafter. Support Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. extensions every 4.00 ft to flat TC. Spacing of supports on gi nates from #1 hip. Attach 2x4 I ateral bracing to fl at TC 24" OC with 2-16d nails and diagonally brace per DWG.BRCALHI PH1014. Support hip rafter with cripples at 5-7-14 OC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. (*) 4X6% 4X6 2X4111 (*) 2X4 III T 5X6 5X6 8X8 D = 0 ` 4 r (*) T2 '�' T4 (*) , —1 4 4-3-6 0-3-12 0-3-12 i,_ is — �� — s� I +1fi'-0-0 X1 3X5 H0514= 3X5= \ 3X10(A1)= 3X10(A1)z Lc 2' Lc 2' >1 K 7-1-1 = 4-4-15 _i .2-0-0�2-0-0_I_ 4-3-3 7-2-13 >r 7-1-1 6-4-15 6-3-3 7-2-13 �_ 11-6-0 o--..L4-7b-7-12-co-o4-15 I-- --l 4-8-2 _I, 7-2-13 J 1 27-0-0 Over 2 Supports R=1832 U=367 W=5.5" R=1891 U=390 W=5.5" RL=75/-75 Desi gn Cri t: I RC2012/TPI -2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=896(096)/4(1) 14. 03. p ea`. ; w. F QTY: 1 OR/-/1/-/-/R/- Scale =. 25"/Ft. Irus-Way,Inc 360-750-1470 efttARNINGI as READ AID FOLLOW Au VOTES on Tins memo � IN �/ 3901 NE68'thSt.,Vancouver WA Tresses reQolra'« 'm"rare iFwllbsNCTtiS 00.011P i e Awl�CONTRACTORS ai"INCLUDING THE br INSTALLERS.'to and relle (g �G FF� py TC LL 25.0 PSF REF R561-- 14155 the latest ad!tIon of SCSI lath 101ng Component Safety I nformati on. by TPI and*ICA) for safety practices priory �95�5P 9 TC DL 7.0 PSF DATE 06/02/15 to perform]ng these functions. Installers shall provide temporary brae'ng per SCSI. unless rated otherwl so r r f top chord shall neve properly attached structural sheet,.ng and bottom chord shall have a properly attached DL 10.0 PSF DRW CAUSR561 15153138 rl p'd coi lino. Locetl ohs shown for permanent lateral restraint of robs shall have bract ng Installed per BCSI / A ILL° 1 ; the ons 83. BT or BIb as applicable Apply plates to each fete of truss and position as sham above and on the Joint Details. unless noted otnaraise. Barer to drew' 160A-Z for standard late Itlons I� h� p ny a BC LL 0.0 PSF CA—ENG TSB/GWH ' � Al pi Tie. a di vi si an of ITC Sul ltll rg Components Group Inc. hall not be responsible for any devl at on from this V �OL/20 1 dread ng. any failure to build the truss In conformance wl th ANSI/TPI 1, or for handlIng. shlppl ng. ^ OREGON G' AN ITW COMPANY InstallatIon A bracing of trusses. (.. TOT. LD. 42.0 PSF SEQN— 949753 A steel Oe MI•dr..I Tig or tenor pap.I I stl M thl s drwl eg I ndl Cates accptme.of prof.ul onsl .n 1 nssrl rq '� 'go.20,'19� f..per.l 0111 ty sell y for the a«I an sheen. T e Caul t.bl I I Ty and us.of thl s draet rmg ror airy.ttucty.I a fh. A s� OUR. FAC. 1. 15 FROM SC • tl)�1 RDV808 Cycle re.porl.l 0111 ty of the Ike I dl no Deal goer per Al ILS/TPI 1 Sec.2. "l OLD W• ``� Sacramento,CA 95828 For more Information see till s)ob•s general notes page and these web sites: SPACI NG 24.0" J REF— 1 VH 1561_Z05 ALPINE: wow el pi net tw.co. TPI: raw.tpl net.org eTCA: one.sbci ndustr..ca. I CC: was lccsare.org Renewal dale 6i3612015 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - A04) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wi nd, 20.23 ft mean hgt, ASCE 7-10, CLOSED bl dg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere In roof, RISK CAT II, EXP B, wi nd TC DL=4.2 psf, wi nd BC Webs 2x4 DF-L Standard(g) DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord IIve Deflection meets L/240 live and L/1B0 total load. Creep increase factor load applied per IRC-12 section 301.5. for dead I oad i s 2.00. Truss designed for unbalanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT I I & Pf=25.20 psf. 4X6= 2X4# sr 2X4 4 r— 4 4-9-12 0-3-12 0-3-12 • \ -0-0 T / T 4X6(A2) 3X4= 3X5 3X4= 4X6(A2 2' >I Lc 2' 7-2-3 _1_ 6-3-13 _L 6-3-13 7-2-3 H J 9-3-7 -� 8-5-2 9-3-7 I_ 13-6-0 _I_ 13-6-0 -.1 1< 27-0-0 Over 2 Supports R=1288 U=216 W=5.5" R=1288 U=216 W=5.5" RL=82/-82 Design Cri t: I RC2012/TPI -2007(STD) 0 PRp PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03. 0 .C` FFS0 qTY: 5 OR/-/1/-/-/R/- Scale =. 25"/Ft. Irus-Way,Inc 360-750-1470 ewWARMINGIwe REND AID FOLLw ALL NOTES Or THIS IRIANINGI ‘40/NE.- 194. 3901 NE 60th 5t.,Vancouver WA ...IMPORTANT FURNISH nos COATING TO ALL COR""CT[NS INCLIAINs TIE INSTALLERS. C, V ' TC L L 25.0 PSF REF R561-- 14156 Trusses require extreme care In fabricating. handlIng. shipping, InstelIIng end bracing. Refer to and rollow 19575 P r �� t TC D L 7.0 PSF DATE 06/02/15 the I excel edl ti on of SCSI (Bul!di ng Component Safety Intormati on. by TPI and OTCA) for safety erect ces prior 0 to perform)ng these functl ens. I natal I era steal I prowl de temporary bracing per SCSI. Unless noted otherwl se. top chord shall have properly attached structural sheathing end bottom chord shell have a properly attached , rigid cel I I ng. Locati one shown For permanent lateral restraint of webs sbel I have bred ng installed per SCSI • /- '/ BC DL 10.0 PSF DRW CAUSR561 15153139 A�� 1 sect.ens B7 or B10. «applicable APPIy plates to each face of truss and position as shown°hove end on 0.'02/2015 [�D I the Jd nt betel Is. unless noted other.se. Refer to drawl rsgs 16M-Z for standard plate post tl ens BC LL 0.O PSF CA-ENG TSB/GWH I Alpine. a dl vl si on of I Sul l dl ng Components croup Inc shall not be respond ble for any devl at.on from this OREGON drawl ng. any fel l ure to WI I the truss In conformance wl th ANSI I. or for handl l ng. sill pp!ng, AN ITW COMPANY Install all on L bracing or truss°, aT i, (�� TOT. LD. 42.0 PSF SEAN- 949756 A•••1 en tbl•era.rl np er driver pap•I I•tl np till•d.'•wl ng. 1 MI cat«acceptance of prdlsf•1 OMI Mql n«n ng ..n.20,T 9� ({ _.. rAaps�l bl l lty weld),for the design slge1. Tile sul tea I1ty•n1 use of thus drawls, Tor any structure Is the �/ 8351 Rccana('Ifce l.�.blIIty or the OW 10105 4slper per ANSI TN 1 Secs. Lp W DUR. FAC. 1. 15 FROM $C Sacramento,CA 95828 For more l reformat i on see Ohl e)ob•s general —---- —-- "°`°'`°g°° these w°°"ww SPACING 24.0" JREF- 1VH1561_205 ALPINE NE mew al pl reel tw.cm- TPI www.ipl rest.erg' TT[A: ww.sbcl ntlustry.can- I CC. www l c�snra"r y Renewal tlntn 6!TUlYn1 i IHIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERW00D ADDITION -- OREGON, OR - SJO2) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 18.30 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere I n roof, RISK CAT I I, EXP B, wl nd TC DL=4.2 psf, wi nd BC Connectors in green I DL=6.0 psf. g (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. R=7 Rw=21 U=16 q +18-7-14 0-11-6 0-3-12 ' a 0-3-8 T —_ 4 4 18-0-0 r R=23 Rw=31 U=10 3X4(A1) X 13 2-0-0 >� 1-10-15 0 H-1-11-4 Over 3 Supports H R=303 U=89 W=5.5" RL=34 Design Crl t: I RC2012/TPI -2007(STD) 0 PROP PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03. ► <c e FS, ,.•TY:2 OR/-/1/-/-/R/- Scale =1"/Ft. • Irus-Way,Inc 360-750-1470 "MRNINGI" REM ANG FOLLOW ALL wogs ON THIS nonwINGI .tD aG1NF� O TC LL 25. PSF 3901 NE 6 th St.Vancouver WA ••IlgR1ANr• FURNISH THIS OWING TO ALL 072TWCl IwgWING„E INSTALLERS. 0 AQ y REF R561-- 14157 Trusses repulre extrema car.In fabricating, handlIrig, shlpplrig, Installing and braclrg. Refer to end folIoe 19575 P 9r r TC D L 7.0 PSF DATE 06/02/1 5 the latest*di ti on of SCSI (Building Component Safety 1nforwtl on. by TPI and Wtch) for safety practices prior m to perform'ng these functions. Instal I ern shall provl de temporary bracing per SCSI. Unless noted°therwl se, IdillbSS top chord shell have properly attached structural sheaths ng and bottom chord shell have•proper'y attached ri gl d t e l l i n g. Locati ohs shown for permanent I et.rel restraint of webs Shal I have bract ng Instal 1 ed per BCSI /- ---.0. BC DL 10.0 PSF DRW CAUSR561 15153140 A sect)one 03, BT or 510, as appl lcable Apply plates to each face of truss and poll ti on as shown above and on /HAAEIt�� I I' the Jot nt Details, unl esa rated otherwl sae B.f.r to drawl rgs,6011-:for Standard plats pd>I tl en,. 0.'02/2015 GON BC LL 0.0 PSF CA-ENG TSB/GWH I f ....11�-/ I `VI r`+1 Alpl ne a dl vl sl on of l TW Bul t dl ng Compaxnts croup l it snal I not be respond bl.far arty davl etl on free this OREGON drawl ng, any fel l bre to build the truss In conformance with ANSI/TPI 1. or for handl lrg, shl ppl ng. TOT. LD. 42.0 PSF SEQN- 949709 AN ITW COMPANY Installati on&bracing of trusses v A awl an SN•eN.1 np Ar oevar ,papa I I st l ro Ti •alt np 1 ndl oAt.a o f thi n dr eI prdt11M1 y s M1wl r.I nB As in•20.y 944 ------- rapes*bl 11 ti aW M y fbr tlr d-el T dvn. Tire w1<.bl I i ty end ua.of 21.1 s dr.M rg rer ary atr=r'a 1 B t11a O L D `u.N 05I RAVenaCOCIC rw�-eial01llty of the lialdlrg OwlOer per A161/01 , see.z. W OUR. FAC. 1. 15 FROM SC Sacramento,CA 95828 For more 1 nforwatl on sae this Job's general notes page and these web sites: SPACING 24.0" J RE F- 1 VH 1561_Z05 ALPINE: www.al pl nal tw.caw : rpm.tpi nst.org WTCA: ww.sbc1 rdustry.cos I CC: sew I ccsafe.org Renewal dale 613 012 01 5 • I I THIS DWG PREPARED FROM COMPUTER I NPUT (LOADS & DI MENSI ONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - SJ04) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 18.63 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere In roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wi nd BC Connectors in green lumber DL=6.0 psf. g (g) designed using NDS/TPI reduction factors. Wind Ioads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per I RC-12 section 301.5. factor for dead I oad I s 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. v +19-3-14. �1 R=82 U=26 4 1 1-7-6 0-3-12 — -1- 1.2.--- 11 • R=37 Rw=39 U=15 18-0-0 3X4(A1)- L 2-0-0 1-11-4 >1.< 2-1-3 J Fc 3-10-15 Over 3 Supports R=323 0=84 W=5.5" RL=52 PLT TYP. Wave Design Cri t: I R T/RT 8%(0%)/4( ) D) 14.03. p f�` O PROFESS,*TY: 2 OR/-/1/-/-/R/- Scale -1"/Ft. Tres-Way,Inc 360-750-1470 ••IfAUIINCI nw READ AND FOI100 ALL IWTES art THIS DRAWING' ,° v%G/NFF 'O TC LL 25.0 PSF 3901 NE68thSt.,Vancouver WA •°ll/ONTANT.• RIONISII THIS AIMING To CONINACTORS INCLUDING TIE INSTALLER& O REF R561-- 14158 Trusses revel re extreme care I n fabrI cat i ng, handl I ng, ehl ppl n,, I natal I I ng and bran!ng. Refer to and follow 18575 P '�' 9 I DATE 06/02/15 the Iatet.dS II on of BCSI (Building Component Safety Informatlm, by TPI and RICA) for safety prett'ces prior TC DL 7.0 PSF to perform'ng these functions. Installers steel I prowl de temporary bracing per SCSI. Unless toted others'se, top chord she11 have properly attached structure! sheathi ng and bottom chord she!I hew a properly•ttachad r!gI 0 col I I ng. Loc.ti ons shown for permanent I ateral rest Tel nt of webs shad I have Drool g I nets'l per SCSI Il d ad alk : BC DL 10.0 PSF DRW CAUSR561 15153141 TII Sections 83, 07 or 010, es appil cab's Apply plates to each face of truss and posi tl on as shown shove and on 0.0220 15 Ail �d N tAlpino. a di01s1.,of ITO B,dldiing Refer to drOwl ngS Inc. shotIanot2be for Standard responstb.pr r sty deviation from this OREGON BC LL 0.0 PSF CA-ENG TSB/GWH drawing. any nn ia.to ion d the trust I n confdr.er,c.wl th ANSI/TPI 1, or for hens'i ng, m'ppl ng, TOT. LD. 42.0 PSF SEAN- 949712 AN ITW COMPANY I natal I at on a bracing of trusses. ""re.sppo wail w'm l i this dosed o ll y'gfor the cover deal page v shown.a .q thi nosh"rig,tynmei Tuss..of acceptance s draw of ng°for any structure II s tit. 9.rOL 0 W /►", DUR.FAC. 1. 15 FROM SC 8351 Reverse Circle r.sporwl bl I I ty of the eta I ding Dee*prior per Aral/TPI 1 sac.2. Sacramento,CA 95828 For more I nformati on see the s,ob•s general notes page and these web ill tar SPACI NG 24.0" J REF- 1 VH 1561 Z05 ALPI NF wow al p4 nee tit caw. TPI. wee tpi rot.erg- ■TCA: woe sbci ndustry.coo- I CC: www.i ccsafe.org Renewal date 6/3042015 _• I THI S DWG PREPARED FROM COMPUTER I NPUT (LOADS & DIMENSIONS) SUBMI TTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - SJ06) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 18.96 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere in roof, RISK CAT II, EXP B, wi nd TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow Ioad based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. D A 4_19-11-19 3-11 • I R=138 U=44 4 F--- 0-3-12 _ � 18-0-0 ► II R=113 U=23 3X4(A1) Lc 2-0-0 ?1.c 1-11-4 4-1-3 5-10-15 Over 3 Supports R=321 U=82 W=5.5" RL=71 Design Cri t: I RC2012/TPI -2007(STD) CEO PROF. PLT TYP. Wave FT/RT=896(096)/4(1) 14.03. 'j �I p `r 6 Y: 2 OR/-/1/-/-/R/- Scale =. 75"/Ft. •rus-Way,Inc 360-750.1470 ••WINI NCI••row AID POTION Au IlorES a1 NI S ORAIINGI & r1 Et 0 3901 NE 68th St.,Vancouver WA ••IIPORTANre• n/1r11S11 THIS DIMING TO Au COlemaCTTRS INCLUDING TIE INSTMLENG. 19575 P '• TC LL 25.0 PSF REF R561-- 14159 Trusses requl re extreea care In fabrl cat Ing, handl l ng, shl ppi np. Inst al I ng and bract ng. Refer to and fell ow the latest edl ti on of SCSI (OW 101 ng Component Safety Informed on, by TPI and RCA) for safety practl cos prior • %f TC DL 7.0 PS F DATE 06/02/15 to psrforml ng these functl one. Instal I ers shell provl de temporary bract ng per SCSI. erl ass noted of herei se. p . top chord shall have properly attached structural shasthlrig and bottom chord shetI have a properly attached /- % BC DL 10.0 PSF DRW CAUSR561 15153142 rl gl 0 cal II ng. Cocoa ens slown for permanent Isterol restraint of webs shell have bred ng Installed per SCSI w weed one 83. 87 or 810, as appl I cable Apply plates to each race of truss end post tl on as shown above and on OS 02/2015 ,4 UPI N�' the Jai nt Dotal I s, unl •division ofeITN Elullding Components Group Inc'tsscall�tZbe for standard plate responslbl•for annydevianion from this /� OREGON BC LL 0.0 PSF CA-ENG TSB/GWH drawl np. any failure to but Id the truss 1 n conformance with ANSI/TPI 1, or for bandit ng, shipping, Ya ,p AN ITW COMPANY Installation&bracing of trusses. np cop map rq 17,6i Vsfl,20 Joe' � TOT. LD. 42.0 PSF SEAN- 949715 Afttept al bi I Itty aW lygfor tt he�pynn I It t, 7M wl tabl I1 ty and Cuss of thl s dried np fbTMsrry tructura I s the O 1 8151 RovanA Code empanel bill I ty of the loll ding Ilea)finer per ANSI/TPI 1 Sae.:. C� W• DUR. FAC. 1. 15 FROM SC • Sacramento,CA 95828 For more I nformati on sow thl e)ote s general notes page and these web sites. Renewal date 6f3012019 S PAC I NG 24.0" JREF- 1 VH1561..Z05 ALPINE: wow al pi net tit.coo; TPI: wen.tpi not.erg; RCA: wow.sbci ndustry.can: ICC: sew.I ccsafe or THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - J02) Top chord 2x4 DF-L #1&Bet. g Speci al loads Bot chord 2x4 DF-L #1&Bet. (g) (Lumber Dur.Fac.=1. 15 / Plate Dur.Fac.=1.15) TC- From 65 plf at -2.00 to 65 plf at 1.91 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 10 plf at 0.00 to 10 plf at 7.94 BC- 22.93 Ib Conc. Load at 2.00 BC- 37.30 I b Conc. Load at 4.00 140 mph wind, 18.30 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 112.70 Ib Conc. Load at 6.00 anywhere i n roof, RISK CAT I I, EXP B, wi nd TC DL=4.2 psf, wi nd BC DL=6.0 psf. Wind Ioads and reactions based on MFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load Is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. R=160 4 "1 4_18-7-14 b 0-11-6 0-3-12 0-3-4 R=118 U=2 3X4(A1)= 2-0-0--------1-<-----1-10-15 � 6-1-13 =J [< 7-11-4 Over 3 Supports R=294 U=92 W=5.5" PLT TYP. Wave Design Crit: I RFT/RT 8%(0%)/4( ) D) 14.03. r �I .PROrFFS s Y: 2 OR/-/1/-/ /R/ Scale =. 75"/Ft. TYus-Ways Inc 360-750-1470 •"WARN INGI•• READ AND Falw All NOTES ON 7HIS DRANINGI '\ a" ` 0 39(11 NE 68th St.,Vancouver WA "IIipRTMR•• FURNISH TINS DRAINNG TO ALL CONTRACTORS I Noma!NG TIE INSTALLERS' (� 19575 P 'P TC LL 25. 0 PSF REF R561-- 14160 thelatest`eeal tl o extreme SCSI`(IAA I dingbComponent e Se Safety Informatl an, by T t'and STCA)`f rnsafetyepracti es'p low ' '- / i t TC DL 7. 0 PSF DATE 06/02/15 to performing these funct l ens Instal l ens shelI provide temporary bracing per SCSI. Unless noted otherwl se. .. top chord shat l have properly attached structural sheathe rig and bottom chord sisal l have a properly attached BC DL 10.0 PSF DRW CAUSR561 15153143 ri gad calling. Locations shown for permanent lateral o each)nt of webs shall have bract ng Instal l ad per BCSI A 11 ,�[I , tactics NT aT or a W as ahwn caw o Apply Di etas to each'M vvaa end pea'to on as.hewn.Dove end on 0. 02/2015 the Joi nT Details unless rated of Mrwi se Re Far to drenlnet 16°A-Z for st antl.rd I 1[I Ohs O p ate nose 0 OREGON J BC LL 0.0 PSF CA-ENG TSB/GWH Aipl ne. a dl fall en of Ibu Sol IdI rg Components Group Inc wl shall not be respond hie for any 1poi no on from this atl drawl np. any tai I ura[c but 1 tl the truss 1 n conTOrmence wl th ANSI/7P1 1, or for hantll 1 np, shl ppl np, AN ITW COMPANY Installation A bracing or trusses rp •9 u"s n.Y0 194b e ° TOT. LD. 42.0 PSF $EQN- 949718 A eel eI:1,04 Orr::yaror f I IaIweSlhl,°0 lira moist pl f h ey d`usa a'T1th; .w;ng Tb a s<ruc"ie--IA,. OC D W•H -- 6351R°valla(j(CIC °lblIIty of the w'IPInp Deal peer per NISI/TPI t Se`.'. DUR. FAC. 1. 15 FROM Sc Sacramento,CA 95828 For more information s e<his Job•.general rotes page end these web sl tel: "bevel dale ei30/2015 SPACING 24.0" JREF- 1VH1561 Z05 ALPINE: we*el pi rot Le cos- TPI wxw.tpl ells org• RTCA: awe.sbclndustry.cosy. 1CC: vans 1 ccsafe.org _ f THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - J04) Top chord 2x4 DF-L #1&Bet. g 140 mph wind, 18.63 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere in roof, RISK CAT II, EXP B, wi nd TC DL=4.2 psf, wi nd BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load Deflection meets L/240 live and L/180 total Ioad. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. ,,V h) .o 19-3-14 R=113 U=17 4 1 1-7-6 0-3-12 -_� _4_18-0-0 0-3-8 i R.126 3X4(A1) 1-r-2-0-0 >lc 3-10-15 �lc 4-1-13 J 7-11-4 Over 3 Supports R=368 U=59 W=5.5" RL=52 Desi gn Cri t: I RC2012/TPI -2007(STD) ,vteO PROF PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03. p vI- •. p 61 0. Y: 2 OR/-/1/-/-/R/- Scale =. 75"/Ft. Trus-Way,Inc 360-750-1470 ' '°s READ PAD Fouw All'errs ON IRIS GRASINGI ? ' It Eli 0 REF R561-- 14161 3901 NE68'th St,Vancouver WA ••IOTA.• FURNI9l THIS DWI NO TO ALL 1301MbACT0RS INCLUDING TIE IIISfALLERS. 19575 P 9 TC LL 25.0 PSF Trusses require extreme care In radar!cetlrig, handling. shl poi ng, Installing and bracing. Refer to and fella r TC DL 7,0 PSF DATE 06/02/1 5 the I/test edition of BCSI (BO(di ng Coeponant Safety Infortsti on, by TPI and RICA) for safety practl caw prior ' to parforml ng those ranch ens. I nstal I era eel I prowl de temporary brad ng per BCSI. IRA Hs noted othofwl so, ,, top chord steal I have properly attached structural sheath)ng and bottom chord shall have•proper'y attached �- rl RI d cal I I ng. lacati ens shown for permanent I sterol restraint of webs shall have bracing I nstat I se per KM BC DL 10.0 PSF DRW CAUSR561 15153144 A LL° —N E • oils BD,Dotal or 810. w oted cable Apply plates to drawl face of fors and position as shown above and on 02/2015 1^ the ice, gdtalla, of IT noted di Co po Refer to Inc.lsha I not for standard plats positions BC LL 0.0 PSF CA-ENG TSB/GWN l Al w ne, •dl vI al on of 1 bp Bpi I dl ng Components Group 1 nc, shat I not be responsible for any dccl cii on from this OREGON drawl N. any fai1Ira to but1d the truss in conformance wl th NISI 111,1 1, or for handl I ng, SRI pping, AN ITW COMPANY Inetal l at!on 5 bracing of trusses. awing. a0pp Mq� n1, 1:4'en,20 109* L. TOT.L0. 42.0 PSF SEAN- 949721 APM sal on this I1ty soil el ng or the deal t listing/1 it. 7 Ma tab!l I ty�and use of till:�.w ng for structured.the I OLD W. 1351 Rosanac cIe ..�M bi I1 ty of the Sul I ding Owl vt•r par ANSI/TPI 1 Sac.2. DUN.FAC. 1. 15 FROM SC .S80anlcn10,CA 95828 ror sore information sew this 1 ob's general notes page and those web el tam Renewal dale 8/30/2015 SPACING 24.0" JREF- 1 VH1561.Z05 ALPINE'. maw el pi net tae cos TPI awe.tpl,nt.orgy WTCA. ewe.sbcl ndustry.cols. ICC: wow.I ccsafe.org THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - J06) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wi nd, 18.96 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere I n roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wi nd BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind Ioads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. i 4_19-11-14 R=166 U=43 4 r 2-3-6 __J— N 0-3-12 VV18-0-0 -�-8 R=133 3X4(A1)s Lc 2-0-0 5-10-15 2-1-13 Fc 7-11-4 Over 3 Supports R=433 U=65 W=5.5" RL=71 Design Cri t: I RC2012/TPI -2007(STD) ,ED PROF-F PLT TYP. Wave FT/RT=896(0%)/4(1) 14.03. f - - SS' a Y: 2 OR/-/1/-/-/R/- Scale =. 75"/Ft. I'rus-Way,Inc 360-750-1470 •'IMAM NGI wm IEdc ND FOLLOW ALL NOTES WI THIS CRAVING' s5 46IN EF ' TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA ••IpIORTNIT.• FURNISH THIS DaM111G 10 Au cournvCrun INCLUDING THE INSTALLERS. (7 19575 P 'P Z _REF R561-- 14162 Trusses regal re extreme r.In fabricating, harOI ng, SW pal rig, InetalII,p and bract ng. Refer to and follow TC DL 7.0 PSF DATE 06/02/1 5 the l etest edl ti on of SCSI (WA 101 ng Component Safety I nforeetl on, by TPI and RICA) for safety practl cee prl or m %t to perform'ng these functl sans. Install or,shall provide temporary bract ng per BCSI. UJ ass noted otherwl se, top chord shall have properly attached structural sheath!ng and bottom chord shall have•properly attached rl RI d col l I ng. I-ocatl errs shown for permanent I sterol rostra'nt of webs sisal I have bract ng I natal lad per BCSI a BC DL 10.0 PSF DRW CAUSR561 15153145 ,4 I sect'on,63, 87 or B10, as applicable. Apply pietas to each face of truss and pusltlon as shown above and on 0 e 02/2015 �� t�l the Joint Details, unless rated othenvlse. Refer to dfwings 160A-2 for standard plat.ppattlpn. BC LL 0.0 PSF CA-ENG TSB/GWH I Al pl ne, a dl el sl on of ITw Balldl rig Components croup loci shell not be raspansl ble for any devl etl on from thle ^ OREGON drawl rig, any Yell ure to bull d the truss I n conformance wl th ANSI/TPI 1. or for handl I ng. shi pal no, Y, SEAN- 949724 AN ITW COMPANY Instal l atl on A brat!ng of trusses. 47A en,2a,194b 6Qt TOT. LD. 42.0 PSF A seal ea nil,:dreg!ro a.ewMr pope 11 AU rtp thl s draw sap I ndl eatee tAnoe of prorMN wW art r erl sap ,T l' parcel w .al.ly far tb.seal tin no. TIe Sal tab!l i rr and us.cr thl m ar.wl n for.ny atructwr I A fh. 0L D W• DUN. FAC. 1. 15 FROM SC • 8351 Rovana Cock renew bI II ty or tile eW 14 I d1 no -1 timer per ANSI/Tel 1 Sac.3. _----- Sacramento.CA95828 For more 1nformetlon sea this Job's general notes page and these web 01tes: Renewal dgeft1:1012015 SPACI NG 24.0" JREF- 1VH1561_Z05 ALPINE: eans al pi nil tw.cow TPI: an tpl nst.org: ',RCA: curs sbcl ndustry.can ICC: wigs I ccsafe.org i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - JOB) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 19.30 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wi nd BC Connectors in green lumber DL=6.0 psf. g (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord Iive load Deflection meets L/240 Iive and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Ce=1.00, CAT II & Pf=25.20 psf. AV 20-7-14 R=218 U=65 4 2-11-6 0-3-12 El IX, 0-3-8 18-0-0 —1— �� R=141 4 3X4(Al) Lc-2-0-0 �� 0-1-13 2-0-0 7-10-15 7-11-4 Over 3 Supports '1 R=493 U=77 W=5.5" RL=90 Design Crl t: I RC2012/TPI -2007(STD) ,ED PROpt. PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03. 0 ' - s' ■ Y: 2 OR/-/1/-/-/R/- Scale =. 75"/Ft. T us-Was,Inc 360-750-1470 **WANING!**READ NO FOLLON ALL WOWS ON THIS DRAWING/ & 11G�N�� TC LL 25.0 PSF 3901 NE 68th St,Vancouver WA 'wlnoartmrw MINIM MS OWING TO ALL OQflIMCI06 INCLWIIW 11E INSTALLERS, 'y REF R561-- 14163 Trusses requl re extrama care I n rrl cat'ng, hand I r9, shl apt r9, I nstal I I rig and brecl ng. Refer to and rol I ow 19575P the I atest edl t or of SCSI (guil ding Component Safety Inforwatl on, by TPI and RICA)for safety practi cos prior • r , TC DL 7.0 PSF DATE 06/02/15 to perform/r9 these tWCtl ells. Installers shall prod de temporary bracing per SCSI. lml ass noted of harwl se, top chord shat I hao properly attached structural 01106001 rig and bottom chord shill I have a properly attached rigid calling. Locations snow for permanent Iateral restraint of webs shalI have bracing Installed per BCSI - BC DL 10.0 PSF DRW CAUSR561 15153146 A , sect)ons B3, 07 or B10, as applicable Apply plates to each race of truss and post tl on as shown above and On 02/2015 ' OI I the.lolnt 000.11., unless noted otherel-e. Refer to drawings 160A-Z for standard plate pasltIons BC LL 0.0 PSF CA-ENG TSB/GWH I Al pl ne, a dl vl Si on of I TN But I dl ng Cam ozweles croup Inc. snai I not be for for tl a for any l pvl atl on from this OREGON drawl r9. any tall ure to build tha truss In cmfdrmence wl to ANSI/TPI 1. or for nandlir9, shl pplr9, ae/ AN ITW COMPANY Install bum a area r9 of truss. np, apdap� enp� rp TAB"..n 20 1gq'a�P TOT. LD. 42.0 PSF SEAN- 949727 Ar sl01 I I ty sal M tM daep`l gpn`I Is/`iotinl th1 a cal /1 ty� ti+s"i or thl s esi ern:Nrf"` strvctur~i s tM OC 0 W• C` OUR. FAC. 1. 15 J FROM SC 8351 ROV81N('role repvrl 0111 ty of the lull r l dl ng Mal ge per NISI/TPI 1 Bee.2. • Sacremenlo,c.4 HSN'_N For more I nfmmetl on see till s,ob•s general notes page and mesa web Si tes: Renewal date 8/3072013 S PAC I NG 24.0" J RE F- 1 VH 1561_ZO5 ALPINE: mew al pl nel to cae: TPI: wee.101 rnt.org. RTCA: mew sbCl tdustry.cam: ICC'. wow.Iccsat0 org 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 01MENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - J10) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 19.63 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Shim all supports to solid bearing. Ce=1.00, CAT II & Pf=25.20 psf. R=60 U=20 0-3-11 y ▪ 1-3-14 -7- +0-7-13 R=282 U=88 W=3.25" 4l 3-7-6 0-3-12 __i_ MM w 18-0-0 INSMSNI R=141 3X4(A1) L<-2-0-0 I< 7-11-4 D � 1-9-15—>i < 9-10-15 Over 4 Supports H R=498 U=75 W=5. 5" RL=109 Design Crit: I RC2012/TPI -2007(STD) QED PROFFS PLT TYP. Wave FT/RT=8%(0%)/4(1) 14. 03. •. FT ..1r 1Y: 2 OR/-/1/-/-/R/- Scale =. 5"/Ft. '1'rus-Way Inc 360-750-1470 "IWtNI NGI" REPO mu Fuuw All NQlrs co ails DRAWING! • 3901 NE 68Th St.,Vancouver WA "IIPONTAIM• FURNISH nus Dam T1 ALL cconRACrces 1Ku =THE INSTALLS . 019575 P F� 9 TC LL 25.0 PSF REF 8561-- 14164 ppi the Trusses Iatestredit!or extreme Safety Inforlsattl m. by TPllandd Refer to and a %, TC DL 7.0 PSF DATE 06/02/15 to performing I have fproparly octal sta ctur provide temporary bract ng per SCSI enl teps noted attach de, '- top chord in.n nay.properly nfor pa structural lal rat restraint of webs shat l have Drool ng I natal led per BCS1 ,4 sections 57 or 810 as applicable Apply pietas to each face of truss and posttlon as shown above and on 02/2015 ' O1 I ~ the Joint Retells, unless noted otherwise. Refer to drawl nos 160A-z for standard plate posltlwn OREGON J BC LL 0.0 PSF CA-ENG TSB/GWH I Alpine. s dl vi sl on of ITI(Solidi ng Components Group Inc, shall not be respond ble for any taut at'on from this drawl ng. any fat lace to bulId the truss In conformance city ANSI/TPI 1. or for handl ing. shipping. AN ITW COMR4NY Instal l atl on a bract ng of tresses. fp arp np 17,0? 'en.20,a00 P TOT. LD. 42.0 PSF SEON- 949730 Ate-e11 h drrtw1 yQfor t d a ,e II ah ,.lb.sal ebl f I 4"°,,:,r** y and tow.�e0[andrrel t9 eon structurwl s the L _ _�_- — 3351 Rove ac'Ircc r. ea.l bill ty of the Sol l dl rig Resigner per ANSI 1TPI 1 See.]. O 0 �'�� OUR. FAC. 1. 15 FROM SC Syramcnto,CA 95828 For more Information see thi s fob's general notes page and these web sites: Hrnrwaldnte 61.30/2015 SPACING 24.0" JREF- 1VH1561 Z05 ALPINE. wow.al pi net tw.coo TPI ,taw.tpl nst.orgy NTCA: awe.sbcl ndustry.con- ICC'. www.l ccsafe.ore _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8: DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - J12) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 19.96 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wi nd BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Shim all supports to solid bearing. Ce=1.00, CAT II & Pf=25.20 psf. 0-3-11 p A +1-11-14--1-- r R=125 U=43 0-7-13 4-3-6 4 F-- R=347 U=112 W=3.25" 0-3-12 ....i.__ VI �� W .418-0-0 r me R=141 3X4 L--2 >I-c 7-11-4 0 3-9-15 Fc 11-10-15 Over 4 Supports H R=498 U=71 W=5.5" RL=130 Design Cri t: I RC2012/TPI -2007(STD) 0.0 PROFkS PLT TYP. Wave FT/RT=8%(0%)/4(1) 14.03. P. . •",,,Y: 2 OR/-/1/-/-/R/- Scale =.5"/Ft. •Irus-Wav,Inc 360-750-1470 **WARM NGt••READ AND MELON Au rotes oN mu wIARINGI C • ••Irarrmr• RIRNIRII TRI5 DRAWING TO ALL c ITWT is INCLUDING THE IN.TALLER.. N F� TC LL 25.0 PSF REF R561-- 14165 3901 NE 6/3111 St.,Vancouver WA Trusses requl re extreme care I n Cabrl cell ng. handl I ng, shl eel rig, 1 net el I I ng and bract ng. Refer to and fol low 1967b P the I atest edition of.CSI (Rol Iding Component Safety Information, by TPI and AMA) for safety erect Ices prior iN TC DL 7.0 PSF DATE 06/02/15 to perform)ng these functions. Installers shell prowl de temporary bracing per SCSI. Unl ens noted utherwi se, top chord shall have properly attached structural sheathing and bottom chord shalI nave a properly attached �- �/ BC DL 10. 0 PSF DRW CAUSR561 161b3148 ri pi d eel I I ng. Loceti ens shorn for permanent I ateral restraint of webs shell have brad ng i natei I err per SCSI A IL, g N the Jar ons n By., 510, s oteN I cab)a Amply rtes to each face of for standard and plot l to an l Coen.roue and on 0.02/2015 the inert Octal la, tot.IT noted di Colpo. Refer to cshe l no_:for sponsibl plane nyedeviat. 61 OREGON BC LL 0.0 PSF CA—ENG TSB/GWH Al pi na. a dl vi sI an of I TM wl 1 dl,q Components Group 1 Inc.. snel i not be responsible for any deviation from this drawl ng, any fell ore to bui l d the truss I n conformance wl to ANSI fWi 1. or for handl I ng. slot ppi no. AN ITW COMPANY Iher t.intaI I1ty bract the e..Ign Ita.r. thl WItewrY.ty a u..Aaro"tpia dr.e ng for.Is stre,is.Iar h. 94)0 n•20,19 N�Q• TOT. LD. 42.0 PSF SEON— 949733 A aMl an l l a sel.I rg or over pegs I Imi rg Th•o!to I ndl r e era of a fAr al oral I nMrl L D W —�— — • 8351 Rovana Circle r..parn l bl I l ty of the.u1 l AI ng Dot.rl•r per ANSI/Tel 1 see.2. DUR. FAG. 1. 15 FROM SC Sacramento,CA 95828 For more I nformati on see thi a J obi s general notes page and these wen al ten. Renewal date 8130/2015 SPACI NG 24.0" J RE F— 1 VH 1561 Z05 ALP'NE war al pl nal tr.cowl WI: war.tpinst.org'. RICA: oar.sbcl ndustry.con ICC new.I ccsefe.org _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - JC) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 20.21 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet. (g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Connectors in green lumber DL=6.0 psf. g (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for balanced snow load based on Pg=30.00 psf, Ct=1.20, Shim all supports to solid bearing. Ce=1.00, CAT II & Pf=25.20 psf. R=46 U=16 0-3-11 Al 2-5-14 1- 4_21-11-13 R=174 U=60 W=1.5" 0-7-13 TA 4-9-6 4 1---- R=350 U=115 W=3.25" 0-3-12 M W _40_18-0-0 R=141 3X4(A1)l Lc-2-0-0 >Lc 7-11-4 - 0 � 3-10-4 1-5-11-30J 13-4-15 Over 5 Supports R=498 U=68 W=5.5" RL=145 Design Crit: I RC2012/TPI -2007(STD) �y�D PRpF�s PLT TYP. Wave FT/RT=896(0%)/4(1) 14.03. 0. �I . 11C Y: 1 OR/-/1/-/-/R/- Scale =. 5"/Ft. • Trus-Way,Inc 360-750-1470 **WARM NGI" READ AND FOLLOW ALL NOTES ON 11115 DRAWING' A. ¶ F Z TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA ••I TANr•• FURNISH THIS DRA.l NG TO ALL CONTRACTORS INCLUDING THE INSTANJ.FA.. 19575 P 9 REF R561-- 14166 Trusses require extreme care In fabri cat ing, handling, sill pp'no I rntel I ng and bract ng. Refer to and fellow r TC DL L 7.0 PSF DATE 06/02/15 5 the I etest edi rwm tl on of SCSI (poi ding Component Safety I nfotl on. by TWI and*RCA) for safety practices prior ,f to perform'ng these functl ons. I natal l era shell drool de temporary bracing per SCSI. Unl ass noted others.'se, top chord shot have properly attached structural sathing and bottom chord shat I have a properly attached rl gi d cal I I no. (coati ens sheen for permanent I etarei rest ral nt of webs shel I have bred ng I rntal I ed per SCSI ' / he BC DL 10.0 PSF DRW CAUSR561 15153149 ,4 seed ons aT Or 610. es appl l vault Apply pi etas to each face of truss and posit on as sloes above and on 0.02/2015 O) , m' the Joint Dotal Il. led ass noted otnery se. Refer to drawlrgs 1e0A-:for standard plate ons. OREGON BC LL 0.0 PSF CA-ENG TSB/GWH J I Al pl ne, a dl el al on of ITN Sul l ell rg Components Group Inc. shall not be respond ble for any ipping.on from this ,,q AN ITW COMPANY ins all at'oonn I braai mg of trus een.truss In conformance wl to ANSI,Tpt i, or for h.nall ng, en'ppi ng, y V.,, 20.'Iie P TOT. LD. 42.0 PSF SEAN- 949736 A seal on till s drawing or cover page I I stl ng tea•.'reel ep. I ndl sates swe etwo*of professi plat engl marl nip r — - --- revered I l l l ty eel et y for the deal gn down. The ail tep 1 I ty and we of tills drawl ng for any structure I s the O`D DUR. FAG. 1. 15 FROM SC 8351 Rovgoa Cale r eeponsi bill ty of the Sul I ding goal peer per ANSI/TPI 1 See.Z. • Saawnento,CA 95828 For more I nformeti on see this)ob's general notes page and these web sites: Renewal dale AI3O/2015 SPACING 24.0" JRE F- 1 VH 1561_Z05 ALAI IE: ems.NO net te.cam: TPI: asp fel int.erg: RCA: awe.sbcl ndustry.car I CC: sow.1 ccsafe.erg i THI S DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMI TTED BY TRUSS MFR. (152010-PARR LUMBER RALEIGH HILLS UNDRERWOOD ADDITION -- OREGON, OR - R01) Top chord 2x4 DF-L #1&Bet. (g) 140 mph wind, 20.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord anywhere I n roof, RISK CAT I I, EXP B, wi nd TC DL=4.2 psf, wi nd BC DL=6.0 psf. Connectors In green I umber (g) designed usi ng NDS/TPI reducti on factors. Wind I oads and reactions based on MWFRS. Special Ioads Trusses to be spaced at 0.0" OC maximum. (Lumber Dur.Fac.=1.15 / PI ate Dur.Fac.=1.15) TC- From 0 pif at -2.83 to 74 plf at 0.00 Deflection meets L/180 live and L/120 total load. Creep Increase TC- From 0 plf at 0.00 to 156 plf at 9.90 factor for dead load Is 2.00. TC- From 65 pl f at 9.90 to 65 pl f at 19.03 TC- 58.44 I b Conc. Load at -2.83 Shim all supports to solid bearing. 0-3-10 3X5- 7- 2.83 r- _, 21-11-1: 1.1 i 5X6= R=345 U=136 W=2.121" 3X4 3X5 - 3X5= R=639 U=209 W=4.596" 0-3-10 3X4% 18-0-0 -F 3X12= 3X4= I--2-9-15 --L 11-1-15 2-11-11 1 16-11-15 Over 3 Supports R=544 U=128 W=7.028" Desl gn Crl t: I RC2012/TPI-2007(STD) • PR. PLT TYP. Wave FT/RT=B%(096)/4(1) 14.03. ' �F S S QTY:2 OR/-/1/-/-/R/- Scale =. 375"/Ft. 3901 NE 68th Inc t.,Vancouver WA °I "SH 11 O NO TALL °°MUMS M INSTALLERS. 00 fir'1 N E ,,Q 'may TC LL 25.0 PSF REF R561-- 14167 Trusses rqul re extreme care I n fabri all no, h.dl I n o, ahl ppl no, Instal I 1 no end brad rip. Refer to and fol low 18575 P TC DL 7.0 PSF DATE 06/02/15 the latest.di ti on of SCSI (pull di no Component Safety 1nform.ti on. by TPI end.TCA)for safety pr.ct1c.S prior , r to p•rforml no these funct 1 ons. I notal I ars 211.11 prove M temporary braes no per SCSI. unl ass noted otheren Se, /n top chord Owl heye properly attach d structural aieathlnp and bottom chord alell have•properl y attached /- BC DL 10.0 PSF DRW CAUSR561 15153150 rl pl 0 col 1 I no. Loath ore span for perw.rdnt I I restral nt of webs shell have bred no 1 nst.l I ed per SCSI .. sects on.M, .7 or$10, M.pp1 I cab!• AMA y pl stirs to each face of truss and poll ti on as mown above and on A11_,P3 O^ I tM Joint(*tills. unl ess noted°Menke. Refer to drawl nos 1601-I for standard plat.pasltla= 1. 02/2015 BC LL 0.0 PSF CA-ENG TSB/GWH L I �I Al pl cc, •0101 slam of I n Sun 01 no Components Gray Inc. sal I not respond bl•for any dod Intl on from the 2 OREGON drawl no, soy fell ur•to bul I d the truss I n conformance al th NISI/TPI 1. or for handl 1 np. she ppl no. AN rrwCOMR�1M/ Ioffan at'm&brad no of trusses. TOT. LD. 42.0 PSF SEQN- 949739 A.a.1 on tN•ermine or aver peep listing IN a 1711p Indians*two*rtonoe Of pro eloa Orel wl twN rip lA 447.20,1 Y� L ,.ap.ranty palely for the*el gn Wean. The.wtaafity and r.e of tM•dnalnp for-=structure!.ter -1 OLD vg.NV DUR. FAC. 1. 15 FROM SC 8351 Amalie Click reepael bl l l ty of the WINO no Beal iw per NM TI 1 Seo.2. Sacramento,CA 95828 For more I nformetl an see the s 1 ob..general notes pape end these web 01 tee: SPACI NG 0.0" JREF- 1 VH 1561_205 ALPI NE: mw.al pl nee lc.cos WI: raw.tpl nst.orp; PICA: wee abcl ndustry.can; I CC: wwe.1 ccsafe.orp Renewal dale 81301$015 • IPPL7N7--- CALIFORNIA HIP PERMANENT BRACING DETAIL - END JACKS SUPPORTED 48" oic PERMANENT BRACING START OF TOP CHORD FLAT TOP CHORD. PURLINS. START OF TOP CHORD CRIPPLE SUPPORT LAYOUT EXTENSIONS. (SLOPING (TYPICAL) (CONTINUOUS) EXTENSIONS. (SLOPING TO FLAT) FLAT)j SETBACK SETBACK . II ■ i •I I■ —F- E 11 1111■■I■■■■■■■■I■ ■ 1 I I■ COMMON ■_ 1111■■1■■■■■■_I■ si HIP RAFTERS 1■ TRUSSES ■■ ■■■■■■■■■■■■IP ■■ I I■ 1111 ■■■■■■■■■■■�\ A-: U�■--- L— — I IN ■■ •■■■■■■■■■■r% ■�►�c1vl■ • ■■■■■■■■■■■1� ' ■�� I■ CALIFORNIA HIP #1 HIP 11_ ■■■•■■■■■■■1 , } ■� uuuuuu�I■ SYSTEM TRUSSES ■I��••■■•/III■■••■/ 1 BRACED BAY .maelimeee■k►VIiI■ SET `�..� ►\% ` SET ■I_ =I� #1HIP BACK :1•/1■■•1� `11„"""„`1""` //,\ ( BACK ■;■1■�■■■�■■■■■ �g l■ ■■■ ®�� Y�\\\\\ti1\"\`\\"""`\�1�' SHEATHING. MOM Permanent Diagonal bracing B-B PITCHED AND SHEATHED Permanent diagonals form braced bays. Repeat at all hip ends. CHORD AREA. Maximum interval equals 20 ft. Note, The first braced bay at the Wind Maximum wind speed 120 mph, Exp. C, Cat, II, 30 Ft. mean roof height and #1 hip can be excluded when the following conditions are met: 5 psf min, dead load. Connect cripples to rafter extensions with (6)10d nails 1) Continuous purlins are attached to the flat top chord of the #1 hip. (0.128x3"), and to top chord of hip truss and purlin with (3) 10d nails. -OR- 2) The end jacks are sheathed with properly attached structural panels. Butt cripples to jack rafter and hip truss top chord, and provide connection For 360# uplift each end (ITWBCG HT2,5 clip with Bd nails (0,131 5)(15") Note: Corventional framing, including cripples and their connections, is or equivalent.) I not the responsibility of the truss designer, plate manufacturer, or (A) Hip truss top chord. (B) 2X4 continuous purlin, 24" o/c typ, truss fabricator. Persons erecting trusses are cautioned to seek (C) CRIPPLES: o Cripple Location, (4' o,c. cripple spacing shown) advice of a local professional engineer regarding conventional framing. Cripples support extended top chords of end jacks, hip jacks, and hips. Trusses shall be designed for the appropriate tributary area. Material 2X4 SPF, HF, ➢F L, or So.Pine Standard/Stud/#3 min. grade. Moo, cripple length = 6'3'. Max. 40 psf Snow Load + 14 psf Dead Load. (D) Cripples and horizontal false top chords may be built into truss. FIELD APPLIED OR BUILT-IN CRIPPLES - •..-'- CRIPPLE IN PLANE OF TRUSSES CRIPPLE End Jack Crloolesi 48' SPACING _ /COMMON Field cripple end Jock extensions LLL��1 Il+ 1�//�G CHORD EXTENSION to flat top chord of a alternating I— I/ 1Od nail, typ. (T'fPICAL) hip trusses, • �cCi ''�Ir (B) Cripple (C) D) SETBACK—w► �(C) — Purlln CE) �lg> _(B) (B) <B) r1)) (B)� (D) (H) �h. California Hip truss l\\ �ETBACK� - - Top chord (A) Section A-A ��eoPRop,. Cripple Connections wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI . OG INekn �o REF CALIF, BRACE wwIktPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19675P "r See truss drawings ---- - - Trusses require extreme care In Fabricating, hondling, 5019909.Installing and bracing. Refer to and 9 Follow the latest edition of SCSI (Building Component Safety Information,by TPI and SBCAI for safe', %, for specific design DATE 10/01/14 Unocticea prior to performing these functions. Installers shall provide temporary bracing per B('.' information. less noted otherwise. top chord shall have properly attached structural sheathing and bottom ,- DRWG BRCALHIP1014 '---- shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of w - ��LI 9-�I\ TI sna truss usve ndnposi instated s oar aboI and on th. J of Det s.applicable. dpot rwtea to ench tote 1•QZ�QIS /�/ Il Lo Illlll��\�\II111 of av and bracing inn a5 duper above sections on the B7 Joint BIT, s. unless noted otherwise. Refer to drawings 160A-I for standard plate positions. oe/ Alpine,a division of ITV Building Components Group Inc. shall not be responsible For any deviation From �(�[� 1J AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI I, or for handling, shipping. IA..Ion.20,100 G,, installation 8 bracing F trusse A al this drawing or cover page listing this drawing, indicates acceptance of professional engineering responslbBky solely for the design show.. The suitability and use of this drawing O& B •�v :lesign Crit., NDS-2012 13389 Lakefront Drive for any structure Is the responsloillty of the Building Designer per ANSI/TPI I Sec.2. _ • •Earth City.MO 83045 For more Information see this Job's general notes page and these web sites. Renewal date 8/30/2015 ALPINE' 05w.alpineitw.con; TPI'www.tpinst,org) SBCA wwwsbcindustry.CEgl ICc'www.ICCSafe,org Spacing: 240 or, typ, w i a • • i 1 REVISIONS = • 200.00' G !OA.SETBACK ( 7 r , RECEIVED JUN - 3 2015 W CITY OI TiGAI4D BUILDING DIVISION Q z I I - rr1 LU■zo ..4 1 1 1 I P.O.BOX 8713 874 In � O I BEND,OR.97708 PHONE: 541-408-6212 V 1 ° N W COVERED �� ;1 °c I PATIO l o N I 8 I I - I N I D EXESTING • HOUSE i EXTING O ENTRY / Li 6,�5 EXISTING GRIVE 5w �k� O 0 1 SW SUNRISE LN Dp0 q 1 I L 6-03 7azy 2'f66 � IO'-O'SETBACK I CITY 'jr TIGAR DATE: 5.25-15 SCALE:1'= IO' iL_ _ _ _ _ _ _ _ _ _ _ ■_ _ _ _ _ _ _ _ _ a Approved by Planni g D2AWNCEB 200•00 JOB: CD566 Date: b s-is SHEET: SITE PLAN Initials: c 1 ® OF 3 SHEETS