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HomeMy WebLinkAboutBLD2014-00222 • BUILDING PERMIT APPLI ION BReview Ope7 Jefferson County Department of Community Development 621 Sheridan Street Port Townsend, WA 98368 PERMIT#: BLD14-00222 Received Date: 6/23/2014 SITE ADDRESS: QUINALT LOOP OWNER: STEVEN E BEISWENGER PHONE: ARDIS A BEISWENGER 3455 SW DOSCH RD PORTLAND OR 97239-1425 CAPE GEORGE COLONY DIV 4 SUBDIVISION: Block: Lot: PARCEL NUMBER: 938701120 Section: 12 Township: 30 N Range: 02 W CONTRACTOR: KELLEY SHIELDS INC PHONE: 360-385-7156 260 KALA POINT DR PORT TOWNSEND WA 98368 Contractor's License KELLESI150LF Expires 6/6/2015 REPRESENTATIVE: PHONE: PROJECT DESCRIPTIOP NSFR w/attached garage, no heat, no plumb (sale of parcel pending, new owner: update prior to issue permit) TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,284 VALUATION 249,049.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2012 HEAT BASE: 840 HEAT TYPE: OCCUPANCY: R-2 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: GARAGE: 400 CONST TYPE: SETBACK: DECK: 120 BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 11050 BEDROOMS: BATHROOMS: Exist: Exist: Prop: 2 Prop: 3 Total: 2 Total: 3 Routing Date: Type Amount Paid By: Date: Receipt: ,; + a' - ED Permit $2,077.00 MEB 06/23/14 148807 Plan Check $1,350.05 MEB 06/23/14 148807 AUG 2 0 2014 State Building Code $4.50 MEB 06/23/14 148807 Potable Water Application $67.00 MEB 06/23/14 148807 Jefferson County DCD Total: $3,498.55 \\firiomorNrlefo\fnrrnOF RI fl Ann Rlri rnf AP)1/7111A • • e`� -`° eo DEPARTMENT OF COMMUNITY DEVELOPMENT it. a 621 Sheridan Street,Port Townsend,W A 98368 Tel:360.379.4450 I Fax:360.379.4451 Web:www.co.jefferson.wa.us/communitydevelopment i`s, ,sot' E-mail:dcdaco.jefferson.wa.us 111 NG CERTIFICATE OF OCCUPANCY PERMIT#: BLD14-00222 APPLICANT: STEVEN E BEISWENGER PHONE: ARDIS A BEISWENGER 3455 SW DOSCH RD PORTLAND OR 97239-1425 SITE ADDRESS: 42 QUINAULT LOOP Issue Date: 08/20/2014 Final Date: SUBDIVISION: 9387 Block: Lot: PARCEL NUMBER: 938701120 Section: 12 Township: 30 N Range: 2W PROJECT DESCRIPTION: NSFR w/attached garage, no heat, no plumb (sale of parcel pending, new owner: update prior to issue permit) THE PROJECT LISTED ABOVE COMPLIES WITH THE REQUIREMENT OF THE BUILDING CODE 2012 EDITION. OCCUPANCY GROUP: R-2 TYPE OF CONSTRUCTION: 5N SPRINKLER SYSTEM yes (no THE PROJECT PASSED ITS FINAL INSPECTION AND RECEIVED FINAL SIGN OFF ON \\tidemark\data\forms\F_BLD_Occupancy.rpt 1/30/2015 I . . . DII\IDBERekr-SMITH ARCHit_2cis 319 s.peabody,suite b;port angeles,wa 98362 360.452.6116/fax 360.452.7064 • Project: /4-`,1 / --)A‘pt '''''L.PZ-11,J Project No. Subject; 1_4rittP14- By: G--/2 - Dte: J IA 1,115 26114- Sheet . ) of • . • , . . , 1. , • 1 .. • 1 , 1 f;;•'4P• r)46,t-1-1 MIN)c.L..1_,C)epts1 rp..)64 c.,-r-LA 0..v. . .likIsJ .i,..e..a • • .. .. . ! . i fze, . .-:-:7 1--;0 9-c.....)4 4:, k.)11\11 1 1 • 1 1 0 /1/t).-)4 7- ),C) 7. CI:1 4 0) 5-4, : I 4-e? • . • . • i . A V al:-71.44:;)ta Si\J‘Aiu ' . 2,,,S P4P-'. • .41;--51,Zyri•it,.:-. ,1 1:2) I. 1 • • • , .• FILE COPY . • . . _ , . . • - , . . 1 . : , . ,• 1 , -- s — ,,, ----------n . , , . :1;.. ' -) ', • ' juN 23 2014 . .. , ...\ ; . . Li '`-,......_ -------7-7( • ■•• " • . ... • • i . , . • • -•.:::::',,it -'. ....:-...•= , . • .• •:-:;:::".- :-i - • • . . ,.. , . • _ • ■ 4 Y • '. 6.. , LINDBER IITH - - A R CH I -4.. C T S. • 319 S.Peabody,Suite B.,Port Angeles,WA 98362 360.452.6116/fax 360.452.7064 ' . contact( 1indarch corn/www.lindarchcom V Project: 1 ? / EL-F .-i - Project No. Subject: 1.b z !� J � L By: t...p . Date: ..._)14 tlE5 2o)4 Sheet 2. of SHEAR WALL SUMMARY - - W L HI V V/L SW j VH-WL/2 POST HOLD DOWN I ' I 1b , dj ' ?- 2 , I23 2 - ) :1z ' brr Z - , _ G 1© 10' 2 .-) . 5 3 ' - . &' .-4c)(42. _ 6 ,5 I /D 22n ( . r,r- 4 4-Zz., i' mem, 52_ - E 6 , 5 '7 ' 1 . I 29-. 2. , , l 1 ' . '' -ot-r 2 - / 21 _ b' / -74 y 9 S. ' I t//" tD'ry 2, - z- Ls \ 26/la 115 2 12-1/ 7)12, iDDr 2. - 5 41 1 131 - 1 240 2- 1 20 - :' 1'+'1C7"v w 1�L Oa V Le, V - . 16,15 4' 44 1 6 ,) 14 4 24'3 '' •1214 °,? - b I , ' 5412 60 a 40o5 rs t i)0 i I 9 /144 52-7 S 1'1/ - Pi, " Cirri 4 ! .¢ 212/0 . 4•6z 6 , 5o1 ., 1" t-);A • - - I/ALLOFIT/FIRMINFO/FORMS/SBEARWAL - p S1-1E4 WALLS 2. MAXIMUM SHEAR = 200 PLF. USE 1/2" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 6d NAILS AT 6" O.C. FOR FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 48" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 3. MAXIMUM SHEAR = 250 P.L.F. USE 1/2" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH Sd NAILS AT 6" O.C. FOR FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 32" O.C. MAXIMUM SPACING AT NE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 4. MAXIMUM SHEAR = 315 P.L.F. USE 1/2" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 8d NAILS AT 5" O.C. FOR FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 32" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. 5. MAXIMUM SHEAR = 315 PLF. USE 1/2" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH Sd NAILS AT 4" O.G. FOR FRAMING, USE DF NO2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS AT 24" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOWNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. S. MAXIMUM SHEAR = 685 PLF. USE 1/2" SHEATING - ONE SIDE OF WALL. NAIL ALL EDGES WITH 1Od NAILS AT 2 1/2" O.C. STAGGERED. FOR FRAMING, USE 3X DF NO2. DOUBLE BOTTOM PLATES ARE REQUIRED, BOLT THROUGH BOTH PLATES WIN ANCHOR BOLTS. PROVIDE 5/8" DIAMETER ANCHOR BOLTS AT 20" O.C. MAXIMUM SPACING AT THE FOUNDATION. FOR TIE DOUJNS AT EACH END OF THE WALL, SEE FRAMING/SHEAR PLANS. .F I ti 11! +F il z u m ADD rrn [ .> . 1%'' ‘, -g." 4t• z ,,. .„. ,. .,, ,o, . ,if •Y . I Al M WEAR WALL 1). 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Roof Beamf 2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields,Kelley Shields Inc.on:06-20-2014: 10:44:25 AM Project: Hassel-Location:#1 Summary: 5.125 IN x 12.0 IN x 16.0 FT /16F-V1 -Visually Graded Western Species-Dry Use Section Adequate By: 128.1% Controlling Factor:Section Modulus/Depth Required 8.62 In Deflections: Dead Load: DLD= 0.17 IN Live Load: LLD= 0.23 IN=U833 Total Load: TLD= 0.40 IN=U485 Reactions(Each End): Live Load: LL-Rxn= 1200 LB Dead Load: DL-Rxn= 862 LB Total Load: TL-Rxn= 2062 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.72 IN Camber Regd.: C= 0.25 IN Beam Data: Span: L= 16.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 15 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 16.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD adj= 108 PLF Total Uniform Load: wT= 258 PLF Properties For: 1'6F-V1-Visually Graded Western Species Bending Stress: Fb= 1600 PS Shear Stress: Fv= 140 PS Modulus of Elasticity: Ex= 1300000 PS Ey= 1100000 PS Stress Perpendicular to Grain: Fc perp= 560 PS Bending Stress of Comp.Face in Tension: Fb_cpr= 800 PS Adjusted Properties Fb'(Tension): Fb'= 1835 PS Adjustment Factors:Cd=1.15 CI=1.00 Fv': Fv'= 161 PS Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 8247 FT-LB 8.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1814 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 53.93 N3 S= 123.00 N3 Area(Shear): Areq= 16.90 N2 A= 61.50 N2 Moment of Inertia(Deflection): !reg.= 274.01 N4 I= 738.00 N4 1 • • Roof Beamf 2000 International Building Code(97 NDS)1 Ver:6.00.7 By:Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:45:20 AM Project: Hassel-Location:#2 Summary: (3) 1.5 IN x 7.25 IN x 3.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:359.7% Controlling Factor:Area/Depth Required 2.09 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN=U15326 Total Load: TLD= 0.00 IN=L/9339 Reactions(Each End): Live Load: LL-Rxn= 525 LB Dead Load: DL-Rxn= 337 LB Total Load: TL-Rxn= 862 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.31 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 12.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 3.0 FT Beam Uniform Live Load: wL= 350 PLF Beam Uniform Dead Load: wD_adj= 224 PLF Total Uniform Load: wT= 574 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fla.= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 646 FT-LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 517 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 3.27 N3 S= 39.42 N3 Area(Shear): Areq= 7.10 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 2.75 N4 I= 142.90 N4 Roof Beamf 2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:47:16 AM Project: passel-Location:#3 Summary: (3) 1.5 IN x 7.25 IN x 4.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By: 195.5% Controlling Factor Area/Depth Required 2.78 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=L/6466 Total Load: TLD= 0.01 IN=U3940 Reactions(Each End): Live Load: LL-Rxn= 700 LB Dead Load: DL-Rxn= 449 LB Total Load: TL-Rxn= 1149 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.41 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 12.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.0 FT Beam Uniform Live Load: wL= 350 PLF Beam Uniform Dead Load: wD adj= 224 PLF Total Uniform Load: wT= 574 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcaerp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr-1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1149 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 804 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.81 N3 S= 39.42 N3 Area(Shear): Areq= 11.04 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 6.53 N4 1= 142.90 N4 Roof Beam[2000 International Building Code(97 NDS)1 Ver:6.00.7 By:Dennis Shields,Kelley Shields Inc.on:06-20-2014: 10:47:49 AM 'Project: passel-Location:#4 Summary: (3)1.5 IN x 7.25 IN x 2.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:2269.6% Controlling Factor:Area/Depth Required 0.98 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN=U120694 Total Load: TLD= 0.00 IN=U72214 Reactions(Each End): Live Load: LL-Rxn= 150 LB Dead Load: DL-Rxn= 101 LB Total Load: TL-Rxn= 251 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.09 IN Beam Data: Span: L= 2.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 2.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD adj= 101 PLF Total Uniform Load: wT= 251 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcperp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr-1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 125 FT-LB 1.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 100 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 0.63 N3 S= 39.42 N3 Area(Shear): Areq= 1.38 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 0.36 N4 I= 142.90 N4 Roof Beami 2000 International Building Code(97 NDS)1 Ver:6.00.7 By:Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:48:18 AM Project: Hassel-Location:#5 Summary: (3)1.5 IN x 7.25 IN x 6.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:294.9% Controlling Factor:Area/Depth Required 2.95 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=U4470 Total Load: TLD= 0.03 IN=L/2675 Reactions(Each End): Live Load: LL-Rxn= 450 LB Dead Load: DL-Rxn= 302 LB Total Load: TL-Rxn= 752 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.27 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: L/ 240 Total Load Deflect.Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladl= 6.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD adi= 101 PLF Total Uniform Load: wT= 251 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fcperp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1128 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 602 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.70 N3 S= 39.42 N3 Area(Shear): Areq= 8.26 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 9.62 N4 I= 142.90 N4 Roof Beamf 2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields,Kelley Shields Inc.on:06-20-2014: 10:48:43 AM Project: Kassel-Location:#6 Summary: (3)1.5 IN x 7.25 IN x 4.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By: 195.5% Controlling Factor:Area/Depth Required 2.78 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN=U6466 Total Load: TLD= 0.01 IN=U3940 Reactions(Each End): Live Load: LL-Rxn= 700 LB Dead Load: DL-Rxn= 449 LB Total Load: TL-Rxn= 1149 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.41 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 12.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.0 FT Beam Uniform Live Load: wL= 350 PLF Beam Uniform Dead Load: wD adj= 224 PLF Total Uniform Load: wT= 574 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr-1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1149 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 804 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.81 N3 S= 39.42 N3 Area(Shear): Areq= 11.04 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 6.53 N4 1= 142.90 N4 II • Roof Beam(2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields,Kelley Shields Inc.on:06-20-2014: 10:50:26 AM 'Project: Hassel-Location:#7 Summary: (3)1.5 IN x 7.25 IN x 4.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By: 159.0% Controlling Factor:Area/Depth Required 2.97 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN=U5658 Total Load: TLD= 0.01 IN=U3453 Reactions(Each End): Live Load: LL-Rxn= 800 LB Dead Load: DL-Rxn= 511 LB Total Load: TL-Rxn= 1311 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.47 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 14.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 4.0 FT Beam Uniform Live Load: wL= 400 PLF Beam Uniform Dead Load: wD adi= 255 PLF Total Uniform Load: wT= 655 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 Cl=1.00 Cf=1.20 Cr-1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1311 FT-LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 917 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 6.62 N3 S= 39.42 N3 Area(Shear): Areq= 12.60 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 7.45 N4 I= 142.90 N4 Roof Beam'.2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:50:44 AM project: Hassel-Location:#8 Summary: (3) 1.5 IN x 7.25 IN x 5.0 FT /Select Structural-Douglas Fir-Larch-Dry Use 1 Section Adequate By:90.8% Controlling Factor:Area/Depth Required 3.8 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=U2897 Total Load: TLD= 0.03 IN=U1768 Reactions(Each End): Live Load: LL-Rxn= 1000 LB Dead Load: DL-Rxn= 638 LB Total Load: TL-Rxn= 1638 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.58 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 14.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 5.0 FT Beam Uniform Live Load: wL= 400 PLF Beam Uniform Dead Load: wD_adj= 255 PLF Total Uniform Load: wT= 655 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 2048 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1245 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 10.35 N3 S= 39.42 N3 Area(Shear): Areq= 17.10 N2 A= 32.63 N2 Moment of Inertia(Deflection): lreq= 14.55 N4 1= 142.90 N4 • Roof Beard*2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:51:25 AM 1 roject: Hassel-Location:#9 Summary: (3)1.5 IN x 7.25 IN x 6.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:294.9% Controlling Factor.Area/Depth Required 2.95 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=L/4470 Total Load: TLD= 0.03 IN=L/2675 Reactions(Each End): Live Load: LL-Rxn= 450 LB Dead Load: DL-Rxn= 302 LB Total Load: TL-Rxn= 752 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.27 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: IJ 240 Total Load Deflect. Criteria: L/ 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adiusted Beam Length: Ladj= 6.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD_adi= 101 PLF Total Uniform Load: wT= 251 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1128 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 602 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.70 N3 S= 39.42 N3 Area(Shear): Areq= 8.26 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 9.62 N4 I= 142.90 N4 Roof Beam!'2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:51:41 AM 'Project:Hassel-Location:#10 Summary: (3)1.5 IN x 7.25 IN x 6.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:2949% Controlling Factor:Area I Depth Required 2.95 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=L14470 Total Load: TLD= 0.03 IN=L/2675 Reactions(Each End): Live Load: LL-Rxn= 450 LB Dead Load: DL-Rxn= 302 LB Total Load: TL-Rxn= 752 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.27 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD_adj= 101 PLF Total Uniform Load: wT= 251 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr-1.15 Fv': Fv'= 109 PSI II Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1128 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 602 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.70 IN3 S= IN3 Area(Shear): Areq= 39.42 8.26 IN2 A= 32.63 IN2 Moment of Inertia(Deflection): Ireq= 9.62 IN4 1= 142.90 IN4 Roof Beam[2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields,Kelley Shields Inc.on:06-20-2014: 10:51:56 AM Project: Hassel-Location:#11 Summary: (3) 1.5 IN x 7.25 IN x 6.0 FT 1 Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:294.9% Controlling Factor:Area/Depth Required 2.95 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN=L/4470 Total Load: TLD= 0.03 IN=U2675 Reactions(Each End): Live Load: LL-Rxn= 450 LB Dead Load: DL-Rxn= 302 LB Total Load: TL-Rxn= 752 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.27 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: L/ 240 Total Load Deflect.Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 4.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.0 FT Beam Uniform Live Load: wL= 150 PLF Beam Uniform Dead Load: wD_adi= 101 PLF Total Uniform Load: wT= 251 PLF Properties For.Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 1128 FT-LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 602 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 5.70 N3 S= 39.42 N3 Area(Shear): Areq= 8.26 N2 A= 32.63 N2 Moment of Inertia(Deflection): Ireq= 9.62 N4 I= 142.90 N4 • Roof Beam(2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields,Kelley Shields Inc.on:06-20-2014: 10:52:28 AM project: Hassel-Location:#12 Summary: (3)1.5 IN x 7.25 IN x 3.0 FT /Select Structural-Douglas Fir-Larch-Dry Use Section Adequate By:302.9% Controlling Factor.Area/Depth Required 2.23 In *Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN=U13410 Total Load: TLD= 0.00 IN=U8186 Reactions(Each End): Live Load: LL-Rxn= 600 LB Dead Load: DL-Rxn= 383 LB Total Load: TL-Rxn= 983 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.35 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: U 240 Total Load Deflect.Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 14.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 8 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 3.0 FT Beam Uniform Live Load: wL= 400 PLF Beam Uniform Dead Load: wD_adi= 255 PLF Total Uniform Load: wT= 655 PLF Properties For:Select Structural-Douglas Fir-Larch Bending Stress: Fb= 1500 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb'(Tension): Fb'= 2374 PSI Adjustment Factors:Cd=1.15 CI=1.00 Cf=1.20 Cr=1.15 Fv': Fv'= 109 PSI Adjustment Factors:Cd=1.15 Design Requirements: Controlling Moment: M= 737 FT-LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear V= 590 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 3.73 N3 S= 39.42 N3 Area(Shear): Areq= 8.10 N2 A= 32.63 N2 Moment of Inertia(Deflection): lreq= 3.14 N4 I= 142.90 N4 I 1 Roof Beami 2000 International Building Code(97 NDS)1 Ver:6.00.7 By: Dennis Shields, Kelley Shields Inc.on:06-20-2014: 10:53:42 AM Project:Hassel-Location:#14 Summary: 5.125 IN x 9.0 IN x 5.0 FT /16F-V1 -Visually Graded Western Species-Dry Use Section Adequate By: 1224.9% Controlling Factor:Area/Depth Required 2.53 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN=U13818 Total Load: TLD= 0.01 IN=U8089 Reactions(Each End): Live Load: LL-Rxn= 313 LB Dead Load: DL-Rxn= 221 LB Total Load: TL-Rxn= 534 LB Bearing Length Required(Beam only,support capacity not checked): BL= 0.19 IN Camber Regd.: C= 0.00 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 3 : 12 Live Load Deflect.Criteria: Li 240 Total Load Deflect.Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 2.0 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 3.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 11 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 5.0 FT Beam Uniform Live Load: wL= 125 PLF Beam Uniform Dead Load: wD_adi= 89 PLF Total Uniform Load: wT= 214 PLF Properties For. 16F-V1-Visually Graded Western Species Bending Stress: Fb= 1600 PS Shear Stress: Fv= 140 PS Modulus of Elasticity: Ex= 1300000 PS Ey= 1100000 PS Stress Perpendicular to Grain: Fc perp= 560 PS Bending Stress of Comp.Face in Tension: Fb_cpr= 800 PS Adjusted Properties Fb'(Tension): Fb'= 1836 PS Adjustment Factors: Cd=1.15 CI=1.00 Fv': Fv'= 161 PS Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 667 FT-LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 374 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus(Moment): Sreq= 4.36 N3 S= 69.19 N3 Area(Shear): Areq= 3.48 N2 A= 46.13 N2 Moment of Inertia(Deflection): lreq= 6.93 N4 1= 311.34 N4 1 t "b I Truss Truss Type Page 1 of 50 SJ409375 A01 Qty 1Ply ARROW PT/HASSELBRING RES/JL CAL HIP 1 1 J ^.o./Tri-County Truss,WA,OR TSE Job Reference(optional) Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:28 2014 Page 1 -0o-0 o 4-0-10 1as 1D 0.1 I13-7-15 Np9fXWyDM JAcQgzDbNycREE7-ANds?hu6H104WP2 y 9dL16wZ_08w1ioJ PQryXjfH 2-1-2 3-7-13 2-1-2 250-0 3-10-5 4-0-10 2-0-0 Scale=1:46.7 3.001712— 5x12 3x4= 2x4 II 5x12 5 4 16 17 5 1; • 4x12= _ T2 2 14 W ,.,- �I `����� W3 1N' -T1 4x12= o �� 19 20 13 12 1=-0-.1 n `� J ion iii Special Special 2x4 II I Special 4x4= 22 11 10 23 2x4 II 24 25 c Pa Special 6x8 MT18H= Special Special 4x8- gpat Special Special Special Special • 4-0-70 I 644 I 10-0-1 13-7-15 4-0-10 2-3-10 3-7-13 I 17-312 19-7-6 Plate Offsets(X,Y):[3:0-2-12,0-2-01,[6:0-2-12,0-2.4) [11:0-2-0,0-2-0].[12:0-1-12,0-1-8j 3-7-13 F 37-13 t 2-310 4070 I LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (bc) l/defi Ud (RoofSnaa 25.0 Plates Increase 1.15 Vert(LL) -0.47 11-12 >593 360 TCDL 8.0 TC 1.00 PLATES GRIP Lumber Increase 1.15 BC 0.53 Vert MT18 185/148 BCLL 0.0• Rep Repe I CR s0ln2/TPI20 NO WB 0.53 Horz(TL) 0.13 11-12 >n/a Na MT18H 220/195 BCDL 7.0 (Matrix) LUMBER Weight:125 lb FT=16% TOP CHORD 2x6 HF No.2 BRACING TOT CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly appled or 1-11-7 oc puffins,except WEBS 2x4 HF Stud 2-0-0 oc purtins(2-0-2 max.):3-6. BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. REACTIONS (lb/size) 2=1909/0-5-8(min.0-3-8),7=1909/05-8 (min.0-3-8) MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. Max Horz 2=35(LC 6) Max Uplifl2=-408(LC 6),7=-408(LC 7) Max Grav2=2139(LC 30),7=2139(LC 30) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=6489/1103,3-14=-6408/1116,6-7=6499/1120,3-15=-7081/1342,4-15=-7081/1342, 4-16=6999/1324,16-17=-6999/1324,5-17=-6999/1324,5-18=-6999/1324,6-18=-6999/1324 BOT CHORD 2-19=1061/6248,19-20=-1061/6248,13-20=-1061/6248,13-21=-1124/6212,12-21=-1124/6212, 12-22=-1296/7081,11-22=-1296/7081,10-11=-1089/6210,10-23=-1089/6210,9-23=-1089/6210, 9-24=1029/6257,24-25=-1029/6257,7-25=1029/6257 WEBS 3-12=250/1398,4-12=-468/173,5-11=-454/161,6-11=-231/1306 NOTES (16) 1)Wind:ASCE 7-10;Vult--110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed:end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Concentrated loads from layout are not present in Load Case(s):#5 Dead+Uninhabitable Attic Without Storage. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 408 lb uplift at joint 2 and 408 lb uplift at joint 7. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)713 lb down and 330 lb up at 8-0-0,and 713 lb down and 330 lb up at 15-8-0 on top chord,and 45 lb down at 2-0-12,46 lb down at 4-0-12 46 lb down at 6-0-12,46 lb down at 8-0-12,46 lb down at 10-0-12,46 lb down at 11-10-0,46 lb down at 13-7-4,46 lb down at 15-7-4,46 lb down at 17-7.4,and 46 lb down at 19-7-4,and 45 lb down at 21-7-4 on bottom chord. 1 . The design/selection of such connection device(s)is the responsibility of others. try 0 4:11 deilif 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). • !C' 16)All dimensions given in feet-inches-sixteenths(FFllSS)format. LOAD CASE(S)Standard { al ��et Continued on page 2 :fix 19969 in N'to V,47 10/01/14 WARNING!—VERIFY DESIGN PARA:�ETERS AND READ ALL NOTES ON T Digitally signed by:Terry L.Powell.P.E. Design valid for use with Miek connectors.This design is based only upon parameters show and is for DRAWING bui dF g co USE. installed and loaded vertically.Applicability of desi building component g to be Bracing shown is for lateral support �'parameters and proper incorporation of component is responsibility of building designer. pport of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 4 therausscamc r Page2of Truss Truss Type city Ply ARROW PT/HASSELBRING RES/JL Job 1 1 SJ409375 A01 CAL HIP Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR,TSE Run- Print 4 D.ASCNpgfXWyDM3JAcQq DbNycREt-ANd?s?h 6H104WPTyaJ9dLt6wZ 08w1ioJ_PQryXjfH LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert 1-3=-66:6-8-66.3-6=-66,2-7=-14 Concentrated Loads(lb) Vert 13=-40(F)9=-40(F)12=-40(F)11=-40(F)15=61418=-614 19=-38(F)20=-40(F)21=-40(F)22=-40(F)23=40(F)24=40(F)25=-39(F) f1: t g 4/' A i 44 a NI?, 0. 7:1 NIP 141 , 0 19969 v 4'01STS* • 10/01/14 Digitally signed by:Terry L.Powell,P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control_storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Page 3 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 A02 California 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:29 2014 Page 1 i j I ID:A5CNpgfXWyDM3JAcOgzDbNycREt-eaBM3Li Wtatsig_fW lgO9YPRgzHftR8r0zjyylyXjfG 11 11I 11. -2-0-0 4-7-5 8-4-4 9-10-15 13-9-1 15-3-12 19-0-11 23-8-0 258-0 2-0-0 1 4-7-5 38-15 1-6-11 1 3-10-2 I 1-6-11 ' 3-8-15 l 4-7-5 I 2-0-0 Scale=1:46.0 5x12= 5x12 3.00 12 5 13 14 _ 2x4; 2x4 3 i�� �1 6 ri 15 yr 12 2 �''_ h 8 4x6= 3x6= 4x6= ii 9 3x8= 3x4= 1 8-4-4 l 15-3-12 23-8-0 8-4-4 6-11-8 8-4-4 Plate Offsets(X,Y):12:0-3-12,Edge],14:0-3-4,0-2-8],[5:0-3-4,0-2-4 17:0-3-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.24 9-11 >999 360 MT20 185/148 (Roof Snow=25A) Lumber Increase 1.15 BC 0.70 Vert(TL) -0A3 9-11 >643 240 TCLL 8.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.13 7 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 (Matrix) Weight:107 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(4-4-3 max.):4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 8-1-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1075/0-5-8 (min.0-2-3),7=1075/0-5-8 (min.0-2-3) Max Harz 2=41(LC 10) Max Uplifl2=-294(LC 6),7=-294(LC 7) Max Grav2=1342(LC 30),7=1342(LC 30) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2937/522,3-13=-2638/462,4-13=2585/467,4-5=-2501/496,5-14=-2576/467,6-14=-2629/462, 6-7=-2939/525 BOT CHORD 2-11=X86/2749,10-11=-389/2490,9-10=-389/2490,7-9=-448/2752 WEBS 3-11=233/266,5-11=260/276,6-9=-242/261 NOTES (12) 1)Wind:ASCE 7-10;Vult=l l Omph(3-second gust)V(IRC2012)=87m ph;TCDL=4.8psf;BCDL=4.2psf;h=2511;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a we load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 294 lb uplift at joint 2 and 294 lb uplift at joint 7. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 4 itiffi°fASAti. 4 �t 19%9 4P (S ' & NAL 10101/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the V SSco,MC. I I Page 4 of 50 Job Truss Truss Type Qty PIy ARROW PT/HASSELBRING RES/JL SJ409375 A03 Common 6 1 • Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:29 2014 Page 1 ID:ASCNpgfXW7-2-8 cQgzDbNycREt-eaBM3LiWtatsig_fWIg09YPSOzHMtSR5-8-0 lyVG I 20-0 I 6-558 I 154-8 I 5-4-8 23-8-8 I 250-0 I 5-4-8 I s-s� z-o-o Scale=1:44.6 5x5= 3.00 12 4 I1 2x4�3 --`w 2x4 O 11 12 o i�� d - -11 t 0 9 8 g --'`� �n fq 4x5 3x4= 3x5= 4x1152= "� 3x4= 8-10-13 14-9-3 23-8-0 8-10-13 I 5-10.6 I 8-10-13 Plate Offsets(X,Y):[2:0.1-0,Edge],(4:0-2-8,0-3-0],[6:0-4-4,Edge] LOADING s 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.27 Vert(LL) -0.18 8-10 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.39 6-8 >706 240 BCLL 0.0` Rep Stress Ina YES WE 0.20 Horz(TL) 0.11 6 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight:96 lb FT=18% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1075/05-8 (min.0-1-12),6=1075/0-5-8(min.0-1-12) Max Horz 2=56(LC 14) Max Uplift2=276(LC 6),6=-276(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-2535/473,3-11=2430/474,3-4=-2142/349,4-5=-2142/350,5-12=-2430/475,6-12=-2535/474 BOT CHORD 2-10=-452/2391,9-10=-235/1733,8-9=235/1733,6-8=-398/2391 WEBS 4-8=74/520,5-8=-533/215,4-10=-73/520,3-10=-533/214 NOTES (10) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf,BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II:Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 276 lb uplift at joint 2 and 276 lb uplift at joint 6. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analyse and design of this truss. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard A, 44141, r4r$rt, •A*4), 0 t [9969 AP IST & ' NA .. 10/01/14 Digitally signed by.Terry L.Powell.P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco IN I. Page 5 of 50 Job Truss Truss Type Qty Ply ARROW PTIHASSELBRING RES/JL SJ409375 A04 Common 3 1 Job Reference(optional) The Truss Co./Tri-County Truss;WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:30 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-0 mlkGhi8eu?jKPZs3?Ldimyd2MdycvS?FdT WkyX)fF -2-0-0 6-5-8 I 11-10-0 I 17-2-8 I 23-8-0 I 2-0-0 I 6-5-8 5-4-8 5-4-8 6-5-8 Scale=1:42.0 5x5= 4 _ 3.00 12 2x4 --•, 2x4 i 3 10 5 11 n \. ' 9 87 4x5= 3x4= 3x5= 4x5= 354=14-9-3 23-8-0 I 8-10-13 8-10-13 I 5-10-6 I 8-10-13 I Plate Offsets(X,Y):[2:0-4-4,Edgej,14:0-2-8,0-3-01.16:0-4-4,Edpel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.19 7-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.40 6-7 >691 240 TCDL 8.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.11 6 n/a n/a BCLL 0.0' Code IRC2012/TPI2007 (Matrix) Weight:93 lb FT=18% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS(Ib/size) 6=921/0-5-8(min.0-1-8),2=1083/0-5-8 (min.0-1-13) Max Horz 2=62(LC 14) Max Uplift6=-182(LC 7),2=-277(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2581/477,3-10=-2168/340,4-10=-2159/353,4-5=-2199/385,5-11=-2516/529,6-11=-2611/528 BOT CHORD 2-9=-461/2416,8-9=-247/1759,7-8=-247/1759.6-7=47112481 WEBS 4-7=-87/559,5-7=-576/230,4-9=-73/500,3-9=-505/214 NOTES (10) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 182 lb uplift at joint 6 and 277 lb uplift at joint 2. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard r :oft fritZ.) 71 29964 10/01/14 Digitally signed by:Terry L Powell,P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TIE'S TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building { Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 LheTR V O,INC I ■ I Page 6 of 50 Job Truss Truss Type Qty Pty ARROW PT/HASSELBRING RES/JL SJ409375 A05 Common 4 1 4 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:30 2014 Page 1 ID:ASCNpgfX WyDM3JAcOgzDbNycREt-6m[kGhi(3eu?jKPZs3?LdimydBMd7cvX?FdT W kyXjfF I -2-0--0 0 I 6-55-8 I 15-4-80 I 154-8 I 2350 6-2-8 Scale=1:41.9 5x5= - 3.00 12 4 2z4� '1111 2x4<-3 10 5 II: 11 M 2 �. a 6 ,h1 _ ■• Ia � • N 9 8 7 4x5= 3x4= 3x5= 4x5= 3x4= I 8-10-13 14-9-3 8-10-13 I 5-10-6 I 8 7-13 I Plate Offsets(X,Y):[2:0.4-4,Edgel,[4:0-2-8,0-3-0],[6:0-1-4,Edge] LOADING(pst s 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.31 Vert(LL) -0.18 7-9 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.39 2-9 >705 240 BCLL 0.0• Rep Stress Incr YES WB 021 Horz(TL) 0.11 6 n/a n/a BCDL 7.0 Code 1RC2012/TPI2007 (Matrix) Weight:92 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8-2-13 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=918/Mechanical,2=1079/0-5-8 (min.0-1-12) Max Horz2=62(LC 14) Max Upiift6=181(LC 7),2=-277(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2549/476,3-10=-2155/338,4-10=-2146/351,4-5=-2176/381,5-11=-2482/521,6-11=-2577/520 BOT CHORD 2-9=-459/2404,8-9=-245/1746,7-8=-245/1746,6-7=-464/2448 WEBS 4-7=-85/547,5-7=-560/226,4-9=-72/500,3-9=-505/214 NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf,,BCDL=4.2psf;h=25ft;Cat.II;Exp C,enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II:Exp C;Partially Exp.;Ct-1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 181 lb uplift at joint 6 and 277 lb uplift at joint 2. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Ak PC) A ff.,r VA Or A Sliti 114 ii - 4.ii,,,-, pi- r + 7 0 [9969 '- rcx9° " N'IONA1, 10/01/14 Digitally signed by.Terry L.Powell,P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with MTek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and SCSI I Building }� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 LheUc nic. Page 7 of 50 Job Truss Truss Type city Ply ARROW PTMASSELBRING RES/JL '' SJ409375 A06 Roof Special 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:31 2014 Page 1 I D:A5CNpgfXW yDM3JAcQgzDbNycREt-ayJ7 U0jmPC8axz82djssEzV m7mz2LGN 8U HC31 AyXjfE 13-6-15 -2-0.0 6-11-13 I 12-0-4 12r$-0 I 17-7-12 I 23-5-0 I 2-0-0 I 6-11-13 5-0-7 0-11-hh21-4-15 4-0-13 5-9-4 Scale=1:43.6 5x12 2x4 I I 4x5= 3.00 rii 5 13 6 72 3x4 "�.-- --...._..__. {] - _........__--__..._. ... 12 ,% ,..�fiT ... W3 W5 '4 Wb in y/, 2 Err _ 7 11 10 9 8 4x6 1.5x4 I I 3x4= 3x5= 4x8= 2x4 I I I 6-11-13 6-11-13 I 12-0-4 17-7-12 I 23-5-0 5-0-7 I 5-7-8 5-9-4 Plate Offsets(X,Y):[2:0-3-12,Edgel,[4:0-3-4,0-2-41,16:0-2.4,0-1-121,18:0-1-12,0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.19 10-11 >999 380 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.33 10-11 >640 240 TCDL 8.0 Rep Stress Ina YES WB 0.62 Horz(TL) 0.09 7 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 (Matrix) Weight 108 lb FT=16;6 BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(5-5-7 max.):4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=915/Mechanical,2=1076/0-5-8(min.0-2-4) Max Horz2=128(LC 9) Max Uplift7=-222(LC 6),2=313(LC 6) Max Grav7=1065(LC 25),2=1367(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-2972/562,3-12=-2822/570,3-4=-1958/452,4-5=-1466/351,5-13=-1466/351,8-13=-1466/351, 6-7=-1026/241 BOT CHORD 2-11=558/2780,10-11=-558(2780.9-10=-393/1755,8-9=-393/1755 WEBS 3-10=-986/212,4-10=-35/433,4-8=-714/137,5-8=-593/171,6-8=-359/1635 NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TOLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 222 lb uplift at joint 7 and 313 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard it Ala p j4 lk 4 r - V 0 19969 j qt 4% CP 6 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building r�� a Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 to i R V a7 ,INC, Page 8 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 A07 Roof Special 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:31 2014 Page 1 I D:ASCNpgfX WyDM3JAcQgzDbNycREtayJ7U0jmPC8axz82djssEzVI HmyTLCw8UHC31AyXjfE I -2-0-0 2-0-0 I 6-11-13 I 10-6-11 I 14-0-4 I 15-6-15 I 18-7-12 23-5-0 6-11-13 3-6-14 3-5-9 1-6-11 3-0-13 4-9-4 I Scale=1:43.6 5x12 3x5= 2X4 II 3.00 •12 6 7 3x4: 4 nu 3x4 12 3 -------:.--'' W5 WJ M uh 2 W 1 �1 i �a o 'Ell ME [32 4x6= 11 10 9 8 1.5x4 I I 3x4= 5x8= 3x5- 6-11-13 10-6-11 14-0-4 23-5-0 6-11-13 I 3-6x14 I 3-5-9 I 9-4-12 I Plate Offsets(X,Y):[2:0-4-4,Edge],[5:0-3-4,0-2-8],[8:0-2-4,0-1-8],[9:0-4-0,0-3-0] TOADING(psf LOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (bc) I/defl Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.48 Vert(LL) -0.23 8-9 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.50 8-9 >556 240 BCLL 0,0• Rep Stress Ina YES WB 0.84 Horz(TL) 0.09 8 n/a n/a BCDL 7_0 Code IRC2012/TP12007 (Matrix) Weight:111 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(5-6-15 max.):5-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection.in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=915/Mechanical,2=1076/0-5-8 (min.0-2-5) Max Horz 2=147(LC 9) Max Uplift8=-223(LC 6),2=-312(LC 6) Max Grav8=986(LC 25),2=1423(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3133/552,3-12=-2384/483,4-12=-2307/490,4-5=-1726/372,5-6=-1640/383 BOT CHORD 2-11=-548/2932,10-11=-548/2932,9-10=-448/2269,8-9=-222/967 WEBS 3-10=-747/138,4-10=-65/352,4-9=-789/196,6-9=-119/915,6-8=-1191/329 NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(1RC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 223 lb uplift at joint 8 and 312 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard A 4* 1:ii:"."4" - FA'?itt rf 0 �. i 9969 Ast 9 i al 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSIITPI 1 Quality Criteria,DSB-89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the US o, , Page 9 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 A08 Roof Special 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:32 2014 Page 1 I D:A5CNpgfXW yDM3JAcQgzDbNycREt-38tVhMkOAVGRZ7jEBQN5nB 1 weAHA4eh ijxycZdyXjfD -2-0-0 6-11-13 10-6-11 16-0-4 17-6-15 19-7-12 23-5-0 I 2-0-0 I 6-11-13 1 3-6-14 I 5-5-9 I 1-6-11 I 2-0-13 I 3-9-4 I Scale=1:43.6 3.00 I 12 5x12 I 3x5= 2x4 I I 6.= 7 8 3x4 y 14 % me T3 5x6 _______5___________-- 2 3x4 4 3 ,,, ° W' Wi v I _______T1___--------------- 7 W W 2 o' =� Bt MM 82 �1-x6= 13 12 11 10 9 1.5x4 I I 3x4= 3x6= 3x10= 3x4= I 6-11-13 I 10-6-11 1 16-0-0 I 23-5-0 1 6-11-13 3-6-14 5-5-9 7-4-12 Plate Offsets(X,Y):[2:0-4-8,Edge],[6:0-3-4,0-2-8],[7:0-2-0,0-1-8],[9:0-1-12,0-1-8],[10:0-2-4,0-1.8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.22 12-13 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.34 12-13 >807 240 TCDL 6.0 rn) BCLL 0.0* Rep Stress Inc- YES WB 0.93 Horz(TL) 0.10 9 Na n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight:114 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(5-10-9 max.):6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection.in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=915/Mechanical,2=1076/0-5-8(min.0-2-7) Max Horz2=167(LC 9) Max Uplift9=-225(LC 6),2=-310(LC 6) Max Grav9=915(LC 1),2=1468(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3282/544,3-4=-2600/483,4-5=-2523/490,5-14=-1480/296,6-14=1413/304.6-7=-1398/327 BOT CHORD 2-13=-550/3074,12-13=-550/3074,11-12=-460/2489,10-11=460/2489,9-10=-155/727 WEBS 3-12=-660/123,5-12=-28/354,5-10=-1239/262,7-10=-159/1008,7-9=-1077/272 NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads_ 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 lb uplift at joint 9 and 310 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ti,..1,or AS,0 44), ,f 4,o..er. i p0. ,1 r i i.,,,, ,„..,...., A Pcs"4,04°N,SAT EL3# 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown_and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 thOTRUSSc .INC. , o Page 10 of 50 Job Truss Truss Type Qty Pry ARROW PT/HASSELBRING RES/JL SJ409375 A09 Roof Special 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 S Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:33 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-XLRtvilOxpOl B H HRI7uKKOa4kaetp7_RxbhA53yXjfC -2-0-0 6-11-13 10-6-11 14-2-12 15-9-7 16-9-0 23-5-0 I 2-0-0 I 6-11-13 I 3-6-14 I 3-8-1 I 1.6-11 I 2-11-9 I 4-8-0 I Scale=1:43.6 5x12 3x5= 2x4 I I g 7 3.00 12 3x4% T2 �...._�..._. _.��„ .. _5555$ 4 12 3x4 3 /�' a 41 2 �.W.�� r Btu �• OM 071 11 10 9 4x6= 6 1.5x4 II 3x4= 5x12= 3x5= 6-11-13 10-6-11 14-2-12 23-5-0 I 6-11-13 I 3-6-14 I 3-8-1 I 9-2-4 Plate Offsets(X,Y):[2:0-4-4,Edgej,[5:0-3-4,0-2-8],[8:0-2-4,0-1-8],[9:0-5-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.21 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.46 8-9 >603 240 TCDL 8.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.10 8 n/a n/a BCLL 0.0• Code IRC2012/TPI2007 (Matrix) Weight:112 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(5-7-6 max.):5-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-7-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=915/Mechanical,2=1076/0-5-8 (min.0-2-6) Max Horz2=149(LC 9) Max Uplift8=223(LC 6),2=-312(LC 8) Max Grav8=977(LC 25),2=1428(LC 26) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3151/551,3-12=-2407/483,4-12=-2330/490,4-5=-1699/365,5-6=-1613/376 BOT CHORD 2-11=548/2949,10-11=-548/2949,9-10=449/2293,8-9=-2131927 WEBS 3-10=739/137,4-10=-60/355,4-9=-837/202,6-9=-123/921,6-8=1159/322 NOTES (13) 1)Wind:ASCE 7-10;Vult-110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 223 lb uplift at joint 8 and 312 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/FPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard .4.1t, t/ '' 19969 i G! � ` NAL 10/01/14 Digitally signed by:Terry L Powell.P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE- Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI I Building t ��aa Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 eTRUS O.INC. Page 11 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 A10 Roof Special 1 1 Job Reference(optional) The Truss Col Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 Mi Tek Industries,Inc. Wed Oct 01 14:48:33 2014 Page 1 I D:A5CNpgfXWyDM3JAcQgzDbNyCREt-XLRtvilOxpOIBHHRI7uKKOa5faeSp9KRxbhA53yX)fC -2-0-0 6-11-13 I 12-2-12 12x4-813-9-7 I 17-9-0 I 23-5-0 I 2-0-0 I 6-11-13 5-2-15 0-1-X121-4-15 3-11-9 5-8-0 Scale=1:43.6 5x12 2x4 11 4x5= 3.001-1-2- " 5 13 6 T2 i i; 3x4 12 3 a ■ tr yV3 ,- W5 ,4 WS Oa. 614 2 w ��'\ � is m X82 q o. ,0 9 6 4x6= 7 3x5= 1.5x4 I I 3x4= 4x8= 2 x 4 I I 6-11-13 l 12-2-12 I 17-9-0 I 23-5-0 6-11-13 5-2-15 5-6-4 Plate Offsets(X,Y):[2:0-3-12,Edge],[4:0-3-4,0-2-4],[6:0-2-0,0-2-0],[8:0-1-8,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) -0.19 10-11 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.70 Vert(TL) -0.33 10-11 >825 240 TCDL 8.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.09 7 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 (Matrix) Weight:109 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(5-6-15 max.):4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=915/Mechanical,2=1076/0-5-8(mm.0-2-4) Max Horz2=130(LC 9) Max Uplift7=222(LC 6),2=-313(LC 6) Max Grav7=1058(LC 25),2=1374(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-3000/563,3-12=-2841/570,3-0=1942/445,4-5=-1409/342,5-13=-14091342,6-13=-1409/342, 6-7=-1018/241 BOT CHORD 2-11=-560/2808,10-11=-560/2808.9-10=-385/1737,8-9=-385/1737 WEBS 3-10=10311221,4-10=-34/437,4-8=-729/139,5-8=-581/167,6-8=-351/1586 NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 • 3)Unbalanced snow loads have been considered for this design. t 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads_ 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 222 lb uplift at joint 7 and 313 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 4 0:00 1 op ii#41 if II, per*?,r . . -, aft.14 0 f 7t1 *lit T 1964 IONA,L ' 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofiio Drive,Madison,WI 53719 theTRUSSco.��V Sco.INC. Page 12 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 All Roof Special 1 1 Job Reference(optional) The Truss Col Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:34 2014 Page 1 I D:A5CN pgfX W yDM3JAcQgzDbNycREt-7X_F621fi 7 W9oRsd IrQZsc7FvnYaEaAFRjeVyXjfB -2-0-0 5-6-3 10-2-12 10r4-871-9-7 I 16-9-0 I 23-5-0 i I 2-0-0 I 5-6-3 I 4-8-9 0-1-X121-4-15 4-11.9 6-8-0 Scale=1:43.6 5x12 3.00 12 2x4 I I 4x6= 5 12 6 T2 2x4 _ i i 1.., 2 3 ~ 11 v r N2 T,' yy4 W ICA 4x6= t0 9 8 7 3x4= 3x6= 4x9= 3x4 I I 10-2-12 23-5-0 10-2-12 I 16�4 I 6-8-0 I Plate Offsets(X,Y):[4:034,0-2-4],[6:0-243,0-1-12],[8:0-1.8,0-2-0] TOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.24 2-10 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.54 2-10 >509 240 BCLL 0.0` Rep Stress Ina YES WB 0.80 Horz(TL) 0.08 7 n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight 107 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc puffins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(4-5-7 max.):4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=915/Mechanical,2=1076/0-5-8 (min.0-2-2) Max Horz2=110(LC 9) Max Uplift7=-221(LC 6),2=-314(LC 8) Max Grav7=1127(LC 25),2=1307(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=2843/610,3-11=-2764/621,311=2171/492,4-5=-2030/444,5-12=-2030/444,6-12=-2030/444, 6-7=-1078/245 BOT CHORD 2-10=-603/2667,9-10=-457/2084,8-9=-457/2084 WEBS 3-10=-670/223,4-10=0/316,4-8=-633/112,5-8=-688/196,6-8=442/2128 NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. r 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 221 lb uplift at joint 7 and 314 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 4,:„. r,'ASA/ lit: C 71 V 19969 J' ISTES" C�`` ONAL 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer_For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building r� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 1 53719 �e i A V�! $S INC. Page 13 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 Al2 Roof Special 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:34 2014 Page 1 ID:A5CNpgfX WyDM3JAcQgzDbNycREt-?X_F62197 W 9oRsdIrQZsc78q_PYdtnaAFRjeVyXjfB -2-0-0 8-2-12 8y�8 9-9-7 15-9-0 23-5-0 2-0-0 I 8-2-12 0-1=121-4-15 I 5-11-9 I 7-8-0 Scale=1:43.6 5x12 3.00 12 2x4 I I 4x8= .3---" 4 5 '~l =� -'----..._-..._..._..- -.........-'---i ---' -----..._'_ - ter.■ W' i' v, 2 N o l 9 8 7 • - 4x5= 1.5x4 I I 4x6= 4x12= 3x4 I I I 8-2-12 I 15-9-0 I 23-5-0 8-2-12 7-6-4 7-8-0 Plate Offsets(X,Y):[2:0-4-8,Edge],[3:0-3-4,0-2-4],[5:Edge,0-1-12],[7:0-2-12.0-2-0] LOADING(psi) SPACING 2-0-0 CSI DEFT in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.28 7-9 >994 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.50 7-9 >550 240 TCDL 8.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.09 6 n/a n/a BCLL 0.0• Code IRC2012/TPI2007 (Matrix) Weight:101 lb FT=16;f, BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(3-3-12 max.):3-5. WEBS 2x4 HF Stud`Except' BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing. W2:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS(lb/size) 6=915/Mechanical,2=1076/0-5-8(min.0-2-0) Max Horz2=90(LC 7) Max Uplift6=220(LC 6),2=315(LC 6) Max Grav6=1184(LC 25),2=1229(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2746/565,3-4=-2918/577,4-5=-2918/577,5-6=1128/246 BOT CHORD 2-9=-535/2646,8-9=-556/2606,7-8=-556/2606 WEBS 3-9=0/283,3-7=-508/329,4-7=-788/224,5-7=-562/2918 y NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf--25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of rain roof live load of 20.0 psf or 1.00 times fat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 220 lb uplift at joint 6 and 315 lb uplift at joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard it)01#14A.S4 44k ,, 1t� 19969 10/01/14 Digitally signed by:Terry L.Powell,P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/FPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison.WI 53719 theTRUSSco,INC, Page 14 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 Al 3 Roof Special 1 1 , Job Reference(optional) The Truss Col Tri-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:34 2014 Page 1 I D:A5CN pgfX W yDM3JAcQgzDbN ycREt-?X_F 62167 W 9oRsd I rQZsc7 E Ky7Yc7aAF RjeVyXjfB -2-0-0 6-2-12 6-14r8 7-9-7 11-11-8 14-9-0 17-6-8 23-5-0 I 2-0-0 I 6-2-12 0-1=121-4-15 I 4-2-1 I 2-9-8 I 2-9-8 I 5-10-8 I Scale=1:43.6 3.00 12 5x12 2x4 I I 3x4= 2x4 I I 4x8= 4 13 5 6 7 i i 1 , i a � T2 : a Q ICA CR 4x6= 12 11 10 9 8 1.5x4 I I 3x10= 3x10 MT18H= 5x10= 3x4 I I 6-2-12 11-11-8 17-6-8 23-5-0 • I 6-2-12 I 5-8-12 I 5-7-0 I 5-10-8 Plate Offsets(X,Y):[2:04-0,Edge],[3:0-3-4,0-2-41,17:0-3-0,0-1-12],[9:0-1-12,0-2-8],[11:0-3-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) tldefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.39 11 >704 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.65 11-12 >426 240 MT18H 185/148 TCOL 8.0 Rep Stress!nor YES WB 0.68 Horz(TL) 0.12 8 n/a n/a BCLL 0.0' Code IRC2012/TP12007 (Matrix) Weight:103 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, except end verticals, BOT CHORD 2x4 HF No.2 and 2-0-0 oc purlins(3-1-0 max.):3-7. WEBS 2x4 HF Stud*Except* BOT CHORD Rigid ceiling directly applied or 6-9-10 oc bracing. W2:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=915/Mechanical,2=1076/0-5-8 (min.0-1-14) Max Horz 2=71(LC 7) Max Uplift8=219(LC 6),2=-316(LC 6) Max Grav8=1229(LC 25),2=1139(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=32621620,3-4=-4190/787,4-13=-4190/787,5-13=-4190/787,5-6=-3243/598,6-7=-3243/598, 7-8=-1176/237 BOT CHORD 2-12=591/3147,11-12=-614/3115,10-11=-692/3836,9-10=-692/3836 WEBS 3-11=-184/1129,4-11=463/131,6-9=-474/145,7-9=584/3234,5-11=-72/409,5-9=-684/145 NOTES (14) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1_33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 200 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live bads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 219 lb uplift at joint 8 and 316 lb uplift at joint 2. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standards ,.....,,ASs N4 4 ,rc" #t 0 10/01/14 Digitally signed by:Terry L.Powell,P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building r��* Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 thO i R V SS1o,mC • Page 15 of 50 Job Truss Truss Type Qty Pry ARROW PTIHASSELBRING RES/JL ' SJ409375 A14 Roof Special 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 S Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:35 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-TIYdKOmHTQe0QbRpsYxoPpfNoN NxH?OkPvAGAxyXjfA I -2-0-0 I 4-2-12 I 5-9-7 I 8-8-6 I 13-6-11 I 18-4-15 I 23-5-0 2-0-0 4-2-12 1-6-11 2-10-15 4-10-5 4-10-5 5-0-1 Scale=1:43.6 3.00 r 12 8x12 4x4= 2 x 4 1 1 4x5= 6x8= 3 14 4 5 6 7 + / Ji 1 112 -- W m !- l.5x4 12 11 10 I I 5x5= 4x8= 4x8 R41-18H= = 3 x 4 I I I 4-2-12 I 8-8-6 I 13-6-11 I 18-4-15 I 23-`-0 I 4-2-12 4-5-10 4-10-5 4-10-5 5-0-1 Plate Offsets(X,Y):[3:0-3-4,0-3-0],[6:0-2-0,0-1-8],[7:Edge,0-2-12],[8:0-1-12,0-1-8],[9:0-3-8,0-1-8],[11:0-3-0,0-1-8],[12:0-2-8.0-1-8] TCOLALDING(ps26 D SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP (Roof Snow 25.D) Plates Increase 1.15 TC 0.70 Vert(LL) -0.55 11-12 >500 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.87 11-12 >317 240 MT18H 220/195 BCLL 0.0* Rep Stress Ina- YES WB 0.93 Horz(TL) 0.10 8 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:115 lb FT=16% LUMBER BRACING TOP CHORD 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals, BOT CHORD 2x4 DF 2400F 2.0E and 2-0-0 oc purlins(3-1-5 max.):3-7. WEBS 2x4 HF Stud'Except` BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. W4:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=915/Mechanical,2=1076/0-5-8(min.0-1-14) Max Horz2=50(LC 7) Max Uplift8=219(LC 6),2=-316(LC 6) Max Grav8=1272(LC 25),2=1124(LC 25) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3427/586,3-14=-5874/994,4-14=-5675/993,4-5=-6201/1078,5-6=-6201/1078,6-7=-4200/734, 7-8=-1204/230 BOT CHORD 2-13=563/3272,12-13=-563/3272.11-12=-982/5673,10-11=729/4200,9-10=-729/4200,8-9=-50/270 WEBS 3-12=-435/2482,4-12=-587/154,4-11=-92/542,5-11=-500/137,6-11=-353/2053,6-9=-874/208, 7-9=-698/4033 NOTES (14) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed,end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 • 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 219 lb uplift at joint 8 and 316 lb uplift at joint 2. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard i ',A ii, 0��04 Or,?,..1,004:0,,-A,Sjfd.j4 0 LZI 19969 iP4'1.0c*'Nisitt:A:04° 10101/14 Digitally signed by:Terry L.Powell.P.E. I WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI theTRUSSroANc, Page 16 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 A15 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) The Truss Col Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:36 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-xw60XknvEkmt2k0?QGS 1 x1 CeInjTOd4tdZwgiOyXjf9 -2-0-0 2-8-4 4-2-15 5-11-8 9-7-7 13-3-6 16-11-5 20-9-0 I 2-0-0 I 2-8-4 I 1-6-11 I 1-8-9 I 3-7-15 I 3-7-15 I 3-7-15 I 3-9-11 I Scale=1:39.0 3.00 12 8x12 4x4= 2x4 II 4x4= 4x6= 3 6 17 4 5 6 7 18 8 i I h Z---• '-- q 2 ,h: :�, :: a he dui il 4x4= 19 15 20 14 21 13 22 23 12 24 11 t0 25 26 9 Special Special 8x8= Special 4x4= Special 4x8= 4x6= 4x5= 3x4 I I Special Special Special Special Special Special 2-84 5-11-8 9-7-7 13-3-6 1611-5 20-9-0 2-8-4 j 3-3-4 I 3-7-15 I 3-7-15 I 3-7-15 I 3-9-11 1 Plate Offsets(X,Y):[3:0-3-4,0-1-12j,17:0-1-12,0-1-121 18:0-2-12,0-1-12],[10:0.1-12,0-1-121,112:0-2-8,0-2-0j LOADING(psf) SPACING 1-0-0 CSI DEFL in (loci Udefl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.35 12-13 >701 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.66 12-13 >370 240 TCOL 8.0 Rep Stress Ina NO WB 020 Horz(TL) 0.07 9 n/a n/a BCLL 0.0• Code 1RC2012/TPI2007 (Matrix) Weight:104 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc purlins, except end verticals, T2:2x6 DF 2400F 2.0E and 2-0-0 oc purlins(4-8-9 max.):3-8. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 2400F 2.0E REACTIONS (lb/size) 9=683/0-5-8 (min.0-1-8),2=675/0-5-8 (min.0-1-8) Max Horz2=18(LC 7) Max Uplift9=-116(LC 7),2=-121(LC 6) Max Grav9=806(LC 25),2=684(LC 25) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1947/170,3-16=3609/313,16-17=3610/314,4-17=3611/314,4-5=-4386/327,5-6=-4187/297, 6-7=4187/297,7-18=2599/201,8-18=-2599/201,8-9=-738/133 BOT CHORD 2-19=-169/1846,15-19=-169/1846.15-20=-169/1848,14-20=-169/1846,14-21=318/3610, 13-21=-318/3610,13-22=-332/4386,22-23=-332/4386,12-23=-332/4386,12-24=-205/2599, 1124=205/2599,10-11=-205/2599;10-25=33/304,25-26=-33/304,9-26=-33/304 WEBS 3-14=-163/1814,4-14=-368/77,4-13=-77/791,7-12=100/1619,7-10=426/79,8-10=-175/2341 NOTES (14) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(fiat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 116 lb uplift at joint 9 and 121 lb uplift at joint 2. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)157 lb down and 88 lb up at 4-4-0,and 184 lb down and 114 lb up at 20-0-12 on top chord,and 51 lb down at 2-0-12,52 lb down at 4-0-12,52 lb down at 6-0-12,52 lb down at 8-0-12,52 lb down at 10-0-12,52 lb down at 12-0-12,52 lb down at 14-0-12,52 lb down at 16-0-12,and 52 lb down at 18-0-12,and 52 lb down at 20-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). }� A b 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. i..J ,yp LOAD CASE(S)Standard t;'R AS J- 1 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 .t Uniform Loads(plf) ¢ Vert 13=33,3-8=33,2-9=7 y Continued on page 2 76 t 19969 'ONAL 10/01/14 Digitally signed by:Terry L.Powell,P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building ��wa,,,,�,, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the V�rsS5CO,INC, Page 17 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL ' SJ409375 A15 ROOF SPECIAL GIRDER 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:36 2014 Page 2 ID:A5CNpgfXW yDM3JAcOgzDbNycREt-xw60XknvEkmt2k0?QGS 1 x 1 CeInjTOd4tdZwgiOyXjf9 LOAD CASE(S)Standard Concentrated Loads(lb) Vert 11=-21(B)14=-21(B)16=-10718=-14919=-21(B)20=-21(B)21=-21(B)22=21(B)23=-21(B)24=-21(B)25=-21(B)26=-21(B) �„t4 A5#�r ot ':$,/itif . tat* 0 199 9 , ik cis . 4Stio NAT 10/01/14 Digitally signed by:Terry L.Powell,P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Critetia,DSB-89 and SCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 th.Qrit V*� SSco nc. • Page 18 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 BOl Monopitch Supported Gable 1 1 " Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:36 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-xw60XknvEkmt2k0?QGS1 x1 ChinpHOgDtdZwgiOyXjf9 -2-0-0 3-10-8 I 2-0-0 1 3-10-8 I Scale:1"=1' 3 2x4 3.00 12 5 mill v 2 W1 T1 1 61 II II • ::.: a•J :.;axb:• r:::'/J`i..:,:;,tt:.:.:.,:.ia::•a:.: +;::::::•:i::::$.c•;:;:•::::.:.,av •:.x:.:•r...:<.::::::..%i:i:;:;::r:::?...'.Et,. • 4 • 3x4= 1.5x4 I I I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 1 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.12 Vert(LL) -0.01 1 n/r 90 TCDL 8.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0• Code IRC2012/TPI2007 (Matrix) Weight 17 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=114/3-10-8 (min.0-1-8).2=317/3-10-8 (min.0-1-8) Max Horz2=48(LC 9) Max Uplift4=26(LC 10),2=-136(LC 6) Max Grav4=128(LC 17),2=324(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (13) r' 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf,BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 26 lb uplift at joint 4 and 136 lb uplift at joint 2. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Ao',As,v 44, ..ek ,1'. .,41 .1 t.,...,0, 0 71 AP LZ.1 (-) if'4 xsr " NAL 10/01/14 Digitally signed by:Terry L.Powell.P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer_For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building r��* Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 to l IZUS o n c Page 19 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL ' SJ409375 COl COMMON GIRDER 1 'I 2 Job Reference(optional) The Truss Co./Tn-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:38 2014 Page 1 ID:A5CNpgTXWyDM3JAcQgzDbNycREt-tlEmyQo9mLObH2AOXhUV1 SHsQbMYUNOA5tPwnGyXjf7 4-9-11 [ 9-6-12 I 13-10-0 I 18-1-4 I 22-10-5 I 27-8-0 I 29-8-0 4-9-11 4-9-1 4-3-4 4-3-0 4-9-1 4-9-11 2-0-0 5x8 II Scale=1:50.2 3.00 FIT 4 4x4 fl 4x4 r 3 so 5 18 3x4� 17 i �� 3x4 MN 2 6 loroirooffi 5x14 5x14 1.1 UM WS ` 8 I. NE .r 19 20 15 21 22 14 23 13 11 10 24 12 25 26 27 28 29 e4 16 9 7x8 MT•8H I I 8x10 MT18H= Special 8x8= Special 8x8= 6x8 MT18H=8x8=Special 8x10 MT18H= Special 7x8 MT18H I I Special Special Special Special Special Special Special Special Special I 4-9-11 I 9-6-12 I 13-10-0 I 16-1-0 I 22-10-5 I 27-8-0 4-9-11 4-9-1 4-3-4 4-3-0 4-9-1 4-9-11 Plate Offsets(X,V):[1:0-6-0,0-2-4),[3:0-1-8,0-1-12j,[4:0-4-12,0-2-8j,[5:0-1-8,0-1-12],[7:0-6-0,0-2-4],[9:0-4-4,0-3-8],[10:0-3-8.0-4-8],[11:0-3-8.0-4-12),[13:0-4-0,0-4-41,[14:0-3-8,0-4-12],[15:0-3-8,0-4-8], [16:0-4-4,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.80 Vert(LL) -0.32 11-13 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.65 Vert(TL)TL) -0.57 11-13 >571 240 MT18H 185/148 TCDL 8.0 BCLL 0.0• .Rep Stress Incr NO WB 0.85 Horz(TL) 0.11 9 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:338 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except end verticals. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud*Except* ' W7:2x4 HF No.2,W1:2x8 DF SS,W2:2x4 DF No.1&Btr REACTIONS (lb/size) 16=7386/0-5-8 (min.0-3-11),9=8233/0-5-8 (min.0-4-2) Max Horz 16=-39(LC 30) Max Upliftl6=-1587(LC 6),9=-1762(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-13359/2871,2-17=-14432/3128,3-17=14402/3134,3-4=12393/2700,4-5=-12395/2706, 5-18=14852/3193,6-18=-14894/3186,6-7=-14367/2984,1-16=-6361/1392,7-9=-7019/1557 BOT CHORD 16-19=-325/1427,19-20=-325/1427,15-20=-325/1427,15-21=-2764/12882,21-22=2764/12882, 14-22=-2764/12882,14-23=-2987/13984,13-23=-2987/13984,13-24=-3021/14.442,12-24=-3021/14442, 12-25=3021/14442,11-25=3021/14442,11-26=2843/13828,26-27=-2843113828,10-27=2843/13828, 10-28=-361/1818,28-29=361/1818.9-29=-361/1818 WEBS 4-13=-1204/5633,5-13=-3239/690,5-11=-415/2217,6-11=-243/727,6-10=-333/182,3-13=-26751601, 3-14=-350/1781,2-14=-306/1283,2-15=859/252,1-15=-2524/11794,7-10=-2589/12365 NOTES (14) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc,2x8-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1587 Ib uplift at joint 18 and 1762 lb uplift at joint 9. �y jia 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. dY'" 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)904 lb down and 195 lb up at 1-8-12,904 lb down and 195 �� t$'AS A/ tr lb up at 3-8-12,904 lb down and 195 lb up at 5-8-12,904 lb down and 195 lb up at 7-8-12;1051 lb down and 236 lb up at 9-8-12,972 lb down and 237 lb up , f - !0 f at 11-8-12,901 lb down and 239 lb up at 13-8-12,963 lb down and 237 lb up at 15-8-12,1044 lb down and 238 lb up at 17-8-12,1113 lb down and 235 Ib up 999 at 19-8-12,1170 lb down and 234 lb up at 21-8-12,and 1215 lb down and 233 lb up at 23-8-12,and 1258 lb down and 233 lb up at 25-8-12 on bottom chord. f ik The design/selection of such connection device(s)is the responsibility g ( } possibility of others. OArithitidtlomaitage Diven in feet-inches-sixteenths(FFIISS)format. Ix W 19969 M NAL 10/01/14 Digitally signed by.Terry L.Powell,P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with MTek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery'erection and bracing consult ANSUTPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the S co nsic, I Page 20 of 50 Job Truss Truss Type Ohl Ply ARROW PTIHASSELBRING RES?JL SJ409375 CO1 COMMON GIRDER 1 2 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:38 2014 Page 2 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-tlEmyQo9mL0bH2AOXhUV1 SHsQbMYUNOA5tPwnGyXjf7 LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4-66.4-7=66,7-8=66,9-16=-14 Concentrated Loads(lb) Vert:13=901(B)14=-1051(B)19=904(B)20=-904(B)21=-904(6)22=904(B)23=-972(B)24=963(B)25=1044(B)26=-1113(B)27=1170(B)28=-1215(B)29=1258(B) ......),'ASA" N4 k re 0 si, uNAL 10/01/14 Digitally signed by:Terry L.Powell.P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors.This design is based only upon parameters shown..and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.Ltqc. Page 21 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL • SJ409375 CO2 Common 1 1 Job Reference(optional) The Truss Co./Tit-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:38 2014 Page 1 -6-0-0 -4-0-0 7-5-8 ID:ASCNpgfX WyDM3JAcQgzDbNycREt-ilEmpOo9mLObH2A0 27-5-0 kbKIUWIA5t2P Gy)(jf7 1 2-0-0 I 4-0-0 7- i 13-10-0 l 20-2-8 5-8 6-4-8 6-4-8 I 7-5-8 l 2-0-0 1 Scale=1:59.3 3.00 12 i 5x5= , 5x6 6 q 2x4 5 2x4 i i ,/I.Nott 4 III y`\ 7 13 - 44441.01`' ...0./ 8 w 2 ow El 1 '' 12 11 10 ° ° _, 5x6= 3x4= 3x5= 354- 5x6= I 10-0-1 17-7-15 27-8-0 10-0-1 7-7-13 1 10-0-1 1 Plate Offsets(X,Y):[3:04-0,Edgel,[6.0-2-8,0-0-0],[8:0-4-0,Edge],[10:0-1-12,0-1-8j,[12:0-1-12,0-1-81 TCLL ADING( 25.0 SPACING 2-0-0 CSI DEFL in (roc) I/deft Ltd PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.28 10-12 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.82 Vert(LL) -0.57 8-10 >568 240 BCLL 0.0` Rep Stress Ina YES WB 0.28 Horz(TL) 0.15 8 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:119 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. WEBS 2x4 HF Stud MiTek recw amends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS(Ib/size) 3=1358/0-5-8 (min.0-2-4).8=1221/0-5-8 (min.0-2-1),2=212/0-5-8 (min.0-18) Max Horz3=100(LC 10) Max Uplift3=-243(LC 10),8=307(LC 7),2=-145(LC 6) Max Grav3=1358(LC 1),8=1243(LC 18),2=222(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 34=2911/597,4-5=-2509/439,5-6=-2458/450,8-7=-2579/440,7-13=-3030/583.8-13=3143/568 BOT CHORD 3-12=-570/2737,11-12=293/2007,10-11=-293/2007,8-10=-496/2977 WEBS 6-10=106/752,7-10=-691/254,6-12=-100/627,4-12=-583/248 NOTES (11) 1)Wind:ASCE 7-10;Vult-110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25f1;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 243 lb uplift at joint 3,307 lb uplift at joint 8 and 145 lb uplift at joint 2. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 19969 4.P.0 4.01sTsix ,S, 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE- Design valid for use with Mitek connectors.This design is based only upon parameters shown-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building �a��ww,,,,�� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 fhe USiSL,.Q,INC, Page 22 of 50 Job Truss Truss Type Qty Ply ARROW PTIHASSELBRING RES/JL SJ409375 CO3 California 1 1 • Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:39 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-LVo891pn W f8SvCIa5O?lafg4c?ezDyiKKXBUJjyXjf6 -6-0-0 4 0 0 5-2-6 10-4-4 11-10-15 15-9-1 17-3-12 22-5-10 27-8-0 29-8-0 I 2-0-0 I 4-0-0 I 5-2-6 I 5-1-14 11-6-11 1 3-10-2 1 1-6-11 I 5-1-14 1 5-2-6 I 2-0-0 Scale=1:61.2 5x12% 5x12= 3.00 FT 5 3x4 15 I 16 3x4 4 7 i , i Or 3 4) 0 8 17 9 1rw�-- X11 14 13 12 11 10 ° 5 = 4x6= 5x6= ° 1=11 1.5x4 I I 3x4= 3x8= 1.5x4 I I 5-2-6 10-4-4 17-3-12 22-5-10 27-8-0 I 5-2-6 I 5-1-14 I 6-11-8 I 5-1-14 I 5-2-6 I Plate Offsets(X,Y):[3:0-5-0,Edge],15.0-34,0-2-4].[6:0-34,0-2-8],[8:0-5-4,Edqe],[13:0-1-12,0-1-8] LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.32 13-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.95 Vert(TL) -0.59 11-13 >550 240 TCDL 8.0 Rep Stress!nor YES WB 0.34 Horz(TL) 0.18 8 n/a a/a BCLL 0.0. Code IRC2012/TPI2007 (Matrix) Weight:133 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(4-0-8 max.):5-6. WEBS 2x4 HF Stud*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. W4:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=1362/0-5-8 (min.0-2-13).8=1221/0-5-8 (min.0-2-9),2=209/0-5-8 (min.0-1-8) Max Horz 3=87(LC 6) Max Uplift3=-264(LC 6),8=-323(LC 7),2=138(LC 6) Max Grav3=1700(LC 30),8=1552(LC 30),2=336(LC 30) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-3485/619,4-15=-3035/542,5-15=-2982/548,5-6=-2914/563,6-16=-3043/542,7-16=-3088/533, 7-8=-3722/615 BOT CHORD 3-14=588/3258,13-14=-586/3258.12-13-'490/2874,11-12=490/2874,10-11=-536/3507, , 8-10=536/3507 WEBS 4-13=-388/243,5-11=-276/358,6-11=0/259,7-11=574/174 i NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph,TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed:Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct-1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads_ 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 264 lb uplift at joint 3,323 lb uplift at joint 8 and 138 lb uplift at joint 2. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/7P11. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard r 0, 19969 i ,sT ° 6\ "NA #. 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofiio Drive,Madison,WI 53719 theTRUSSco.ma I Page 23 of 50 Job Truss Truss Type Qty Fly ARROW PTIHASSELBRING RES/JL • SJ409375 C04 California 1 1 Job Reference(optional) The Truss Col Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:39 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-LVo891pn WfSSvCIaSO?kZfg87?hyD_?KKX8UJjyXjf6 -2-0-0 4-7-5 8-4-4 9-10-15 13-10-0 17-9-1 19-3-12 23-0-11 27-8-0 29-8-0 1 2-0-0 I 4-7-5 I 3-8-15 1 1-6-11 I 3-11-1 I 3-11-1 I 1-6-11 1 3-8-15 4-7-5 l 2-0-0 i Scale=1:52.6 3.001: 5x12= 2x4 II 5x12 1114 _ _ 9 ran' 6 V:i i l6 5x6= 13 12 11 10 5x6 3x4= 3x8= 4x8= 3x4= , 8-4-4 13-10-0 19-3-12 27-8-0 1 8-4-4 I 5-5-12 I 5-5-12 1 8-4-4 I Plate Offsets(X,Y):[2:0-4-4,Edge],[4:0-3-4,0-2-4],[6:0-3-4,0-2-4],[8:0-4-4,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) 1/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.32 12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.76 Ve TCDL 8.0 rt(TL) -0.60 12 >542 240 BCLL 0.0' Rep Stress Incr YES WB 025 Horz(TL) 0.17 8 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:126 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purtins,except BOT CHORD 2x4 HF No.2 2-0-0 o;pudins(3-5-11 max.):4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1235/0-5-8 (min.0-2-6),8=1235/0-5-8 (min.0-2-6) Max Horz2=41(LC 14) Max Uplift2=-335(LC 6),8=-335(LC 7) Max Grav2=1432(LC 30),8=1432(LC 30) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=32361663,3-4=-3089/636,4-14=3647/726,5-14=-3647/726,5-15=-3647/726,6-15=-3647/726, 6-7=-3089/636,7-8=-3238/665 BOT CHORD 2-13=-620/3034,12-13=-598/3030.11-12=-557/3030,10-11=557/3030,8-10=-582/3034 WEBS 3-13=-147/413,4-12=-164/677,5-12=494/135,6-12=-164/677,7-10=-147/413 NOTES (12) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf,BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psi(fiat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1y 3)Unbalanced snow loads have been considered for this design. 1 4)This truss has been designed for greater of min roof live load of 20.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 335 lb uplift at joint 2 and 335 lb uplift at joint 8. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard p Or 0 'Itt ,.r , yi ,, ..,.., al 0 194%19 AI loN IS A'• 10/01/14 Digitally signed by Terry L.Powell,P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON Tiffs TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building �y�* �a Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.R V SSo,INC. Page 24 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 C05 CALIFORNIA GIRDER 1 1 • Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 5 Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:40 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-ghMWN5gPHzGJWMKnf5Wz6tMAtO_XyGATYBu1 r9yXjf5 -2-0-0 3-7-3 6-4-4 71-.6-1115 10- 11-2-8 16-5-8 19-9-1 21-3-12 24-0-13 27-8-0 29-8-0 I 2-0-0 I 3-7-3 I 2-9-1 I I 3-3-9 I 5-2-15 I 3-3-9 I 1-6-11 I 2-9-1 I 3-7-3 I 2-0-0 I Scale=1:52.6 3.00 FIT 5x14 3x4= 2x4 II 5x14 3 4 4 15 16 5 1 4x14= �" 4x14= Y ; ,,, 2 �� "� � _ 7 1aN 18 19 13 20 21 12 22 23 24 11 25 10 26 9 27 28 1 Special Special 2x4 II Special 4x8— Special 4x12=6x10 MT18H= 2x4 II Special Special Special Special Special Special Special Special Special 3-7-3 I 6-04 I 11-2-8 I 16-5-8 I 21-3-12 I 24-0-13 I 27-8-0 3-7-3 2-9-1 4-10-4 5-2-15 4-10-4 2-9-1 3-7-3 Plate Offsets(X,Y):[3:0-5-4,0-2-0],[6:0-5-4,0-2-0],[11:0-3-8,0-2-0],[12:0-3-0,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.67 11-12 >489 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.93 Vert( 1.27 11-12 >258 240 MT18H 220/195 TCDL 8.0 Rep Stress Ina NO WB 0.84 Haorz(TL ) 0.18 7 n/a n/a BCLL OA' Code IRC2012/TPI2007 (Matrix) Weight:150 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 1-7-12 oc purlins,except T2:2x6 DF SS 2-0-0 oc purlins(2-3-12 max.):3-6. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection;in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=2127/0-5-8 (min.0-3-12).7=2127/0-5-8(min.0-3-12) Max Horz2=35(LC 6) Max Uplift2=-424(LC 6),7=424(LC 7) Max Grav2=2288(LC 30),7=2288(LC 30) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=7283/1191,3-14=-9114/1449,4-14=9114/1449,4-15=-9108/1445,15-16=-9108/1445, 5-16=-9108/1445,5-17=-9108/1445,6-17=-9108/1445,6-7=-7284/1193 BOT CHORD 2-18=1134/7083,18-19=-1134/7083,13-19=-1134/7083,13-20=-1198/7038,20-21=-1198/7038, 12-21=-1198/7038,12-22=-1402/9114,22-23=-1402/9114,23-24=-1402/9114,11-24=-1402/9114, 11-25=-1163/7039,10-25=1163/7039,10-26=-1163/7039,9-26=-1163/7039,9-27=1100/7084, 27-28=-1100/7084,7-28=-1100/7084 WEBS 3-12=27912220,4-12=-579/196,5-11=-577/187,6-11=-276/2213 NOTES (16) r 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C:Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)Concentrated loads from layout are not present in Load Case(s):#5 Dead+Uninhabitable Attic Without Storage. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 424 lb uplift at joint 2 and 424 lb uplift at joint 7. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)732 lb down and 330 lb up at 8-0-0,and 732 lb down and 330 lb up at 19-8-0 on top chord,and 45 lb down at 2-0-12;46 lb down at 4-0-12,46 lb down at 6-0-12,46 lb down at 8-0-12,46 lb down at 10-0-12,46 lb down at 12-0-12,46 lb down at 13-10-0.46 lb down at 15-7-4,46 lb down at 17-7-4,46 lb down at 19-7-4,46 lb down at 21-7-4,and 46 lb down at 23-7-4, �J and 45 lb down at 25-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. s ilr s, 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r►'i 4• AS 1 1,44 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. ,�,/ t LOAD CASE(S)Standard s Continued on page 2 ,rj 19969 "Np 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TILLS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with M tek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building �� �+�,, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco,ma I I. Page 25 of 50 Job Truss Truss Type Qty Pry ARROW PT/HASSELBRING RES/JL SJ409375 C05 CALIFORNIA GIRDER 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48'40 2014 Page 2 ID:A5CNpgfXWyDM3JAcQgzDbNycREt ghMWN5gPHzGJWMKnf5Wz6tMAtO_XyGATYBu1 r9yX)f5 LOAD CASE(S)Standard 1)Dead+Snow(balanced).Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-3-66.3-6=-66,6-8-66,2-7=-14 Concentrated Loads(lb) Vert:13=-40(F)9=-40(F)14=-63317=-63318=-39(F)19=-40(F)20=-40(F)21=-40(F)22=-40(F)23=-40(F)24=-40(F)25=-40(F)26=-40(F)27=-40(F)28=-39(F) ASAr lig ;of, r:1;,,If I *4, ( c � . , IsT c� IONAL 10/01/14 Digitally signed by:Terry L.Powell;P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector_Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control_storage delivery erection and bracing consult ANSIJTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building i� }.INC. Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 Page 26 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 D01 JACK-OPEN 1 1 • Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 S Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:41 2014 Page 1 z a0 1-10-8 ID:ASCNpgfXWyDM3JAcOgzDbNycREt-ItwvaRr22GOA8WvzDp2Ce4vVOoXVhwTcnrdbNbyXjf4 I 2-0-0 I 1-10-8 I I 13-9-4 Scale=1:33.4 5 l� 3.001.12 4 9 ,� 3 T1 q 3x5 II 4; 2 2- 1 v: 61 ji :3x4 II 8 7 I 1-10-8 I 1-10-8 LOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (lore) I/deft lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.31 Vert(LL) 0.00 7-8 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.00 7-8 >999 240 BCLL 0.0* Rep Stress Ina YES WB 0.00 Horz(TL) -0.02 6 n/a n/a BCDL 7.0 Code IRC2012/iP12007 (Matrix) Weight:33 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-1-8 except(jt=length)8=0-5-8,6=Mechanical,7=Mechanical. (lb)- Max Horz8=136(LC 6) Max Uplift All uplift 100 lb or less at joint(s)8,6,7,5 except 3=-125(LC 10),4=-120(LC 6) Max Gray All reactions 250 lb or less at joint(s)6,7.3 except 8=321(LC 1).4=328(LC 17),5=256(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=305/112 NOTES (14) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8pst BCDL=4.2psf;h=25ft;Cat.II;Exp C,enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of mm roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,6,7,5 except(jt=lb)3=125,4=120. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard PO , /41 4r !As ii, 0 , At 19969 O. IAL 10/01/14 Digitally signed by:Terry L.Powell.P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector_Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building *� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 �e�V S INC, Page 27 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL ' SJ409375 FL1 Rafter 10 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:41 2014 Page 1 IDA5CNpgfX WyDM3JAcQgzDbNycREt-ItwvaRr22GOA8 WvzDp2Ce4vZooYKhWTcnrdbNbyXjf4 1-11-11 1-11-11 3.00 12 Scale=1:9.0 2 111 1 �i o 1 T1 c � I‘? 1 1-11-11 1-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 1 >999 360 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 1 >999 240 TCDL 8.0 Rep Stress Inc- YES WB 0.00 Horz(TL)L -0.00 2 n/a n/a BCLL 0.0 BCDL 7,0" Code IRC2012/TP12007 (Matrix) Weight:4 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=64/Mechanical,2=64/Mechanical Max Horz 1=18(LC 6) Max Uplift1=25(LC 6),2=-29(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL 1.8psf,BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Fit V 04 kiNA1.. 10/01/14 Digitally signed by:Terry L.Powell:P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and SCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 "C rUSS INC. A • Page 28 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J22 Jack-Open 5 1 • Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:41 2014 Page 1 I D:A5CNpgfXWyDM3JAcQgzDbNycREt-ItwvaRr22GOA8WvzDp2Ce4vYLoYthwTcnrdbNbyXjf4 -2-0-0 1-11-11 2 r r 1 2-0-0 1 1-11-11 r:5 ' Scale=1:9.1 3 .: i 1 _____________________----._--------------------- 3.00 12 2 ' ' 5' l l/ ll ---'�— J Jam—. 81 t \( ` 16:7' =/3x4= 4 I • • I 1-11-11 2 r r 1-11-11 r f 5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 185/148 (Roof Snow=25A) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0` Code IRC2012/TP12007 (Matrix) Weight:10 lb FT=18% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=284/0-5-8 (min.0-1-8),4=14/Mechanical,3=-9/Mechanical Max Horz2=42(LC 6) Max Uplift2=143(LC 6),3=-57(LC 16) Max Grav2=286(LC 17),4=33(LC 5),3=16(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=143. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard app � t ir t,,,,:: (4969 44/0 • "VA.L 10101114 Digitally signed by:Terry L.Powell,P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI 1 Building �a � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 he tJ$$tro,Ric IF Page 29 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J24 Jack-Open 4 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:42 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-m4THonsgpaWOmfT9mWZRB ISj5Ct6QNimOVN8w2yXjf3 -2-0-0 2-0-0 3-11-11 I 2-0-0 I 2-0-0 I 1-11-11 Scale=1:12.2 3 1 3.00 12 ;1 i - " 1, li f��x I 5 2 Ti 1 B1 `j3xa= • 4 I 2-0-0 I 2-0-0 TCDL LOADING(psf) 0 SPACING 2-0-0 CSI DEFL in (oc) I/defl L/d PLATES GRIP (Roof Snow=25 0) Plates Increase 1.15 TC 0.12 Vert(LL) -0.00 2 >999 360 MT2O 185/148 TCDL 8.0 Lumber Increase 1.15 BC 003 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:14 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=92/Mechanical,2=312/05-8(min.0-1-8),4=14/Mechanical Max Horz2=60(LC 6) Max Uplift3=-47(LC 10),2=145(LC 6) Max Grav3=107(LC 17),2=320(LC 17),4=33(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct-1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=145. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard re 0 0 19969 ' 'NAL 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and SCSI I Building �+�,, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCC,INC" , s • Page 30 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J26 Jack-Open 4 1 Job Reference(optional) The Truss Col Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:42 2014 Page 1 I D:A5CNpgfX WyDM3JAcQgzDbNycREt-m4THonsgpa WOmfT9m WZRB ISgwCt6QNimOVN8w2yXjf3 -2-0-0 2-0-0 5-11-11 I 2-0-0 I 2-0-0 I 3-11-11 I ■ Scale:3/4"=1 j 3 3.0012 711 It /J 5 T1 ;P 2 1 B1 111 l !!!111 F 3x4= ' 4 2-0-0 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 026 Vert(LL) -0.00 2 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 TCDL 8.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 (Matrix) Weight:18 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=170/Mechanical,2=366/0-5-8 (min.0-1-8),4=14/Mechanical Max Horz2=79(LC 6) Max Uplift3=-81(LC 10),2=-162(LC 6) Max Grav3=202(LC 17),2=380(LC 17),4=33(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf,BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=162. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 10)"Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard pi," 44/ 0 .ii4ii c I 4969 ' (Sy ,sue " 10/01/14 Digitally signed by:Terry L Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector_Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and SCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRU iSSco,INC, O. ' Page 31 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL • SJ409375 J42 Jack-Open 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:42 2014 Page 1 I D:ASCNpgD(WyDM3JAcQgzDbNycREt-m4THonsgpaWOmff9mWZRBISikCrLQNimOV N8w2yXlf3 -2-0-0 1-11.11 I 3-10-8 I 2-0-0 I 1-11-11 1-10-13 Scale:1°=1' / t Special 3 3.00 I 12 5 N7 2 � T1 A ao 1 61 /h, Io �_ x4 6 4 Special I IIIIIIII°441 1-10-9 1-1-111 4-4-0 1-10-9 1 2 2-4-5 LOADING(psi) SPACING 2-0-0 CSI DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 2-4 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0" Code IRC2012/TPI2007 (Matrix) I Weight:13 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS(lb/size) 3=-44/Mechanical,2=328/0-5-8(min.0-1-8).4=28/Mechanical Max Horz2=41(LC 6) Max Uplift3=-86(LC 16),2=154(LC 6) Max Grav3=61(LC 33),2=330(LC 17),4=68(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=154. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)27 lb down and 9 lb up at 1-10-15 on top chord,and 5 lb down and 6 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=66,2-0=14 Concentrated Loads(lb) Vert:3=2(F)6=0(F) . i � �A ty 4 ,),er irii 0 4 i : ft 1 7:1 elil 17.4 19969 'DIAL 10/01/14 Digitally signed by:Terry L.Powell,P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON Tills TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 tbelltUSSco,INC A Page 32 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J44 Jack-Open 1 1 • Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:43 2014 Page 1 1 ID:ASCNpgD(WyDM BAcQgzObNycREt-EG1f?7slauetNp2MKE4gkV tUcBY9gyvE96hSUyX#2 -2-0-0 i 3-6t113131 2-0-0 3-10-8 3 Scale:1"=1' - 3.00 rir -''li' A_ ,n 2 , '— T1 — ._ .._.._ - J -- l 1 '' 81 a ��sx4= 4 • 101"1 i 4-4-0 4-4-0 1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) TCOL 8,0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-4 >999 240 BCLL 0.0• Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012TPI2007 (Matrix) Weight:17 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=77/Mechanical,2=341/05-8 (min.0-1-8),4=28/Mechanical Max Horz2=60(LC 8) Max Uplift3=-41(LC 10),2=146(LC 6) Max Grav3=92(LC 17),2=349(LC 17),4=69(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft:Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=146. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard t1, Ana,ii#tk 0 0 19969 At 4v10 # NAL 10/01/14 Digitally signed by:Terry L Powell.P.E. WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t le V�! SSQ is ■ 1 Page 33 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL • SJ409375 J46 Jack-Open 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:43 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-EG1 f?7slauetNp2MKE4gkV_s8cBY9gyvE96hSUyXjf2 -2-0-0 I 3-10-8 j 5-11-11 2-0-0 3-10-8 2-1-3 t Scale=1:15.7 3 • 3.00 12 h+/\ li • co ii Ah 1 5 2 T1 1 B1 `_ 4 i �j 3x4= I 4-4-0 I LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (bc) lidefl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 023 Vert(LL) -0.02 2-4 >999 380 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-4 >999 240 BCLL 0.0• Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nla n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:20 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS(lb/size) 3=159/Mechanical,2=392/0-5-8 (min.0-1-8),4=28/Mechanical Max Horz2=79(LC 6) Max Uplift3=77(LC 10),2=-161(LC 6) Max Grav3=190(LC 17),2=407(LC 17),4=69(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vuit=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft:Cat.11;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of can roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=1b)2=161. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 0 # t 19969 _,d i ONAL 10/01/14 Digitally signed by;Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery'erection and bracing consult lt ANSUTPI I Quality Criteri a,D SB-89 and BCSI I Building Component Safety Information p bon available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTR , o mc Page 34 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J48 Jack-Open 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc Wed Oct 01 14:48:43 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-EG 1 f?7slauetNp2MKE4gkV_ojcBY9gyvE96hSUyXjf2 -2-0-0 I 3-10-8 I 741.11 k' 2-0-0 3-10-5 t Scale=1:19.7 3 Ii • IL i` T1 .N 2 --j i E1____e---------r- 7 3x4= I � I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) !Met Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-4 >999 240 TCDL 8A Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0' Code IRC2012/TPI2007 (Matrix) Weight:24 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=232/Mechanical.2=450/0-5-8 (min.0-1-8),4=28/Mechanical Max Hoiz2=97(LC 6) Max Uplift3=-110(LC 10),2-182(LC 6) Max Grav3=282(LC 17),2--472(LC 17),4=69(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Ph 25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=110,2=182. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/7P!1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard E. 0 0e - .,t . . f 141 ,- A 0 19969 P IS % ' NA 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Miek connectors.This design is based only upon parameters showy-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector-Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building a � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the i f L/$Sco,INC, Page 35 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL ' SJ409375 J82 Jack-Open 4 1 Job Reference(optional) The Truss Col Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:44 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-iSb1CTtWLBmk?zdYuxbvGIX2EOUvuHC3TpsF_wyXjf1 ",1 -2-0-0 I 1-11-11 I 8-0-0 I ''q 2-0-0 1-11-11 6-0-5 Scale=1:18.6 3.00 I 12 3 5 2 Ti e 1 �,i�/ i ' B1 �i 6 7 8 4 3x4= • I 1-10-9 1-11111 8-0-0 1-10-9 0.t-2 6-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 2 ""- 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-4 >392 240 TCOL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL OA* Code IRC20121TPI2007 (Matrix) Weight:17 lb FT=16% BCDL 7.0 • LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=-42/Mechanical,2=353/0-5-8(min.0-1-8).4=53/Mechanical Max Horz2=41(LC 5) Max Uplift3=-84(LC 15),2=-138(LC 5) Max Grav3=34(LC 5),2=355(LC 16),4=53(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)-This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=1b)2=138. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)`Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)5 lb down and 6 lb up at 2-0-12,and 5 lb down and 6 lb up at 4-0-12,and 5 lb down and 6 lb up at 6-0-12 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) , Vert:1-3=-66,2-4=14 Concentrated Loads(lb) Vert:6=0(B)7=0(B)8=0(B) .�''"'Apa SO y 0 0 t AO it 9 A' I AS,� '" 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53'19 'le' IISSCQ,INC Page 36 of 50 Job Truss Truss Type City Ply ARROW PT/HASSELBRING RES/JL SJ409375 J84 Jack-Open 4 1 ' Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:44 2014 Page 1 t,1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-iSb1 CTtwLBmk?zdYuxbvGjX2E0UquHC3TpsFwyXjfl -2-0-0 3-11-11 8-0-0 I 2-0-0 I 3-11-11 I 4-0-5 I Scale=1:18.6 3.00 12 3 I''I�I' o: 5 r 2 T1 a 4 I Fl 3x4= 3-10-9 3-11(11 8-0-0 I 3-10-9 0-1-2 4-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Mc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.00 2 "•' 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-4 >386 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0• Code IRC2012/TP12007 (Matrix) Weight:21 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS(Ib/size) 3=77/Mechanical,2=367/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz2=60(LC 5) Max Uplift3=-41(LC 9),2=-130(LC 5) Max Grav3=92(LC 16),2=375(LC 16),4=54(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft:Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=130. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ia 4 Fly, jj,.j' �,�a 8 73 .100 49969 AP� 1ST ONAL 10/01/14 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control_storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building �i Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t eTRUSS ,INC, r Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL _ii:,,,,..,, ' SJ409375 J86 Jack-Open 4 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 0 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-iSb1 CTtwLBmk?zdYuxbvGjX1 u0 -2-0-0 5-11-11 8-0-0 I 2-0-0 I 5-11-11 l 2-0-5 3 3.00 12 ) 5 2 T1 1 1 B1 — --- l•- ..I 4 3x4= I 5-10-9 5-11111...... 8-0-0 _ .. 5-10-9 o-1-2 2-0-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) 0.00 2 "*" 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-4 >386 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BULL 0.0' Code IRC2012/TPI2007 (Matrix) Weight:25 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=159/Mechanical.2=417/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz2=79(LC 5) Max Uplift3=-77(LC 9),2=-146(LC 5) Max Grav3=190(LC 16),2--432(LC 16),4=54(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf,BCDL=4.2psf,h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)2=146. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 0I ro t 0 fx t....,140.01,4,,,ip,.:,.„,..4,..*:I9t69 NAL, ` 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and SCSI I Building +� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t eTIII SSCO.INC, 1 Page 38 of 50 Truss Type Qty Pb ARROW PT/HASSELBRING RES/JL , d Jack-Open 4 1 Job Reference(optional) • 90 Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc Wed Oct 01 14:48:45 2014 Page 1 P;'v. u� ID:ASCNpgfXWyDM3JAcQgzDbNycREt-Af9PQpuY6Vubd7CkSf68pw48CPg3dkSCiTboXMyXjfO r'8. oi^ 7-11-11 s-Q-o yors* Sp 7-11AI 8or �'0r 4d;',,o Scale=1:18.6 s�''P y- 3 A 1�''r 'RS 3.00 12 L� 5 T1 2 1 81 I Mil 4 • 3x4 • 7-11-11 al 7-11-11 0-8-5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) 0.00 2 "`•" 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 TCDL $.0 Rep Stress Ina- YES WB 0.00 Horz(TL) -0.00 2 3 n/a n/a BCLL 0.0• Code IRC2012/TPI2007 (Matrix) Weight:28 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=232/Mechanical,2=476/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz2=97(LC 5) Max Uplift3=-110(LC 9),2-166(LC 5) Max Grav3=282(LC 16),2=497(LC 16),4=54(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=110,2=166. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/IPI I. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ,i,..!vi°is AS41 4141P: 0 0 19969 ONAL `. 10/01/14 Digitally signed by:Terry L.Powell:P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building ��+ Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 to �*YSSco.INC, Page 39 of 50 Job Truss Truss Type City Pty ARROW PT/HASSELBRING RES/JL 'r ' SJ409375 J410 Jack-Open 1 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 S Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:45 2014 Page 1 I D:A5CN pgfXWyDM3JAcQgzDbNyCREt-Af9PQpuY6Vubd7CkSf68pw417 PtOdkSCiTboXMyXjft -2-0-0 3-10-8 9-11-11 `i I 2-0-0 I 3-10-8 I 6-1-3 I r Scale=1:23.6 3 ,'f , `� Io 3.00 •2 _�i m Ti• ' ;N N uf S1 i-''ill,./' B1 Q ■ 1 3x4= 4 I 4-4 --0 0 I 1. LOADING(psi) SPACING 2-0-0 CSI DEFL in (bc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.02 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-4 >999 240 TCDL 8.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0* Code IRC2012/TP12007 (Matrix) Weight:28 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=303/Mechanical,2=512/0-5-8 (min.0-1-8),4=28/Mechanical Max Horz2=116(LC 6) Max Uplift3=-141(LC 10),2=-204(LC 6) Max Grav3=374(LC 17),2=539(LC 17),4=69(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf,h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=141;2=204. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard J,1M AP p4 cit.„ 19969 1S ` `` ONAL 10/01/14 Digitally signed by:Terry L Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building 1e Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the Y�*SSCO INC, i 1 Page 40 of 50 Job Truss Truss Type Qty Pry ARROW PT/HASSELBRING RES/JL SJ409375 J412 Jack-Open 1 1 ' Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:45 2014 Page 1 ID:ASCNpgfXWyDM3JAcQgzDbNycREt-Af9PQpuY6Vubd7CkSf68pw497PtOdkSCiTboXMyXjfO -2-0-0 3-10-8 11-11-11 u 2-0-0 I 3-10-8 8-1-3 Scale=1:27.5 5 - ;i Io 3.00 FIT 4 co 3 m T1 ♦ 0, N y. 2 ,.• 1 MIN" 888 3x4= 6 4-4-0 4-4-0 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) -0.02 2-6 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-6 >999 240 TCDL 8.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0• Code IRC2012/TP12007 (Matrix) Weight 32 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8.4=0-1-8. (lb)- Max Horz 2=135(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5,3 except 2=-128(LC 6),4=-113(LC 6) Max Gray All reactions 250 lb or less at joint(s)6,3 except 5=259(LC 17),2=352(LC 1),4=310(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf-25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3 except(jt=lb)2=128,4=113. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed gels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard A '1,or 44 r 4, 0 s low 19969 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TIIIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSUTPI I Quality Criteria,DSB-89 and BCSI 1 Building !��'j ,�r�+y� Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 tI e R V SSCV,INC, !Pill' Page 41 of 50 , Job Truss Truss Type Qty Ply ARROW PTIHASSELBRING RES/JL ` SJ409375 J414 Jack-Open 1 1 Job Reference(optional) t The Truss Co./Tri-County Truss.WA,OR TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:45 2014 Page 1 t ID:ASCNpgfl(WyDM3JAcQgzDbNycREt-Af9POpuY6VUbd7CkSf68pw44jPtOdkSCiTboXMyX if0 f -2-0-0 0 3-10-8 13-11-11 I 2-0-0 I 3-10-8 I 10-1-3 1 r Scale=1:31.5 j` 5 p Io 3.00 12 4 7 3 Ti '' '�'� A � m 2 N 1 61 -ce 6 3x4= 4-4-0 i 4-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.02 2-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-8 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0. Code IRC2012/TPI2007 (Matrix) Weight:35 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8.4=0-1-8. (lb)- Max Horz2=153(LC 6) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=-120(LC 6),2=-123(LC 6),4=-143(LC 6) Max Gray All reactions 250 lb or less at joint(s)6,3 except 5=353(LC 17),2=352(LC 1),4=379(LC 17) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vutt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)5=120,2=123,4=143. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ...JP'Ash,. 4,i s 0 tetippcisTokiC):**7"* 10 VAN' 10/01/14 Digitally signed by:Terry L.Powell.P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI I Building V i?r7Lr �i, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,W 1 53719 4 } Page 42 of 50 t Job Truss Truss Type Qty Pty ARROW PT/HASSELBRING RES/JL SJ409375 J416 Jack-Open 1 1 Job Reference(optional) The Truss Co.!Tri-County Truss.WA,OR,TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:46 2014 Page 1 2-p-p 3.101 $ ID:ASCNpgfXWyDM3JA1QgzDbNycREt-erjod9vAtpOSEHnw?MdNL8cF5pDFMBiMx7LM3pyXjf? 15-11-11 I 2-0-0 3-10-8 12-1-3 h .} Scale=1:35.4 i 6 3.00 12 5 8 4 ' T1 3 .} l M Q c. li 2 rd 1 f .�i 61 i� 3x4= 7 I 4-4-0 44-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.02 2-7 >999 360 MT20 185/148 (Roof Snow=25.0) TCOL 8,0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-7 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 7_0 Code IRC2012/iPI2007 (Maths) Weight:39 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-1-8 except(jt=length)6=Mechanical,2=0-5-8.7=Mechanical. (lb)- Max Horz2=172(LC 6) Max Uplift All uplift 100 lb or less at joint(s)3,4 except 6=-120(LC 6),2=-117(LC 6),5=-150(LC 6) Max Gray All reactions 250 lb or less at joint(s)7,3.4 except 6=362(LC 17),2=352(LC 1),5=413(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pr=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4 except(jt=lb)6=120,2=117,5=150. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4.5. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 4""j r. �t�'ASA/� 'atR�lh tic. i f . .i 0 (9969 NAL ` 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown-and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 'teTRUSSco,INC . Page 43 of 50 Job Truss Truss Type Oty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J418 Jack-Open 2 1 t Job Reference(optional) f The Truss Co./Tri-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:46 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-erj od9vAtpOSEHnw?MdNL8cKxpDFMBiMx7LM3pyXjf? ci ' -2-0-0 3-10-8 I 2-0-0 I 3-10-8 I Scale=1:39.0 17-9-4 7 3.00112 ` 6 9 4x4; v 5 M 4 v v 3 / 2 T1 1 B1 N ccYY 'Jam/ M_81 ►mot 3x4= 8 4-4-0 1 4-4-0 I LOADING(pet) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.02 2-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.14 Vert(TL) -0.04 2-8 >999 240 TCDL 8.0 Rep Stress Inc( YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 (Matrix) Weight:43 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-1-8 except(jt=length)7=Mechanical,2=0-5-8,8=Mechanical (lb)- Max Horz2=189(LC 6) Max Uplift All uplift 100 lb or less at joint(s)7 except 2=-112(LC 6),3=-109(LC 10),5=-113(LC 6),6=147(LC 6) Max Gray All reactions 250 lb or less at joint(s)8,3 except 7=267(LC 17),2=352(LC 1),5=263(LC 17),6=440(LC 17) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vint=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,5,6. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb)2=112,3=109,5=113,6=147. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard oh t ! Nf 10.,- 14,) .., Ff. Tv", ,, iri , ' )9969 10101114 Digitally signed by:Terry L.Powell.P.E. '.WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building bra Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 to i y i/ SCO.INC" 0 'i Page 44 of SO Job Truss Truss Type Oty Ply ARROW PTIHASSELBRING RES/JL SJ409375 J810 Jack-Open 4 1 1 The Truss Co./Tri-County Truss,WA,OR,TSE Job Reference(optional) Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:47 2014 Page 1 ly z-0 o I I&Da-0A5CNpgfXWyDM3JAcOgzDbNycREt 61 HArVvce69JsRM77Z48cuL9NdDWX5eyV9n4vbFyXjf 1-11-11 Scale=1:23.0 3 3.00 12 ' ° _ o. '��-� T1 N N 2 ; 1 1/ '' NM B1 1 i 3x4= 4 I 8-0-0 I LOADING(psf) TCLL 25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.90 Vert(LL) 0.00 2 "" 360 MT20 185/148 TCDL 8,0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-4 >386 240 BCLL 0.0* Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:32 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=303/Mechanical,2=538/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz2=116(LC 5) Max Uplift3=141(LC 9),2=189(LC 5) Max Grav3=374(LC 16),2=565(LC 16),4=54(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-M forces 250(lb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone,cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=141.2=189. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 4) 19969 is 'e,, " NAL " 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors_This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control_storage delivery erection and bracing consult ANSIfTPI 1 Quality Criteria,DSB-89 and BCSI I Building � Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 th V! ,INC. r Page 45 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 J812 Jack-Open 2 1 Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR,TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc Wed Oct 01 14:48:47 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-61 HArVvoe69JsRM7Z48cuL9UDDWX5eyV9n4vbFyXjf -2-0-0 8-0-0 11-11-11 2-0-0 8-0-0 I 3-11-11 1 Scale=1:26.8 4 I. Io _ 3.00 Fir 3 6 I e: rj c Ti 11 "'� m �ci N I 2 h 1 81 _ 3x4= 5 I 88-0-0 0-0 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) 0.00 2 "•" 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-5 >386 240 TCDL 8.0 Rep Stress In YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0` Code IRC2012/TPI2007 (Matrix) Weight:36 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt=length)2=0-5-8,5=Mechanical,3=0-1-8. 1 (Ib)- Max Horz2=135(LC 5) Max Uplift All uplift 100 lb or less at joint(s)4 except 2=-158(LC 5),3=-171(LC 9) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2--487(LC 16),3=444(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vuit=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.6psf;BCDL=42psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live Iced of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 1 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb)2=158,3=171. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 4 .) rit , ilt ite C* i94 9 #` 10/01/14 Digitally signed by:Terry L.Powell.P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TIIIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building rt Component Safety Information available from Truss Plate Institute,583 D'Onafrio Drive,Madison,WI 53719 the`RUSS .INC, F NI Page 46 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 JC1 Jack-Open 1 1 ' Job Reference(optional) The Truss Col Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:47 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNycREt-61 HArVvoe69JsRM7Z48cuL9QtDWX5eyV9n4vbFyXjf -2-0-0 8-0-0 11-8-15 I 2-0-0 I 8-0-0 I 3-8-15 I Scale=1:26.4 3 I0 3.00 12 5 7 N N T1 • N 2 irr r 141 t B1 G ►, 3x4= 4 I 8-0-0 I LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) 0.00 2 ""•' 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) 2-4 >n/ TCDL 8.0 Rep Stress Ina YES WE 0.00 H(TL) -0.00 3 n/a n/a BCLL 0.0* Code IRC2012/TPI2007 BCDL 7.0 (Matrix) Weight:40 lb FT=16% LUMBER BRACING TOP CHORD 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=364/Mechanical.2=593/0-5-8 (min.0-1-8),4=54/Mechanical Max Horz2=133(LC 5) Max Uplift3=-169(LC 9),2=210(LC 5) Max Grav3=454(LC 16),2=626(LC 16),4=54(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)3=169;2=210. 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Asp, # 0 j r ,k. 1 19 169 ONA%, 10/01/14 Digitally signed by:Terry L.Powell.P.E. !WARTN-ING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSUTPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t e�+V���a S o.MC. W i Page 47 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 JC2 Jack-Open 1 1 Job Reference(optional) The Truss Co./Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:47 2014 Page 1 ID:A5CNpgD(WyDM3JAcQgzDbNycREt-01 HArVvoe69JsRM7Z48cuL9UaDWX5eyV9n4vbFyXjf_ I 2-000 I 8-0-0 I 13-8-15 6'4'0 5-8-15 I P Scale=1:30.2 4 Io 3.00 I 12 3 6 N T1 a 4i h A M 2 1 1 _-.001111 61 3x4= 5 8-0-0 I LOADING(ps25.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP (Roof Snow 25.0) Plates Increase 1.15 TC 0.46 Vert(LL) 0.00 2 "" 360 MT20 185/148 TCDL 8,0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.24 2-5 >386 240 BCLL 0.0• Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:39 lb FT=16% LUMBER BRACING TOP CHORD 2x6 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except(jt=length)2=0-5-6,5=Mechanical,3=0-1-8. (lb)- Max Horz2=151(LC 5) Max Uplift All uplift 100 lb or less at joint(s)4 except 2=-154(LC 5),3=-198(LC 9) Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=482(LC 16),3=509(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-10;Vul=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft:Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb)2=154,3=198. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels°Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard iiii P° I r, i 4„ { lio. al 19969 1 1. t . IVAL. ` .10/01 Digitally signed by:Terry L Powell,P.E. WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTittISSco,zC Alp Page 48 of 50 Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL SJ409375 R1 CORNER RAFTER 2 1 - Job Reference(optional) The Truss Co./Tri-County Truss,WA,OR.TSE Run:7.510 s Jan 20 2014 Print 7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:48 2014 Page 1 I D:A5CNpgfXW yDM3JAcQgzDbNycREt-bDrY2gwRPQHAUaxJ7ngrQzlhzdwzg5BeORg56hyXjez -2-10-11 11-3-0 I 14-1-11 I 16-8-1 1 2-10-11 11-3-0 2-10-11 2-6-6 Scale:3/8"=1 •- - Special Special 5 212 12 4x8 Special Special 4x8: �J 3 Special 4x8 c Special 4x8 9 8 - �gall v Special 4x8 4' r ;: ''' 7 n;7- 5x8 MT18H it Special _..----- T1 e 6 i1 2 . -L _ OM 11-2-4 11TI3-0 5-5-11 I U-0-12 SS 1 Plate Offsets(X,Y):[2:0-2-8,Edpel,(3:0-1-8,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.21 2-3 >650 360 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.00 Vert(TL) -0.26 2-3 >514 240 MT18H 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0* Code IRC2012/TP12007 (Matrix) Weight:58 lb FT=16;5 BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 DF 2400F 2.0E'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LMiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-1-8 except(jt=length)5=Mechanical,2=0-6-12. (ib)- Max Horz2=135(LC 6) Max Uplift All uplift 100 lb or less at joint(s)5 except 2=-250(LC 6),3=-315(LC 10),4-179(LC 6) Max Gray All reactions 250 lb or less at joint(s)5 except 2=598(LC 1),3=801(LC 16),4=486(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (15) 1)Wind:ASCE 7-10;Vult=l lOmph(3-second gust)V(IRC2012)=87mph;TCDL=4.13psf;BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ■ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)2 considers parallel to grain value using ANS/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=1b)2=250,3=315,4=179. , 10)Beveled plate or shim required to provide full bearing surface with truss chord at join(s)3,4. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed gels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)84 lb down and 135 lb up at 2-9-8.66 lb down and 102 lb up at 2-9-8,53 lb down and 49 lb up at 5-7-7,63 lb down and 54 Ib up at 5-7-7,146 lb down and 85 lb up at 8-5-6,158 lb down and 89 lb up at 8-5-6,and 239 lb down and 117 lb up at 11-3-5,and 330 lb down and 149 lb up at 14-1-4 on top chord.The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-66 p Concentrated Loads(Ib) T'0 Vert 3=-189(8)4-280(6)6=58(F=25,B=33)7=-12(F=-14,B=2)9—205(F-108,B=96) it/04 ii,...ilii fAsiii. fig,. 19969 rsT t9 NAL i4 10101114 Digitally signed by:Terry L.Powell,P.E. NG!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON TIIIS TRUSS DRAWING NOTES BEFORE USE. id for use with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component to be id loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. ■wn is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the y of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance uication,quality control.storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI I Building Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the V SSco,INC. Page 49 of 50 Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL p SJ409375 R2 CORNER RAFTER 1 1 Job Reference(optional) The T r,ii Tri-County Truss.WA,OR.TSE. Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 14:48:49 2014 Page 1 ID:A5CNpgfXWyDM3JAcQgzDbNyCREt-3QOwGAx3Akp15kW VhUB4zmEvD1 GCZYRod5ZOf8yXjey -2-10-11 5-5-0 ¢1 8-3-2 11-1-1 13-11-0 16-8-15 19-6-14 22-4-13 25-1-14 2-00.11 I 5-5-0 0-8 2-1-9 I 2-9-15 F 2-9-15 I 2-9-15 I 2-9-15 I 2-9-15 I 2-9-1 I Scale=1:53.9 2.12 I 12 Special 10 11 a - T Speaai T�� Special Special g to 5x6-to.-- Special g ."'-._..�--,"'_��� Special t47 T3 Special Special Special 5 6 7 • 3x4 f1 3x4 11 q _„_..• 3x4 11 3 3x8 1) 13 e 12 T�� o = - I 6-0-1 H I 5-5-0 I 5-5-0 Plate Offsets(X,Y):[2:0-2-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.13 Vert(LL) -0.01 2-3 >999 360 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.00 Vert TCDL 8.0 Rep Stress Ina NO WB 0.00 Horz TL)) -0.00 2 11 >999 n/a n/a BCLL 0.0* Code IRC2012/TP12007 Matrix BCDL 7.0 ( ) Weight:69 lb FT=16% LUMBER BRACING TOP CHORD 2x6 OF 2400F 2.0E*Except" TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purtins. T2:2x4 OF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-0.6 except(jt=length)7=0-0-8(input:0-0-6),9=0-0-8(input.0-0-8),10=0-0-8(input:0-0-8),11=Mechanical, 2=0-6-12,3=0-1-8. (Ib)- Max Horz2=191(LC 6) Max Uplift All uplift 100 lb or less at joint(s)11,3 except 2=-171(LC 6),4=-110(LC 6),5=-152(LC 6),7—184(LC 6),8=-132(LC 6), 9=-162(LC 6),10=-161(LC 6) Max Gray All reactions 250 lb or less at joint(s)11,3 except 2=401(LC 1),4=262(LC 1),5=377(LC 16),7=478(LC 16),8=392(LC 16), 9=486(LC 16),10=489(LC 16) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. J NOTES (15) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 alate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=-25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)WARNING:Required bearing size at joint(s)7,9,10 greater than input bearing size. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI t angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,3 except(it=-16)2=171,4=110,5=152, 7=184,8=132,9=162,10=161. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,7,8,9,10. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1t 1 lb down and 144 lb up at 2-9-8,66 lb down and 102 lb up at 2-9-8,53 lb down and 49 lb up at 5-7-7,146 lb down and 85 lb up at 8-5-6,239 lb down and 117 lb up at 11-3-5,330 Ib down and 149 lb up at 14-1-4, 215 lb down and 98 lb up at 16-11-3,and 309 lb down and 128 lb up at 19-9-2,and 318 lb down and 128 Ib up at 22-7-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard P1) i : 04 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) l S j, ii Vert 1-11=66 t 4>j�i Concentrated Loads(Ib) '` t" Vert:4=96(B)5=189(B)7=-280(B)8=-166(B)9--259(8)10=269(8)12=60(F=25,B=35)13=2(B) r i).r X .i ' p`i 19969 il` 1sT '% '` 10/01/14 Digitally signed by:Terry L Powell.P.E. 1 WARNING'.-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building �+�.,, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 t eTRUSS O INC, L Job Truss Truss Type Qty Ply ARROW PT/HASSELBRING RES/JL Page 50 of -1 SJ409375 R3 CORNER RAFTER 2 1 .I, _ Job Reference(optional) ' The Truss Col Tri-County Truss.WA,OR.TSE Run:7.510 s Jan 20 2014 Print:7.510 s Jan 20 2014 MiTek Industries,Inc. Wed Oct 01 4850 2. J ID:A5CNpgfXWyDM3JAcQgzDbNycREI-Xcy1TWyhxlXuju5iECiJW nOM tl?hxdJ:.P jex -2-10-11 11-3-0 14-1-11 19-6-0 1 2-10-11 I 11-3-0 • 1 1' 1 5.4.5 ti Scale=1:3 Special • Special 6 IMI- 1 Special y I� Special Special 5 .. d Special 4x8= wa 6x9= 4x8: ova 2.12 12 Special Special 4 T3 r u• Special 4x6 9 10 ... 4x8 MT18H ti Special 4x6= 3 ��'• n r 4x6: 8 a r,� M 2 ,r, 1 Ott ►0Mt 1 11-2-4 11X11-0 11-2-4 0--00-- Plate Offsets(X,Y):[2:0-2-8,Edge],[3:0-4-8,0-1-12],[4:0-1-8,0-2-01 LOADING(psf) SPACING 2-0-0 CSI DEFT in (lot) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.21 2-4 >633 360 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.00 Vert(TL) -0.27 2-4 >504 240 MT18H 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.01 6 n/a n/a BCLL 0.0• Code IRC2012TPI2007 (Matrix) Weigh:64 lb FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x6 DF 2400F 2.OE'Excepr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-1-8 except(jt=length)2=0-6-12,6=Mechanical. (Ib)- Max Horz2=154(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2-247(LC 6),4-315(LC 10),6=-172(LC 6),5=-229(LC 6) Max Gray All reactions 250 lb or less at joints)except 2=602(LC 16),4=819(LC 16),8=512(LC 16),5=634(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (15) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)V(IRC2012)=87mph;TCDL=4.Spsf,BCDL=4.2psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 21 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow)•Category II;Exp C;Partially Exp.;Ct--1.1 31 Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. t i 5)*This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/IPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by ethers)of truss to bearing plate at joint(s)4,5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 247 lb uplift at joint 2.315 lb upiift at joint 4,172 lb uplift at joint 6 and 229 lb uplift at joint 5. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joints)4,5. 11)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection rievrce(s)shall be provided sufficient to support concentrated load(s)84 lb down and 135 lb up at 2-9-8,66 lb down and 102 lb up at 2-9-8,53 lb down and 491b down and at 5-7-7,63 lb dow and 54 lb up at 5-7-7,148 lb down and 85 lb up at 8-5-6,158 lb down and 89 lb up at 8-5-6,2391b down and 117 lb up at 11-3-5,330 lb down and 149 lb up at 14-1-4,and 123 lb down and 66 Ib up at 18-11-3,and 249 lb down and 84 Ib up at 19-5-4 on top chord.The design/selection of such connection device(s)is the responsibility of others. 14)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 15'All dimensions given in feet-inches-sixteenths(FFIISS)format. 3AD CASES)Standard tj Deaa+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-6=66 Concentrated Loads(lb) Vert 4-189(576=-249(B)5-280(B)7=58(F=25,B=33)8=-12(F=-14,B=2)9=205(F=-108,B=-98)11=-74(B) OP t 'cif, * ► c 010 V' NAL 10/01/14 Digitally signed by:Terry L.Powell.P.E. WARNING!—VERIFY DESIGN PARAMETERS AIM)READ ALL NOTES ON TIIIS TRUSS DRAWING NOTES BEFORE USE. A . „. . . Design valid for use with Miek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 the` VSSCO,INC, • • ti,e-5OIs' c-- . J EFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT '.^/s K0 ate: Time Received: am/pm Mon. Tue. Wed. 411 Fri. Date: LD: V4 — d 0 Contact Name: )wner: 42 qoi n I - Lcop Contact Number: 360 "1 i 510 ■ddress: 206 Dotes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation r Final Inspection X. Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling e--5° co,� JEFFER w DEPARTMENT OF COMMUNITY DEVELOPMENT 9`rK7NG'i Mon. Tue -• Thur. Fri. Date: I I jj Time Received: ' 3Z a /pm . �Zb/�tl Date: �� 7 0OZZ Z Contact Name: BLD: + Contact Number: 360 30 7154, Owner: 206 A � f7• �. .�T �or Address: ��- Notes: )72f /A)121,4.— Foundation Plumbing Framing Propane Tank Mechanical Framing Under ground Furance Setbacks Under ground Rough In Air Seal Above ground Gas Footing Exterior shear Exterior lines Oil Stemwall Hydronic Ducts Interior shear Interior lines Straps Water Htr Appliance Ventilation Post Hole — Underfloor Gas/Wood stove Insulation Man Homes Final Inspection Floor Setbacks _ Wall Address Posted Foundation-- Ceiling I21nr4 9 Tilo • �4eN co, JEFFERSON COUNTY • f Ihr- w � DEPARTMENT OF COMMUNITY DEVELOPMENT gSN7NG,,6 /may, Time Received: l 31 Opm Mon. Tue. Wed. Thur. (Cr) >ate: ZQ Date: -'` 2_Z.,7_ Contact Name: / 3LD: Contact Number: 360 - t � )caner: , U'` 206 i address: - -- wv Notes: Foundation Plumbing Framing Propane Tank Mechanical Framing Setbacks Under ground g Under ground Furance Footing Rough In Air Seal Above ground Gas H dronic Exterior shear Exterior lines Oil Stemwall y Straps Hot Water Htr Interior shear Interior lines Ducts Ventilation Appliance Post Hole Underfloor Gas/Wood stove Insulation Man-Homes Final Inspection Setbacks Floor Wall Address Posted Foundation Block&Tile Ceiling ,:f -6.1- JEFFERSON CO* DEPARTMENT OF COMMUNITY DEVELOP'NT Date: /J/)Time Received: i®�)._ Ca-i pm Mon. Tue. Wed. 1 Fri. Date: ii—V BLD: / Y�- Contact Name: f Owner: Contact Number: 360 5 FS--- c 7/3.-- Address: LIZ- 690/1U4—r.Cr 2.00/9 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical II Setbacks Under-ground Framing • Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling ,1 JtrrtKJUN l.0 T /�9SKo? DEPARTME OF COMMUNITY DEVELO•ENT Date: Time Received: 9.1). a.rr/pm Tue. Wed. Thur. Fri. Date: BLD: 4, -00-2_7,z.,_ Contact Name: Owner: '6P Contact Number: 360 25--7( 51 Address: rl girr ny 206 w ' F V- w' Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing v Under ground Furance Footing Rough In Air Seal V Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection - Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling '''Q ' % JEFFERSON COU 4 . DEPARTMENT OF COMMUNITY DEVELOPINT Date: l I Time Received: / -;1) pm Mon. Tue. Wed. Thur. Fri. Date: ; , -4 BED: i�.� p� , , Contact Name: Ny� 'I *I ll? Owner: I _/ '5 ,- e-fl / Contact Number: 361 A a Address: ° �� W i P.` Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In= Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling • • �'`4, - JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT Date: to,.0 Time Received: m \i, Z.Z �'/p Mon. C ue. Wed. Thur. Fri. Date: IV —('1- BLD: ( t(—A22 Contact Name: Owner: Contact Number: 360 �j 7/ Address: Li2 a.At yr- ,dc) 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear— Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block &Tile Ceiling (___ V°yam JEFFERSON COiY xto' DEPARTMENT OF COMMUNITY DEVELO ENT Date: 9/ZLTime Received: )0 22 ;pm Mon. 1 Wed. Thur. Fri. Date: BLD: l(-f Z, Contact Name: Owner: Contact Number: 360 --7(31) Address: 4--F1 a)tfri,,u,ct 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor_X_ Foundation Wall Address Posted Block&Tile Ceiling • • Fc�SO\ -bG JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT 5'SHt o".o ?' 01 Date: *Time Received: le 2..,g (° /pm Mon. Tue. Wed. Thur. Fri. Date: V-1 BLD: /Cf—A2 Contact Name: Owner: Contact Number: 360 7/) Address: 4-1Z ///44°0" 206 Notes: Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground pe, Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling t °IA JEFFERSON COY { DEPARTMENT OF COMMUNITY DEVELO ENT / Date: c ( (, Time Received: 12—tv amt Mon. Tue. Wed Thur. Fri. Date: BLD: t vt —. 221_ Contact Name: Owner: Contact Number: 360 3 35— 68 Address: LI Z Oot LA" 206 Notes: -t D rex—A 0-- Foundation Plumbing Framing Propane Tank Mechanical Setbacks Under-ground Framing Under ground Furance Footing Rough In Air Seal Above ground Gas Stemwall Hydronic Exterior shear Exterior lines Oil Straps Hot Water Htr Interior shear Interior lines Ducts Post Hole Ventilation Appliance Underfloor Gas/Wood stove Man-Homes Insulation Final Inspection - Setbacks Floor Foundation Wall Address Posted Block&Tile Ceiling • • Sally Ellis From: Mary Hathaway<mhathaway @olympus.net> Sent: Thursday, January 29, 2015 2:32 PM To: Sally Ellis Cc: Dennis Shields Subject: BLD14-00222 Hi Sally, We passed the "Final" inspection on the above referenced permit. Would you please fax a Certificate of Occupancy,tomorrow, so we can forward a copy to the owners. Our fax number is 385-3115 Thank you! Mary Hathaway, Office Manager Kelley Shields Inc. (360)385-7156 www.kelleyshields.com 1 Duct t• esting Calculator (New Cons uction 9 ( ) House address or lot#: 42 uN r P pr; -rb4aNgcNo Conditioned Floor Area: 2 /2¢ Duct tester location: Pressure tap location: Ring (if applicable): Open 1 2 3 At Rough-in (Total Leakage) Test Method & Test2 Calculated Standard" CFM25 Target Air Handler Present .06 X CFA< CFM25 5. 6 CFM25 per 100 sf of CFA Air Handler not Present .04 X CFA<_ CFM25 5 4 CFM25 per 100 sf of CFA Post Construction Test Method & Test2 Calculated Standard' CFM25 Target Air Handler Present(Total Leakage) .08 X CFA<_ CFM25 5. 8 CFM25 per 100 sf of CFA Air Handler Present(Leakage to Exterior) 06 X CFA<_ CFM25 <_6 CFM25 per 100 sf of CFA 1. Test results must comply with one of the Standards options. 2: Test.CFiv125 must be equal to or less than thecalculated target. Air Leakage testing Calculator (Blower Door Test) Tested Standard Calculated Test Result CFM5a (( /,//Z CFM50 X 0.055)- (2/2.kFA X 144)) =SLA 0.00030 SLA /7 divided by 3DC, $56 = SLA SLA= ,boo2- Glossary Rough-ln: After installation of the complete air distribution systerri but before installation of insulation and sheet rock. Allows for access to all duct seams and connections for re-evaluation of seal integrity if standard is not met in intitial test. Post Construction: At or near final inspection. The home must be complete enough to pressurize the home to 25 pa. Total Leakage: Aggregation of the entire systems duct leakage in a:duct test. Leakage to Exterior: Aggregation of all duct system leaks to the exterior of the CFA in a duct test. CFA: Conditioned floor area CFM25: Cubic feet per minute of air leakage at 25 pascals of pressure CFM50: Cubic feet per minute of air leakage at 50 pascals of pressure Pascal(pa): Unit of pressure SLA: Specific leakage area Oct Testing Code Language • 503.10.3 Sealing:All ducts, air handlers,filter boxes, and building cavities used as ducts shall be sealed.Joints and seams shall comply with Section M1601.3 of the International Residential Code or Section 603.9 of the International Mechanical Code. Duct tightness testing shall be conducted to verify that the ducts are sealed.A signed affidavit documenting the test results shall be provided to the jurisdiction having authority by the testing agent.When required by the building official,the test shall be conducted in the presence of department staff. Duct tightness shall be verified by either of the following: Post-construction test: Leakage to outdoors shall be less than or equal to 6 cfm per 100 square feet of conditioned floor area or a total leakage less than or equal to 8 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pascals)across the entire system,including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. Rough-in test:Total leakage shall be less than or equal to 6 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g.(25 Pascals)across the roughed-in system,including the manufacturer's air handler enclosure.All register boots shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test,total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area. EXCEPTIONS: 1. Duct tightness test is not required if the air handler and all ducts are located within conditioned space. 2. Duct tightness test is not required if the furnace is a nondirect vent type combustion appliance installed in an unconditioned space.A maximum of six feet of connected ductwork in the unconditioned space is allowed.All additional supply and return ducts shall be within the conditioned space. Ducts outside the conditioned space shall be sealed with a mastic type duct sealant and insulated on the exterior with R-8 insulation for above grade ducts and R-5 Air Leakage Testing Code Language 502 4.5 Building Air Leakage Testing: Building envelope air leakage control shall be considered acceptable when tested to have an air leakage less than 0.00030 Specific Leakage Area(SLA)when tested with a blower door at a press of SO Pascals(0.2 inch w.g.).Testing shall occur at any time after rough in and after installation of penetrations of the building envelope,including penetrations for utilities,plumbing,electrical,ventilation,and combustion appliances and sealing thereof.When required by the building official,the test shall be conducted in the presence of department staff.The blower door test results shall be recorded on the certificate required in Section 105.4. EXCEPTIONS: • j 1.Additions less than 750 square feet. 2. Once visual inspection has confirmed the presence of a gasket(see Section 502.4), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. Specific Leakage Area(SLA)shall be calculated as follows: SLR— =-(CFM50 x 0.055)/(CFA x 144) Where: CFM50 = Blower door fan flow at 50 Pascal pressure difference CFA = Conditioned Floor Area of the housing unit During testing: Exterior windows and doors,fireplace and stove doors shall be closed, but not sealed. Dampers shall be closed, but not sealed; including exhaust, intake, makeup air,back draft, and flue dampers; Interior doors connecting conditioned spaces shall be open; access hatches to conditioned crawl spaces and conditioned attics shall be open; doors connecting to unconditioned spaces shall be closed but not sealed; Exterior openings for continuous operation ventilation systems and heat recovery ventilators shall be closed and sealed; Heating and cooling system(s)shall be turned off; HVAC ducts supply and return registers shall not be sealed. , 0 ,,,,..40 -':',',:;-'4, "::..,;,-.:,,:<,:77-,7-*...r.',',7,,..' '' ' -41,:;:c '''''''44'.,,.:_;,. '',,,- c.:'-:''','--,-,,,f,-- N-,16:<-7::',-"\°0;?•-,4,-- :4`' -- ' .-'• .r-- '"-'1, x t g4 t 1 imw,„4„,,w,,„,'. 'Y}„,,,,,s:f.VVYKbw;;,,,— xx ..,, .,,,,,,,,-1a41Si01G± 7mmMES.�iMM.*.�timo WIWW"'7Nw. i "BLD1q _ :_ f ¢,i, Tracy's Insulation Ince r ;S�is 3A "INSULATING YOUR COMMUNITY” i /7 4 t e/ ; E .:{ r Rl r P.O.Box 970 r 5,,* ;,., CARLSBORG.WA 98324 i'f. INSULATION CRRTIFICATE , � h THE INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH THE .r CURRENT THERMAL PERFORMANCE STANDARDS(WASHINGTON ' 1/ 'A STATE ENERGY CODE)OR PER APPROVED PLANS,AT THE ADDRESS it • 4•r LOCATED BELOW. r f' • • �,; �' � ADD . t-tZ +nav (rDis) 5froer, ,p et l k1 ,, �j F Y ht, `I`1 i 4 SUB-CONTRACTOR: TRACY'S INSULATION INC. CONTRACTOR'S REG. NO. TRACYII917BT g 11 ''' f y: !, , MANUFACTURER TXXXCKNIESS R-VALUES 1'ly`• `,L r Ear1�CO WALLS ///YAA, Type of material: Fiberglass Ul ' ' � , .,a• A'YTICBATTS On(A\/ 1 t� a� kl r�; ` Type of material: Fiberglass to,,\, li., ' • '4. i, SLOP.EotvAULTED CEILINGS NA I a, -�-' c,';',, Type of material:Fiberglass T t 1 IA ATTIC Blow (JL1LL V � � l ! 1 Type of zrtatenial:Fiberglass, .,„ ...t„, it Type of material:Fiberglass lAilaU f I b ,, 12-so i. , . . ..i . ( (F PIPE WRAPS ')` i ., 1. Type of material:Fiberglass YES NO. r�' ., I.d: ." lr, VAPOR BARRIERS CEILING f\'' I 1 ' WALLS N i FLOORS A* td I A r• i 3 7J. a A r I — 1 1f,l �k y� y; f d1 J If. di/ l f(J ,Lrr7(D� _J �-2(-f („,,,,,,:„/ . AUTHORIZED SIGNATURE TITLE DATE { v`y y;F114::a`r..x His<cN��GGQofidwyyx vw "� r .tv,.c}w. - �,•a• ..»!•,,,14.ti..y,•.Ft+rY-4*4*4 t.�MMRdff.�W7A HM/Y4'hk1l 7N�lM�p!'Mtl�+fl",N F7•*'+77 P'RM7H'�'{N,p:YT/,�6�7tw'WdlaM917M.� i Cf,4•fiRentralfaiiiiiiefaaariairalai44.4 u,f` ***I O.VdV W.I..z 4...1 t.f f3,74." Y VuMrw **IPAVATA rr Ki!r , l` -'� -� may -+. +'' 4'' ',.-,4-,- x ''' •,2-�- n�1 `-t' w -may `- a�i._ Y f ' ,,,. ' ..w ,, ' i+..✓✓� ,• , .. .. .,N"� ".yti,.�rr-�"'�",°W+aw..,.w>� ,.....+. � '4'!+.wyw,✓yr•�••.e• `•4+.r.r't iv „a� °e j: ERSON COUNTY ti D ,,ms, , • ARTMENT OF commeturf EL P ENT ,,'' =o� 621 Sheridan Street I Port Townsend,WA 98368 I Web:www.co.iefferson.wa.us/communitydevelooment 116kI Noy Tel:360.379.4450(Fax:360.379.4451 I Email:dcd(a co.iefferson.wa.us Building Permits&Inspections I Development Consistency Review I Long Range Planning I Watershed Stewardship Resource Center Master Permit Application MLA: Project Description(include separate sheets as necessary): PS W Sf • 41..4 FA11 L1 'Re& . Tax Parcel Number: TVg "lot t 2,43 Property Size: • 3 per,. (acres/ uare feet) Site Address and/or Directions to Property: Property Owner(s)of Record: 3T&Oa Mel S LA)EPX cY2._ Telephone: — Fax: email: Mailing Address: 34 SS %•J Dx RI,L ,0.1)/ Off., `I231 Applicant/Agent(if different from owner): y Sf`tI.,o$ nut.,* , a Telephone: •--33-'1 i 54. Fax: email: eddy dtA IM,Hi, Mailing Address: 2.62C) te. - Pr. Wt. J" ( Rftgt stet What kind of Permit?(Check each box that applies ' ❑ Lot or Road Segregation wilding ❑ Critical Areas Stewardship Plan ❑ Demolition Permit ❑Variance(Minor, Major or Reasonable Economic Use) /*Single Family ❑ Garage Attached/Detached ❑ Conditional Use[C(a), C(d),or C]** ❑ Manufactured Home ❑ Modular ❑ Discretionary"0"or Unnamed Use Classification ❑ Commercial* ❑ Special Use(Essential Public Facilities)** ❑ Change of Use ❑ Boundary Line Adjustment ❑ Address ❑ Road Approach ❑ Short Plat** ❑ Home Business ❑ Cottage Industry ❑ Binding Site Plan** Wropane ❑ Long Plat** ❑ Sign ❑ Planned Rural Residential Development(PRRD)/Amendments** ❑Allowed"Yes"Use Consistency Analysis ❑ Plat Vacation/Alteration** ❑ Stormwater Management ❑ Shoreline Master Program Exemption/Permit Revisions** ❑ Site Plan Approval Advance Determination(SPAAD)* ❑ Shoreline Management Substantial Development** ❑Temporary Use ❑ Shoreline Management Variance ❑Wireless Telecommunication* ❑ Comprehensive Plan/UDC/Land Use District Map Amendment ❑ Forest Practices Act/Release of Six-Year Moratorium ❑Jefferson County Shoreline Master Program Amendment *May require a Pre—Application Conference ❑Tree Vegetation Request **Requires a Pre-Application Conference Please identify any other local,state or federal permits required for this proposal, if known: KELLEY SHIELDS, INC. DESIGNATION OF AGENT I hereby designate .) to a :s my agent in matters relating to this application for permit(s). _ �ate: JUNE 16, 2014 OWNER SIGNATURE d _ i �.. Imo.r♦. ' •Aki! By signing this app ication form,the owner/agent at s that the information provided - -' ,and in any attachments,is true and correct to the best of his,her or its knowledge. Any material falsehood o •ny omission of a material fact made by the owner/agent with respect to this application packet may result in this permit being null and void. I further agree to save,indemnify and hold harmless Jefferson County against all liabilities,judgments,court costs,reasonable attorney's fees and expenses which may in any way accrue against Jefferson County as a result of or in consequence of the granting of this permit. I further agree to provide access and right of entry to Jefferson County and its employees, representatives or agents for the sole purpose of application review and any required later i )ns. Staff's access and right of entry will b- assumed unless the applicant informs the County in writing at the time of th= ...'. tion that a/ •rior notic / v, Signature: �_ L,y _ ` P _ _ a Date: V )-1/4101 4 ` The action or actions Applicant will undertake as a resul of the issuance of this permit may negatively impact upon one or more threatened or endangered species and could lead to a potential"take"of an endangered species as those terms are defined in the federal law known as the "Endangered Species Act"or"ESA."Jefferson County makes no assurances to the applicant that the actions that will be undertaken because this permit has been issued will not violate the ESA. Any individual,group or agency can file a lawsuit on behalf of an endangered species regarding your action(s)even if you are in com• iance with the Jefferson County development code.The Applicant acknowledges that he,she or it holds individual and non-tr- s era. - res` A' y for adhering to a d •m.y g with t���•A. he Applies nt has read this disclaim and signs and dates it below. Signature: _! �• ._ I_. ♦ / /� Date: ����/�t 07/24/2013 • BUILDER STATEMENT • The signer of this statement does hereby certify that they are the Owners of the parcel referenced herein,that they are not licensed contractors and that they will be assuming the responsibility of the General Contractor for the proposed project. Signature: Date: GENERAL CONTRACTOR OR MANUFACTURED HOME INSTALLER: PHONE: FAX: KGLI 51*el,LP c 1 A.cc,., ' 8,5-11612 ( ) 3�S 3U ,- MAILING ADDRESS: 2 it• P . PT EMAIL: 4 shi•e/ds (@ �y�SS• Met CONTRACTOR'S LICENSE / WAINS s7 NUMBER: �LCU.t'S I ''s0 L F NUMBER ARCHITECT/ENGINEER: A 1.µC � 45 /CmP ' / ' HONE ( ) 5, �`FAX:( ) MAILING ADDRESS: EMAIL Project Type: Frame Type: Bathrooms: Shoreline: Type of Sewage Disposal: p-New r LWood Existing: A 1 ❑ Sewer ❑ Addition ❑ Steel Proposed: 2 l2 Bank ❑ Community System ❑ Alteration/Remodel ❑ Concrete Total: L t/t. Hei ht: individual System ❑ Repair ❑ Masonry SEP Permit# M--(U7 ❑ Demolition ❑ Other: Bedrooms: 4 Water Supply: Existing: Setb ck: ❑ Private well ❑ Two Party Type of Heat: Proposed: - ❑ Public V. Total: y Name of System: If this is a Commercial Project you must answer the following: ��� Number of Parking Spaces: Current: Proposed: Number of ADA Parking Spaces: Number of occupants(includes owners,tenants,employees,etc) Current Proposed IBC Occupancy: IBC Type of construction: Will you have Food Service? Yes / No If this is a Propane Tank and/or Appliance Installation permit,mark all items below that apply: Under round Tank Above ground tank Size of Propane Tank: (?.0 eat Stove (tenkStov...D Woodstove Fireplace.nsert r- tO i evotS telleP i knaT retaWtoH i Is this appliance being installed in a Manufactured/Mobile Home? Yes gi, When applying for a permit to install a propane tank you must also submit a sit e plan showing all of the buildings,all property lines,tank location and size,distances from the propane tank to all property nes,buildings and septic system components, including the reserve area. Square Footage Current Proposed For Office Use Only 'S` Amount , Revision Main Floor Heated t,Z � EH Bld App Review: 2"d Floor Heated Consistency Review: t .,' 276_ Other Heated ' : Base fee: 20 6" Mezzanine «.► Additional Section: Heated Basement 1�� q� � _Plan Check fee: O5-1 Unheated Basement n State Surcharge fee: Other Unheated Pot Water Review fee: /0 . Garage/Carport �w�4i SUBTOTAL y Ao 14V Op yi it a Decks 1. 911/Rd Approach fee: 2 6017- Other TOTAL: $ 2..H el, ,%u Receipt Number: /14`‘ 4 Cash/Check Number: 6 2-7- 2,20 ESTIMATED COST(REQUIRED) Qoo Date: /_ 2- /c/ •Fair market value of all labor and materials foundation to finish (®( I Initials: 07/24/2013 Prescriptive Energy Code Corn ce for All Climate Zones in Washmgtoa • Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed.In addition,based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date AN Climate Zones R-Values U-Factors Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceiling 49' 0.026 Wood Frame Wallgk' 21 int 0.056 Mass Wall R-Value' 21121h 0.056 Floor 30g 0.029 Below Grade Wall° 10/15/21 int+TB 0.042 Slabd R-Value&Depth 10,2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses,as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1111.Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. IO 2.Medium Dwelling Unit 1.5 points All dwelling units that are not included in#1 or#3,including additions over 750 square feet. 03.Large Dwelling Unit 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 0.5 1 b Efficient Building Envelope lb 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 © 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 0.5 0.5 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 2.0 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 ❑ 5a Efficient Water Heating 0.5 ❑ 5b Efficient Wate Heating 1.5 6 _Renewable Electric Energy 0.5 (*1200 kwh 0.0 Total Credits 1.50 *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/2012%20Res%20Energy.pdf Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci.=c nuous insulation,int.=intermediate frame. a R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. Exception:Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. `"10/15/21.+TB"means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall."10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall."10/13"means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall."TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm-humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. n First value is cavity insulation,second is continuous insulation or insulated siding,so"13.+5"means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior,continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. 'The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. k Int. (intermediate framing)denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. ■ • I / i9'-6" / / 6'-10„ L 22-8„ / \ \ 4 if i of no on co 14—'52. 7/ o t 7 N. k[ Li 4 a. I I 9'_9" o YY a .c>f s. 7: ., olm < 'r„ , -' o@ it m a 4, m - F. Q. N. I I I 2 / 9 rn I' M II I / � i�b x\ 3 .8' m 11511; 0 \ \ \— \ sr.-- a 0 0 Q �. 0 0 C3 rig 2" 20'-9" 8'9 m (II% 39._6„ / U�U C p IV Z Z o co o rn .. NJ rn -, S P Z 111.J • dr S, 209 , / 15'-10" 25'-19" \ id I el5r1 6 i 03 2- 1 o , „.... O . . .. 6 :. .. e 2" .. --_ . o . 6.D. - P I cr, t -.., O col at,7, sN -,.. o 6 .._ N. A---. -—— '-'.! 2"--7/ ? =4 2 6 o o \ \ 1 t. 1 20'-9' -------1-----__.---: ___,) rri -47 7-4 s• c./) N-) ffl ,-) Ci ,--- ......... -P- c) ffl -72 rn ---t 11 v 1.2 r .rry0� 2 GI�b-a�Z -< ..c2r'� � rsC�'Cn0 r n op2S3- °a'2 �2 • �� � 24.-04� 2 r n�Ot�r_�ro0i L7- ac 0�0 -00ri w /_``� IP z�ic o �1tz 00 \ .� . , , .�•rr�,,r '146 i 4 1 • ,/, .t.9. \ 1 i \ \ \ U I' rl \ \ \ • / I \ / / IP ' --. 7 coil r IQ Axe , a° y� /.' �"� / l i•Cam-{ ul � < = n �°Di .-3d��5 \�- . / ° l Ci'z n 3" --- kik 0. \ i Z a - �� ti �. 0 nom W d C o ��' , / /► O � in - = ° - � rn �to o o ' I 1 —I it-_ 111 /.... v o,o - , 1 I cnz � � ,� - e �"�Ar���_ / w 7 z .. / (J., m ,,, . s,.... .s , . d \\ amp i i '-------,_,-- / Pi-' ' '..; T: t 4 i f . III r • zo8m r,, , d O _ xi T / ° I 2 CO tnr _ i V f V OO.A LH f �1'lOp �z • zoyzQ ca y Y - Z-00 rn'0 r t, mo J ci '�^+ b' ' Illi O 5,14 1 Z S. r .S` i r, j�, NL ' t M 1114 Cr, l� u ac il° L • • • 4�` 1§ p AN y , g • ('2 ((st '� `p Front Parcel Review óLO 14 _ � 1 Parcel 938701120 Printed: June 23, 2014 STEVEN E BEISWENGER Site Address(es): ARDIS A BEISWENGER QUINALT LOOP , WA 3455 SW DOSCH RD PORTLAND, OR 972391425 Parcel Number: 938701120 S-T-R: 12-30N-02W Total Acreage 0 Legal Description CAPE GEORGE COLONY DIV 4 BLK 11 LOT 21 Land Use: 9100 Flood District: Fire District: 1 Planning Area: 2 Flood Map(FIRM)Panel No: School District 50 Zoning: COMP PLAN DESIGNATION: COJtIMUNITY PLAN: UGA: UGA Trans [ VI Plot plan states "property line" [ v1 Assessor's Map(Property lines o i 1 miffed plot plan must match the property lines as identified on the Assessor's 1/4 map) [(/]" Legal Access to Property NO [ 4/1"- Parcel Tags or Scanned Documents 'ES ■NO [ Cr- ESA's: Special Reports rby YES Q [ f Designated Ag YES [ ] Shoreline Designation: YES NO [ ] Shoreline Slope Stability: YES Stream Type:YES NO FWHCA: YES NO Wetlands: YES NO Rare Plants:YES NO 0' Seismic: YES NO Landslide: YES NO Flood: YES NO Erosion: YES NO Aquifer Recharge Area:YES NO SIPZ: none At Risk High Risk Coastal CMZ: none High Risk Moderate RiskDisconnected CMZ Stormwater site plan sue••itted: YesNo [ j,}-- Forest Lands: YES NO Adjoining Forest Lands: Commercial/ Rural/ Inholding [t/r. Mineral Lands: YES C`"� [ j4 Agricultural Lands: Y 10 [ kr Archaeology: YES NO _ _ A 1�� [ c..]` No Shooting Zone: ES 0 i ‘,1\-CIII" [ ] Stormwater: New Impervious Surface Zr -1~0 d Disturbing Activity 2(9 0 c ESA's Stormwater Req's:Min Req#2 in Ieq#1 thru#5 Min Req#1 thru#10 Engineering_ [ ] Notice Provisions/Disclosure: i•i " YES NO MRL YES NO Forest Lands YES NO [t Landscaping Required: Yes h• [ f Parking Spaces Re uired NO 41111 Other I-V Building Height: 5' UBC Standard [ j Impervious Surface covera ercentage: Resource Lands&Public: IOW Rural Residential 25% Rural Indus. Per UDC Sec 6.7 Rural Commercial: 60% Area of Building Coverage:60%in Rural Industrial Lands only [Vr Total Building (s) Size: RVC:20,000 SF CC:5,000 SF NC:7,500 SF GC, 0 SF All others:subject to septic&water constraints/None specified [ t( Setbacks: Front: Z.0 Left Side: Right Side: 1. Rear: 5 Shoreline Setback: LSHA Setback: [ v( Road Classification: Road Approach: EXISTING e 'EQ'D RAP [ fry SEPA Required: YES EMPT [ v]' Flood Certificate: [ i J' Existing Case(s) & Condition(s): Violations: Yes No [ J.-- Recorded Date of Subdivision: AFN Over 5yrs=UDC Plat Conditions: <5yrs=Plat Conditions on plat or Old Ordinance [ Lots/Require Declaration of Restrictiv Covenant YES ubmitted: YES NO [ frr UGA No Protest Agreement YES !submitted: YES NO [ t1 Site Visit conducted YES to [ L-1 Require Final Zoning Approval YES O [ f-J ADMIN: Setbacks entered in Permit Plan case /A YES New Parcel Tags entered in Permit Plan 040 YES Special Reports Scanned0 YES Title Notes Updated Parcel tags found for parcel 938701120 1.) WSRC Coaching - 2012-05-08, CZ 08/30/2013 Other Cases Associated with APN 938701120 Cases Name Review Type Status Planner CAM14-00310 HASSELBRING NA M Application Received: 5/15/2014 Permit Issued/Case closed: 5/15/2014 Case Finaled: ESA on parcel & road setbacks. M LA02-00025 PRJ04-00021 MLA02-00025 WILLIAMS TRUSTE A Application Received: 2/3/2004 Permit Issued/Case closed: Case Finaled: SPAAD. Single family residence with associated driveway, septic system, water connection and other appurtenances SEP04-00032 MLA02-00025 BEISWENGER C Application Received: 2/3/2004 Permit Issued/Case closed: 2/27/2004 Case Finaled: This case has been cancelled and is now filed with SEP07-00190 ZONO2-00004 MLA02-00025 WILLIAMS TRUSTE I F M FARFAN Application Received: 1/16/2002 Permit Issued/Case closed: 1/29/2002 Case Finaled: 7/5/2007 SPAAD. Single family residence with associated driveway, septic system, water connection and other appurtenances OTH00-00054 WILLIAMS TRUSTE F R MARX Application Received: 12/28/2000 Permit Issued/Case closed: Case Finaled: SEP07-00190 BEISWENGER C Application Received: 6/8/2007 Permit Issued/Case closed: 6/12/2007 Case Finaled: SEP04-00032 is filed with this case. SEP14-00070 BEISWENGER Application Received: 5/28/2014 'Permit Issued/Case closed: Case Finaled: \\tidemark\data\forms\R_Parcel_CRMLA.rpt 6/23/2014 Page 2 of 2 1 I e -� JEFFERSON COUNTY DEPARTMENT OF COMMUNITY DEVELOPMENT r�S 4, frerto 621 Sheridan Street•Port Townsend•Washington 98368 360/379-4450.360/37451 Fax http://www.cojefferson ma.us/conundevelopmentt Stormwater Calculation Worksheet hitA# PROJECT/APPLICANT► : t ► (lS 60 E N►rlc"i/-- DETERMINING STORMWATER MANAGEMENT REQUIREMENTS:This stormwater calculation worksheet should be completed first to classify the proposal as"small,'"medium,'or"large' The size determines whether a Ston wrater Site Plan is required kt conjunction with a stand-alone stormwater nianagernent permit Evphadion,building permit appNcation,or other land use approval application that involves stormwater review. The basic idonratlon will also be helpful for completing a Stormwater Site Plan,if req uked. PARCEL SIZE(I.E..SITE) Size of parcel •" acres An we contains 43,560 square feet. Multiply the acreage by this figure. Size of parcel in square feet. t y/ t (2.(o S2-t( Land-disturbing activity is any activity that results in movement of earth,or a change in the existing son cover(both vegetative and non-vegetative)and/or the existing soil topogn phy. land disturbing activities include,but are not limited to clearing, wading,fining, excavation,and compaction associated with stabilization of structures and road construction. Native vegetation is vegeation=wised on plant species,other than noxious weeds,that are thagenous to the coastal region of the Pacific Northwest and which reasonably could have been expected to naturally oaxv on the site. Examples include species such as Douglas fir,western hemlock,western red cedar,eider,big-leaf maple,and vine maple;sinks such as willow,ederbery,salmonbery, and sale;herbaceous plants such as sword fern,foam flower,and fireweed_ - ACTIVITY .,.1 1.4141.1.1 -.�,i •• .r-.:• OF 111_ c1_. 1•k, '.;:•# L•.,__L.._ • LL Calculate the total area to be deared,graded,filled, Answer the following two questions related to excavated,and/or compacted for proposed development conversion of native vegetation: project. Include in this calculation the area to be for: toes the project convert'Y.as es or mae of Construction site for structures 2 LQOO sgift native vegetation to lawn or landscaped areas? 1 Drainfietd,septic tank,etc. "t3O sq/ft Circle: Yes ��o Wen,utilities,etc. sq/fl Does the project convert 2'A acres or more of native vegetation to pasture? Driveway,parking,roads,etc. S `' sq/fi Ci cle: Yes No Lawn,landscaping,etc. - sgdt Other compacted surface,etc. — sq/t Indicate Total Volumes of Proposed: Total Land Disturbance 2-,TsDO scot Cut 7 0 FM 3 b C�� (cutyd) I [over] stom water catc worksheet—REV.21200008 1 • Impervious surface is a hard surface that either prevents or retards the entry of water into the soil mantle as under natural conditions prior to development. A hard surface area which causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include,but are not limited to roof lots or storage areas,concrete or asphalt paving,gravel roads, packed earthen materials, tops,oiled, a ca patios,other surfaces e parking the natural infiltration of stormwatter. and oiled,macadam or other surfaces which similarly impede STORMWATER CALULATIONS–IMPERVIOUS SURFACE NEW EXISTING Structures tall roof ate) ?zcO sot Structures(all roof area) . sgltt Sidewalks sq/ft Sidewalks scint Patios sg/R Patios scl/ft Solid Decks ' sclift Solid Decks (without infiltration below) (without'Marston below) Driveway,parking,roads,etc 4C sgl(t Driveway,ping.roads,etc sclift Other Other s Total New 1.ZOO egfft Total Existing Nat TOTAL NEW+TOTAL EXISTING* 2.201) sq✓ft 'This amount wilt be used to check total lot coverage. The following questions will help determine whether the proposed project is considered development or redevelopment DEVELOPMENT v.REDEVELOPMENT Divide the total gagAgg impervious surface above by the size of the parcel and convert to a percentage: /#/ % Does the site have 35%or more of a impervious surface? Circle: Yes FURTHER INSTRUCTIONS: If the answer is yes,the proposal is considered redevelopment and the attached Figure 2 should be used to determine the app Liman Requirements. If the answer is no,the proposal is considered new development and the attached Figure 1 should be used. At this jusnctu re,the xtplicard should refer to the apple Flow Chart to determine the Minimum Requirements for stormwater management. DCD staff wN help verily the classification of the project and the appfication requirements. For pry of `small' projects who must comply only with Minimum Requirement 02—Construction Stormw,ater Pollution Prevention–an adder submittal is not required. The proponent is responsble for employing the 12 Elements to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of the project. Pick up the Construction Stonmwater Pollution Prevention(SWPP)Best Management Practices(6MPs)Packet Proponents of'mechunt projects—those that must meet only Minimum Requirements 01 throw 05—and for large' that must meet all 10 Minimum Require e rewired to submit a Stomrniser3r Site Plan. DCD has prepared a submittal template of a Stomavater Site Plan, principally for meal residers projects. Complete the template in the Storm wrier Site Plan Instructions and Submittal Template or prepare a Starnrwater Site Plan using the guidance in the St ter Management Manual. APPLICANT SIGNATURE By signing the Stornmwater Calculation Worksheet.I as the applicent/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the fun knowledge and consent of all owners of the affected property. Cc 61oulA �r ,� igt441 44.- , Gee (LANDOWNER OR AUTHORIZED REPREsE►rrrmE SIGNATURE) (DATE) 2 stemmata dale worksheet-REV.2420/200B • • iicONCO 54i ri. JEFFERSON COUNTY ,`a� DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street•Port Townsend -Washington 98368 O" (360)379-4450 - (360)379-4451 Fax �'S'It1NC% http://www.co.jefferson.wa.us/commdevelopment/ Stormwater Site Plan Instructions and Submittal Template "Medium" and "Large" Projects [Includes Construction Stormwater Pollution Prevention Plan(SWPPP)and Permanent Stormwater Control Plan] The submittal template for a Stormwater Site Plan has been developed from information presented in the Department of Ecology 2013 Stormwater Management Manual for Western Washington (Manual), which is the set of stormwater management standards for new development and redevelopment in Jefferson County. The Stormwater Site Plan, Minimum Requirement #1 in the Manual, is the comprehensive report containing all of the technical information and analysis necessary to evaluate a proposed new development or redevelopment for compliance with stormwater requirements. A Stormwater Site Plan is required for all"medium'and°large°projects. (For background information, refer to the Stonnwater Management Information Sheet.) The Stormwater Site Plan includes a Construction Stormwater Pollution Prevention Plan (SWPPP - Minimum Requirement#2)that addresses sediment and erosion control during construction and a Permanent Stormwater Control Plan that addresses stormwater on the project site in its developed condition through dispersion, infiltration, or, if necessary,flow control and/or treatment facilities. The steps for preparing and the content of a Stormwater Site Plan are summarized below and more fully described in Chapter 3 of Volume I of the Manual_ The attached submittal template is intended to be a format applicable to typical rural residential construction. For these cases, completion and submittal of the template results in a complete land use application. THE TWO MAIN COMPONENTS OF A STORMWATER SITE PLAN I. Construction Stormwater Pollution Prevention Plan A Construction Stormwater Pollution Prevention Plan (SWPPP) is a document that describes the potential for pollution problems on a construction project and which explains and illustrates the measures to be taken to control these problems. The basis for requiring a SWPPP,the twelve elements required to be in a SWPPP,the suggested step-by step procedure to follow, and the suggested Best Management Practices (BMPs)to follow, are all described in Volume 11 of the Manual. A SWPPP consists of two sections, a narrative and the drawings. A description of the contents of the narrative and the drawings sections, and checklists for each of these sections, are in Section 3.3 of Volume IL For typical rural residential projects, DCD provides a Construction Stonnwater Pollution Prevention(SWPP)Best Management Practices(BMPs)Packet to assist with the preparation of the Construction SWPPP. II. Permanent Stormwater Control Plan A Permanent Stormwater Control Plan is a document that describes the basis for, and the means of implementing, permanent Best Management Practices(BMPs)for flow control and treatment facilities after the project is completed. The content of a Permanent Stormwater Control Plan is described in Section 3.1.5 of Volume I of the Manual. The permanent BMPs and facilities for flow control and treatment are described in Volumes III, IV, and V of the Manual. The submittal template is intended for rural residential projects that can fully disperse or infiltrate stormwater. The template may not be appropriate or sufficient for applications involving larger or more complex projects. stormwater site plan template.doc—rev.4!2812014 • • INSTRUCTIONS To prepare a Stormwater Site Plan,follow the steps outlined below,complete the Stormwater Site Plan template,sign and submit together with the Master Land Use Application (MLA). This information may also be provided on other diagrams, plans, studies, or attachments submitted with the project application. If so, please indicate such on this supplemental permit application. As the template is designed mostly for rural residential development, it may not be as useful for a larger project as an independently prepared Stormwater Site Plan. For any particular project, the Administrator may waive specific submittal requirements determined to be unnecessary for review of the application. Note: Prior to filling out the submittal template, read through these steps for preparing a Stormwater Site Plan. Preliminary or draft versions of the individual components may be helpful in the case that redesigning an original layout would result in a proposal that has less environmental impacts and is significantly simpler in terms of meeting stormwater requirements. For example, if the proposal can utilize the `full dispersion"BMP(T5.30 in the Manual), there is no need to provide for flow control or flow treatment on the site For more information on the easiest way to meet stormwater requirements, refer to the "Low Impact Development"Information Sheet. BMPs used during the construction phase and that are included in the Construction SWPPP may also be useful as elements of the Permanent Stormwater Control Plan. STEP 1: COLLECT AND ANALYZE INFORMATION ON EXISTING CONDITIONS Collect and review information on existing site conditions, including topography, drainage patterns, soils, ground cover, critical areas, adjacent areas, existing development, existing stormwater facilities. The Jefferson County website provides an Internet Map Server (IMS)function(http_ffwww.co.iefferson.wa.us). If available,a Development Review Division(DRD)planner may be able to assist you in collecting this information. Analyze the information to determine site limitations,including: • Areas with high potential for erosion and sediment deposition(based on soil properties,slope,etc.); • Locations of sensitive and critical areas(e.g., vegetative buffers,wetlands, steep slopes, foadplains, geologically hazardous areas,streams,susceptible aquifer recharge areas,etc.);and • The natural receiving waters to which the stormwater runoff either directly or eventually discharges. This information will be useful in site design and in the completion of the Permanent Stormwater Control Plan and Construction SWPPP. STEP 2: PREPARE PRELIMINARY DEVELOPMENT LAYOUT Based upon the analysis of existing site conditions,locate the buildings,driveways,roads,parking lots,and landscaping features for the proposed development Consider the following points when laying out the site: • Fit development to the terrain to minimize land disturbance; confine construction activities to the least area necessary and away from critical areas; • Preserve areas with natural vegetation(especially forested areas)as much as possible; • On sites with a mix of soil types, locate impervious areas over less permeable soil (e.g., till) and try to restrict development over more porous soils(e.g.,outwash); • Cluster bungs together; • Minimize impervious areas;and • Maintain and utilize the natural drainage patterns. The preliminary development layout will assist in determining threshold discharge areas for calculating whether size thresholds under Minimum Requirements#6,#7, and#8(for'large'projects)are exceeded and as a basis for the drawings and maps required for the Stormwater Site Plan. 2 storrnwater site plan template doe—rev.4/18/2014 • • STEP 3: PERFORM AN OFF-SITE ANALYSIS This step is for large" projects (i.e., adding 5,000 square feet or more of new impervious surface, converting '/+ acres of pervious surfaces to lawn or landscaped areas,or converting 2%acres of forested area to pasture)at the discretion of the UDC Administrator. See Volume I,Section 2.6.2 for more information. STEP 4: REVIEW THE APPLICABLE MINIMUM REQUIREMENTS The Stormwater Calculation Worksheet is a required submittal for all development and redevelopment land use applications. Completing the Worksheet helps determine the broad category of the proposal—"small," "medium,' or large" project-and the applicable Minimum Requirements. "Small"projects need to meet Minimum Requirement#2 only. "Medium" projects need to meet Minimum Requirements#1 through#5. "Large"projects need to meet an the Minimum Requirements, #1 through#9. The Minimum Requirements are as follows: r 1. Preparation of Stormwater Site Plans(Chapter 3 of Manual) 6. Runoff Treatment r 2. Construction Stormwater Pollution Prevention 7. Flow Control r 3. Source Control of Pollution 8. Wetlands Protection 4. Preservation of Natural Drainage Systems and Outlalls 5. On-site Stormwater Management 9. Operation and Maintenance The Manual provides descriptions and instructions in Volume I,Chapter 2. Information sheets,application materials,and DRD planners can help describe the Minimum Requirements to applicants. Note: "Large"projects, as part of meeting Minimum Requirements #6 – Runoff Treatment – and #7 – Flow Control, are compared to Volume I, Chapter 2 in the Manual to determine whether on-site stornwater management BMPs are sufficient or treatment facilities or flow control facilities are required The flow control determination may necessitate use of the Western Washington Hydrology Model managed by the Department of Ecology. Consult Sections 2.5.6 and 2.5.7 of Volume I, Chapter 2 of the Manual for more information. Again, the easiest way to meet stormwater requirements is to design the project so that natural drainage is preserved, impervious surface is limited,and full dispersion(BMP T5.30)is implemented. By using low impact development'techniques in the site design, the need for treatment and flow control facilities is eliminated, simplifying preparation of the Stonnwater Site Plan and often the site construction process itself. For more information on these techniques,consult the"Low Impact Development"Information Sheet. STEP 5: PREPARE A PERMANENT STORMWATER CONTROL PLAN Select stormwater control BMPs and facilities that will serve the project site in its developed condition. The selection process is presented in Volume 1, Chapter 4. After consideration is given to how selected BMPs and facilities fit within and serve the entire preliminary development layout the designer may want to reconsider the site layout to reduce the need for construction of facilities or the size of the facilities by reducing the amount of impervious surfaces created and increasing the areas to be left undisturbed. The Permanent Stormwater Control Plan should contain the following sections(Section 3.1.5 of Volume I,Chapter 3): • Existing Site Hydrology(i.e.,the behavior of water on the site—above,below,and on the ground) • Developed Site Hydrology(special requirements for projects and threshold discharge areas within projects that requirement treatment and flow facilities) • Performance Standards and Goals • Flow Control System • Water Quality System • Conveyance System Analysis and Design Essentially, in terms of site hydrology, the developed condition of the site should match the pre-developed condition, with is forested land cover (unless reasonable, historic information is provided that indicates the site was prairie prior to settlement). For "large" projects, totals of impervious surfaces, pollution-generating impervious surfaces, and pollution gating pervious surfaces must be tabulated for each threshold discharge area for which on-site BMPs are the sole stormwater management approach. 3 stormwater site plan template.doc—rev.4/282014 • • • STEP 6: PREPARE A CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) The Construction SWPPP for projects adding or replacing 2,000 square feet of impervious surface or more or clearing 7,000 square feet or more (i.e., 'medium" or"large" projects), must contain sufficient information to demonstrate to the UDC Administrator that the potential pollution problems have been adequately addressed for the proposed project. An adequate Construction SWPPP includes a narrative and drawings. The narrative is a written statement to explain and justify the pollution prevention decisions made for a particular project. The narrative contains concise information concerning existing site conditions, construction schedules, and other pertinent items that are not contained on the drawings. The drawings and notes describe where and when the various BMPs should be installed, the performance nos are not achieved. rmance the BMPs are expected to achieve. and actions to be taken if the performs goals There are 12 Elements that must be considered in the development of a Construction SWPPP, unless site conditions render that element unnecessary and the exemption from that element is clearly justified in the narrative. The 12 Elements cover the general water quality protection strategies for limiting site impacts during construction and are described in detail in Section 2.5.2, Volume I of the Manual. The 12 Elements of Minimum Requirement#2,Construction Stormwater Pollution Prevention,are: 1. Mark Clearing Limits 6. Protect Slopes 11. Maintain BMPs 2. Establish Construction Access 7. Protect Drain Inlets 12. Manage the Project 3. Control Flow Rates 8. Stabilize Channels and Outlets 13. Protect Sow Impact Development 4. Install Sediment Controls 9. Control Pollutants 5. Stabilize Soils 10.Control De watering For ease of use, the Stormwater Site Plan submitte template below includes a section that lists the 12 Elements and provides the opportunity to indude sufficient information for rural residential and other relatively simple Construction SWPPPs. For more complex projects,a separate narrative and set of plans may be preferred or required. Volume II of the Manual is dedicated to Construction Stormwater Pollution Prevention. A step-by-step BMP selection process and a complete description of the BMPs applicable to each element is provided in Chapters 3 and 4. Additionally, DCD provides a Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet that summarizes the 12 Elements and excerpts from the Manual sample sediment and erosion control measures for typical rural residential development. The Packet should prove useful for completing the Construction SWPPP component of the submittal template. On construction sites that infiltrate all stormwater runoff,the primary consideration in the preparation of the Construction SWPPP is the protection of the infiltration facilities from fine sediments during the construction phase and protection of ground water from other pollutants. On construction sites that discharge to surface water, the primary consideration in the preparation of the Construction SWPPP is compliance with the State Water Quality Standards. The step-by-step procedure outlined in Volume II, Section 3.2 is recommended for the development of these Construction SWPPPs. STEP 7: COMPLETE THE STORMWATER SITE PLAN The Stormwater Site Plan encompasses the entire submittal to Jefferson County in conjunction with a land use or building permit application. The following documents or sections should be included: • Project Overview • Existing Conditions Summary • Off-site Analysis Report(if required;usually for"large projects) • Permanent Stormwater Control Plan • Special Reports and Studies(such as sod testing,wetland delineation,etc.,if applicable) • Other Permits(approvals required by other regulatory agencies that include stormwater management conditions) • Operation and Maintenance Mandl(for each flow control and treatment facility,if applicable) • Bond Quantities Worksheet (for performance bond or other financial guarantee for proper construction and operation of construction site BMPs and permanent drainage facilities, if required) The submittal template below is designed for rural residential and other relatively small or simple projects. For larger and more complex projects—particularly those that involve stormwater treatment and/or flow control—more information may be required and an independent Stormwater Site Plan may be the preferable submittal format STEP 8: CHECK COMPLIANCE WITH ALL APPLICABLE MINIMUM REQUIREMENTS A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The applicant should review to check that these requirements are satisfied and that all information provided is true and correct prior to signing and submitting the Stormwater Site Plan. (The signature box appears at the end of the submittal template.) 4 stonnwater site plan template.doc—rev.4282014 • • N ,�4w , c°��, JEFFERSON COUNTY iz, ,'�� DEPARTMENT OF COMMUNITY DEVELOPMENT 621 Sheridan Street• Port Townsend •Washington 98368 44... O' 360/379-4450 • 360/379-4451 Fax $IN http://www.co.Jefferson.wa.us/commdevelopment/ STORMWATER SITE PLAN SUBMITTAL TEMPLATE MLA# PROJECT/APPLICANT NAME: Jet$ L I`." Please answer all of the following questions to the best of your ability. Where the question calls for depiction on a site map, the applicant may choose to either incorporate the elements into the general plot plan for the Master Land Use Application or to submit a separate stormwater site plan map. Project Overview 1. Describe the proposed developed conditions of the site. Indicate position and relative size of proposed improvements on the site map. P ' t4Ot. w oY A Ccier”21a) Lot' Existing Conditions Summary 2. Describe the existing topography. Indicate contours on the site map. 3. Describe the existing vegetation. Indicate native vegetation areas on the site map. GolAnc 4. Describe the existing soils. Indicate soil type on the site map. 5. Describe the existing site hydrology(Le., drainage;behavior of water on the site—above,below,and on the ground). Indicate existing stormwater drainage to and from the site on the site map. Depict separate drainage basins on the site map, if applicable,and indicate acreage of each. O S W C— N �w Tprli� � k� 6. Describe any excess levels of noise generated by the proposed use or activity: stormwater site plan terrpiate.doc—rev.4/282014 5 • • • • 7. Describe significant geographic features and critical areas (i.e., environmentally sensitive areas such as wetlands, streams, steep slopes,etc.)on the site. Indicate location on the site map. Now LI 8. Describe the general vicinity of the site,induding adjacent land uses and structures, utilities,roads,and sensitive/critical areas (streams,wetlands,lakes,steep slopes,etc.). VKlppw OF C. GGtW Cole-C1611 • Permanent Stormmwater Control Plan This portion of the Stormwater Site Plan consists of the selection and installation of the appropriate stormwater control BMPs and facilities to remain in place after construction of the project is completed. ``Medium' size projects are required to have the totals calculated of all impervious surfaces, pollution-generating impervious surfaces, and pollution-generating pervious surfaces to verify that the thresholds for treatment facilities and flow control facilities are not exceeded. g. Describe the developed site hydrology, as proposed. Indicate whether stormwater will be fully dispersed(i.e., per BMP T5.30 in the Manual)or, if not,what types of stormwater flow control will be utilized for the site or specific threshold discharge areas within the site. Locate these facilities on the site plan and differentiate proposed facilities from existing facilities. 'D W ewers (=0t-- 'tee W t 4- 10. If the project requires the use of stormwater treatment facilities,describe the types of stormwater treatment facilities proposed for use on the site. Locate these facilities on the site plan and differentiate proposed facilities from existing facilities. [This is normally for large'projects or projects that involve the potential for dispersion of contaminants.] 11. Describe the performance goals and standards applicable to the project. 12. Describe the flow control system. Ce/,,'-af`tav C3)caNd�- �tic.� c-�N � � .D� �✓C'�-�-5 Podozwir 6 stormwater site plan temptate.doc—rev.4/282014 • • 13. Describe the water quality system. 14. Describe the conveyance system analysis and design. 15. Describe the source of fill material,physical characteristics of fill material,and deposition of excess material. 16. Proposed methods of placement and compaction consistent with the applicable standards on Appendix Chapter 33 of the Uniform Building Code. 17. Describe the proposed surfacing material. 18. Describe methods for restoration of the site. — 4404 6CA-A Id 41 P Cow i•tuk,feel 19. An Operation and Maintenance Manual is required for each flow control and treatment facility. [This is normally required for "large"projects only and only those for which facilities are required to control flow or treat runoff.] If induded, list the Manuals here. r._ 20. List here and include any special reports or studies conducted to prepare the Stomwater Site Plan. 21. List other necessary permits and approvals as required by other regulatory agencies. If those permits or approvals include conditions that affect the drainage plan or contain more restrictive drainage-related requirements,describe those conditions or restrictions here. stomiwater site plan terT late.doc—rev.4/28/2014 7 • i CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN(SWPPP) The Construction SWPPP addresses sediment and erosion control during construction. The BMPs indicated by the applicant in the template that follows must be installed on the ground during all construction phases of the project. The proponent is responsible for preventing sediment and erosion impacts to environmentally sensitive areas and off-site areas. Consult the Construction Stormwater Pollution Prevention (SWPP) Best Management Practices (BMPs) Packet for guidance, particularly with rural residential development. SECTION I—CONSTRUCTION SWPPP NARRATIVE 1. Construction Stormwater Pollution Plan Elements. Describe how each of the Construction SWPPP elements has been or will be addressed. Identify the type and location of BMPs used to satisfy the required element. If an element is not applicable to the proposal,justify in writing. Descriptions of the 12 Elements are found at Volume II Section 3.2.3 of the Manual(beginning on page 3-7). 12 Required Elements—Construction SWPPP 1. Mark Clearing Limits. t9CEN 2. Establish Construction Access. 3. Control Flow Rates. 4. Install Sediment Controls. 5. Stabilize Soils. UA V L c-rl 6. Protect Slopes. M Vt. ■p} 7. Protect Drain Inlets. stormwater site plan template doe—rev.4/282014 8 • 12 Required Elements—Construction SWPPP(continued) 8. Stabilize Channels and Outlets. 9. Control Pollutants. 10. Control De-Watering(the act of pumping groundwater or stormwater away from an active construction site). 11. Maintain Best Management Practices(BMPs). 12. Manage the Project 2. Adjacent Areas. a. Description of the adjacent areas that may be affected by site disturbance (e.g., streams, lakes, wetlands, residential areas,roads). Ltrr glob b. Description of the downstream drainage path leading from the site to the receiving body of water(minimum distance of 400 yards). �vl/40 L ! PiPidAn CY2 ST r""cs J ni 3. Environmentally Sensitive Areas. a. Description of environmentally sensitive areas that are on or adjacent to the site. stormwater site plan template.doc—rev.4/282014 9 • • b. Description of special requirements for working in or near environmentally sensitive areas. 4. Erosion Problem Areas. Description of potential erosion problems on site in the context of the characteristics of the on-site soils(e.g.,erodibility,settleability,permeability,depth,texture,soil structure). NOVAE 30W YV 5. Construction Phasing. a. Construction sequence b. Construction phasing(if proposed) 6. Construction Schedule. Wet season is October 1 through April 30(page 2-21 of the Manual). 1. Provide a proposed construction schedule. -012. t 5 t 12t0/ G0 tvl [.�,�1-.. 11. Wet Season Construction Al2t0/es. a. Proposed wet season constructs n activities. FAtrod.I 1 b. Proposed wet season construction activities for environmentally sensitive areas. 7. FinanciallOwnership Responsibilities. a. Identify the property owner responsible for the initiation of bonds and/or other financial securities. Sr°s\l'e s b. Describe bonds and/or other evidence of financial responsibility for liability associated with erosion and sedimentation impacts.eo•el.L 1c SCSI kuv S 1/'�C-. Z 000 000 4 nip Li/7 r`I 1,-c, 8. Engineering Calculations. Provide Design Calculations on a separate sheet for the following,if applicable. a. Sediment Ponds/Traps. b. Diversions. c. Waterways. d. Runoff/Stormwater Detention Calculations stormwater site plan template.doc—rev.4/282014 10 '..' • • SECTION II—EROSION AND SEDIMENT CONTROL PLAN Sediment and erosion control measures may be depicted on the master land use application plot plan,a stormwater site plan,and/or a separate Construction SWPPP site plan. This is a checklist to ensure that the following are depicted on a site plan: 1. General. a. Vicinity Map b. Jefferson County Approval Block c. Erosion and Sediment Control Notes 2. Site Plan. a. Legal description of subject property. b. North arrow. c. Indicate boundaries of existing vegetation(e.g.,tree lines,pasture areas, etc.). d. Identify and label areas of potential erosion problems. e. Identify FEMA base flood boundaries and Shoreline Management boundaries(if applicable). f. Show existing and proposed contours. g. Indicate drainage basins and direction of flow for individual drainage areas. h. Label final grade contours and identify developed condition drainage basins. i. Delineate areas that are to be cleared and graded. j. Show all cut and fill slopes indicating top and bottom of slope catch lines. 3. Conveyance Systems. a. Designate locations for swales,interceptor trenches,or ditches. b. Show all temporary and permanent drainage pipes,ditches,or cut-off trenches required for erosion&sediment control. c. Provide minimum slope and cover for all temporary pipes or call out pipe inverts. d. Shows grades,dimensions,and direction of flow in all ditches,swales,culverts and pipes. e. Provide details for bypassing off-site runoff around disturbed areas. f. Indicate locations and outlets of any dewatering systems. 4. Location of Detention Best Management Practices(BMPs). Identify location of detention BMPs. 5. Erosion and Sediment Control Facilities. a. Show the locations of sediment trap(s), pond(s),pipes and structures. b. Dimension pond berm widths and inside and outside pond slopes. c. Indicate the trap/pond storage required and the depth,length,and width dimensions. d. Provide typical section views through pond and outlet structure. e. Provide typical details of gravel cone and standpipe,and/or other filtering devices. f. Detail stabilization techniques for outlet/inlet. g. Detail control/restrictor device location and details. h. Specify mulch and/or recommended cover of berms and slopes. i. Provide rock specifications and detail for rock check dam(s), if applicable. j. Specify spacing for rock check dams as required. k. Provide front and side sections of typical rock check dams. I. Indicate the locations and provide details and specifications for silt fabric. m. Locate the construction entrance and provide a detail. 6. Detailed Drawings. Any structural practices used that are not referenced in the Ecology Manual should be explained and illustrated with detailed drawings. 7. Other Pollutant BMPs. Indicate on the site plan the locations of BMPs to be used for the control of pollutants other than sediment(e.g.,concrete wash water). 8. Monitoring Locations. Indicate on the site plan the water quality sampling locations to be used for monitoring water quality on the construction site. Sampling stations should be located upstream and downstream of the project site. stormwater site plan tenplate.doc—rev.4/282014 11 Stormwater Site Plan Changes If the designer wishes to make changes or revisions to the originally approved Stormwater Site Plan, the proposed revisions shall be submitted to DCD prior to construction. The submittal shall include substitute pages that include all proposed changes, revised drawings showing any structural changes,and any other supporting information that explains and supports the reason for the change. Final Corrected Plan Submittal If the project included construction of conveyance systems,treatment facilities,flow control facilities,or structural source control BMPs (not standard on-site stormwater management BMPs),the applicant shall submit a final corrected plan("as-builts°)when the project is completed. These should be engineering drawings (stamped by a licensed civil engineer) that accurately represent the project as constructed. APPLICANT SIGNATURE By signing the Construction SWPPP worksheet, I as the applicant/owner attest that the information provided herein is true and correct to the best of my knowledge. I also certify that this application is being made with the full knowledge and consent of all owners of the affected property. (LANDOWNER OR AUTHORIZED REPRESENTATIVE SIGNATURE) (DATE) THIS SPACE MAY BE USED FOR ADDITIONAL NOTES,IF NEEDED: stormwater site plan tertplate.cmc—rev.4282014 12 B• • UILDING PERMIT Jefferson County Department of Community Development 621 Sheridan Street, Port Townsend, WA 98368 (360)379-4450 FAX (360)379-4451 PERMIT#: BLD14-00222 Received Date: 6/23/2014 SITE ADDRESS: 42 QUINAULT LOOP Issue Date 8/20/2014 Expiration Date 8/20/2015 OWNER: STEVEN E BEISWENGER PHONE: ARDIS A BEISWENGER 3455 SW DOSCH RD PORTLAND OR 97239-1425 9387 SUBDIVISION: Block: Lot: PARCEL NUMBER: 938701120 Section: 12 Township: 30 N Range: DA CONTRACTOR: KELLEY SHIELDS INC PHONE: 360-385-7156 260 KALA POINT DR PORT TOWNSEND WA 98368 Contractor's License KELLESII50LF Expires 6/6/2015 PROJECT DESCRIPTION: NSFR w/attached garage, no heat, no plumb (sale of parcel pending, new owner: update prior to issue permit) TYPE OF WORK RES SQUARE FOOTAGE: TYPE OF IMP NEW MAIN: 1,284 VALUATION 249,049.00 ADD'L: HEAT TYPE: HTP CODE EDITION: 2012 HEAT BASE: 840 HEAT TYPE: OCCUPANCY: R-2 UNHEATED: #OF STORIES: OCCUPANCY: OTHER: CONST TYPE: 5N SHORELINE: RA CONST TYPE: GAGE: 420 SETBACK: BANK HEIGHT: SEWAGE DISPOSAL: OSS WATER SYSTEM: 11050 Type Amount Paid By: Date: Receipt: BEDROOMS: BATHROOMS: Permit $2,077.00 MEB 06/23/14 148807 Exist: Exist: Plan Check $1,350.05 MEB 06/23/14 148807 Prop: 2 Prop: 3 State Building Code $4.50 MEB 06/23/14 148807 Total: 2 Total: 3 Potable Water Application $67.00 MEB 06/23/14 148807 Total: $3,498.55 Directions to Site: HEALTH DEPARTMENT AND PUBLIC WORKS APPROVAL REQUIRED PRIOR TO FINAL INSPECTION THIS PERMIT IS VALID FOR ONE YEAR OR IT MUST BE PROPERLY RENEWED BUILDING INSPECTION HOT-LINE 379-4455. Request must be received by 3pm the day before the inspection is needed. Office Hours 9:00 am -4:30 pm MONDAY- THURSDAY HOT LINE AVAILABLE 24 HOURS A DAY SPECIAL CONDITIONS APPLY-SEE ATTATCHED Jefferson County Building Division Permit Number: BLD14-00222 Applicant: BEISWENGER BUILDING PERMIT INSPECTION APPROVALS Applicable Code: 2012 International Building Codes To schedule inspections, call (360)379-4455 no later than 3:00PM the day before the inspection is needed. Requests received after 3:00 PM will not be scheduled for the next day's inspections. ELECTRICAL PERMITS are issued by the Washington State Department of Labor& Industries. The electrical permit must be signed off by the State Inspector prior to the County's Framing Inspection Inspection Item Date Approval Signature Notes Setbacks Erosion Control 'Oil 4 E3 Foundation Footing J coo, IA 617-...7P--- Viz_ FT Footing Drains QI11 !4 zrG Foundation Stem Wall Q Jq 14 P 6 Underground Plumbing r 19/14 At-. Under Floor Framing 014 Straps(hold downs) 010114 11 D) 14 #1 Ext.Shear Wall Nailing 11 /D-P4-/Y �- N�/OF-Al 6 ?We x Rough-in Plumbing 11/i/1 �� Framing )1I i t' p Blocking Airseal ///1)(111 Insulation:Walls t � Insulation: Floors 4 at/ eis Insulation:Ceiling 42-NLit Wallboard Nailing kl- Gas Line:Interior 1,,10 Gas Line:Exterior PI Propane Tank G PN Pressure Test 6/26/2014 Smoke&CO2 6/26/2014 Fire Protection 6/26/2014 Drywell/Alt Drainage ' � � ' ex 1,t/zz/ #1," Address Posted is `� Septic System Finaled • • 2g- 6 a D L~. % A final inspection will not be scheduled until all of the following are completed and signed off by the applicable Department: • Building Permit Conditions are met • Septic Permit Final/Complete for any building containing plumbing • Land Use Conditions met and signed off • Public Works Permit Final(where applicable) FINAL INSPECTION '1-1,1 FINAL INSPECTION MUST BE APPROVED PRIOR TO BUILDING BEING OCCUPIED THIS PERMIT IS VALID FOR ONE YEAR • • CONDITIONS for Building Permit# ':BLD14-00222 1.) DWJ 2.) The project shall adhere to the Best Management Practices (BMPs)to control stormwater, erosion and sediment during construction. BMPs shall address permanent measures to stabilize soil exposed during construction, and in the design and operation of stormwater and drainage control systems. 3.) The site plan as submitted with the Building Permit application on June 23, 2014 has been reviewed for consistency under the UDC, and has been approved by Jefferson County Department of Community Development. Any modifications, changes, and/or additions to the stamped, approved site plan dated July 10, 2014 shall be resubmitted for review and approval by Jefferson County Department of Community Development. \\tidemark\data\forms\F_BLD_Permit_Bldg.rpt 8/20/2014 H a 1-4 L I-I.^ G - go] Im 28' 00 -411 1 7 11-51, 4-41 -O'L--7 0' -01 Crawl Space LIP O Crawl Accc55 cl I Walk -In rl5t 60 c* Y, 6' clq 5'F6rcjl5 Combo 0 c:, 0) 4 5/ 0-5/ 0 5H (� egress cc 8' clq L11 0-5/ 0 Pic 11 1 1 52 V/ 0 -5/ u Y\u 610-611OPa Pat 610-5ICIXO / —1 I-01L- 4 27' 1-01 SRSON COUNTY DCD I �LDING PLAN REVIEW of ?PROVED AS SUBMITTED .?PROVED AS NOTED FLEJECTED 0 Z- I 14 Reviewer — V 'EVIEWED Af�CC CODE COMPL Im M,12f DAYMNI 8405� 1/411 ®11 06-Abod the burid I ng DeP­,q'1,b!i at 319 4450 prior to making chiing65 Of t4visiWAI to the droved plans a 'I , n r 0 X1. in W r e C 0 LJ f �F NATIONAL 0 \1Z CL I-- cJ c,J c:- L- Cy,) C.) :7—' CD LLJ 25 W C) C-�- O Crawl Space LIP O Crawl Accc55 cl I Walk -In rl5t 60 c* Y, 6' clq 5'F6rcjl5 Combo 0 c:, 0) 4 5/ 0-5/ 0 5H (� egress cc 8' clq L11 0-5/ 0 Pic 11 1 1 52 V/ 0 -5/ u Y\u 610-611OPa Pat 610-5ICIXO / —1 I-01L- 4 27' 1-01 SRSON COUNTY DCD I �LDING PLAN REVIEW of ?PROVED AS SUBMITTED .?PROVED AS NOTED FLEJECTED 0 Z- I 14 Reviewer — V 'EVIEWED Af�CC CODE COMPL Im M,12f DAYMNI 8405� 1/411 ®11 06-Abod the burid I ng DeP­,q'1,b!i at 319 4450 prior to making chiing65 Of t4visiWAI to the droved plans a 'I , n r 0 X1. in W r e C 0 LJ f �F NATIONAL 0 V\ 3 O ME d6' \1Z co O v �_ K co co < -7� Q� \z V\ 3 O ME d6' pleate Ne�ght t In Floor V View 50 year arch,comp roofing He O Fin F leight plea . ,. Ioar �h pleate Nelght Fin Floor pion _. �N SQL O S S Cn f � � 0 C� Qz) SL. 11... U � N c ^ O �N SQL O S S //— 2' fond, 4'' Concrete 51ab w/ �'/ 8" rebar @ 1511 CC • : I ' faaid Crawl Area I I I -1/ 8" M 20 Plus @ 1611 CC t/ 4" Concrete Slab w/ 518" rebar @ 18'I CC j— 2' far d 'all - ---- -� 1e2 I 1 -i4 3 II Concrete Slab w/ 3/ 8" rebar @ 1811 CC * Wall heights as noted on plans * All concrete minimum 4,000# * 1/ 2" x 12" anchor Wt5 with'5" galvanized bearirq plates fond, and 211 x 8' 1 treated @ 1611 OC� 1 24" x 24" x 811 Conc Pad ( Tqp) I 3 tV fit` 1) tilt, 1% VF 3 TO USE: 1. Select the Simple Span or Continuous Span table, as required. 2. Find a span that meets or exceeds the required clear span. 3. Read the corresponding joist series, depth and spacing. CAUTION: For floor systems that require troth simple span and continuous span joists, Simple (single) Continuous (multiple) It Is a good idea to check both before selecting a joist. Some conditions are controlled Span Application San Application by continuous span rather than simple span. Span JL Span Span Span SIMPLE SPAN Series .':. �: 9 V Z 19'd 17 -T' � 16' -6' 14 -9•' �1� i Lf i 20Pius 11 7/8" z3' -1 .. 21 20`, -9' 16" 28' -2 24 -4" 22' -3" 70'-4 18 5 16 0 7 tr 4- _ LPI 32PIus n 7/8 24' -2 21 11 20' -T 18'-4' 24 10' 23';4 19 4 _ -0,_ 16 301-3" 2T 5 2S' -4 21r 3 717/e` is z• zr n .: n•=r`, -: 2tr t g, LPI36, 14' 28' -6' ,. 261-0' _.._ 24' -fi' 2Y -1' -- - 22'-0- k 22 -9' ZS' -1 "• .r 22' -9 20'-B' 19' LPI 42PIus ;,.11_718' 14" 30' -10 28-0" 26'-5 .. 23'-10' ' - 14'-6 "i� 19 -3 24 B•;, 1,.; n 7 /8• 18' -1• 25 -T 24' -1 22'-S' LPI 521 us 25' -S` ' `• -ii.. 16' 351-2' 32-0' 30' -2' 26 -3' - 28' -1' i9fkv. 71 -7/8' ZB -ill' 26-3' 24`58' . -. 22 tt• '. LPI 56 74' 32' -8' 291-8 2T -11' 2S'-11' 16` 36'0' . 32' -9`, DESIGN ASSUMPTIONS: ADDITIONAL NOTES: 1. The spans listed are the dear distance between supports. Continuous spans are based 1. Web stiffeners are not required for the Simple Span tables. Web stiffeners are not on the longest span. The shortest span shall not be less than 50 % of the longest span. required at the end bearings for the Continuous Span tables. Web stiffeners at Interior 2. The spans are based on uniform floor bads only as listed at the top of the page. supports are only required where fisted in the 'With Web Stiffeners' section of each table. The dead load is increased to 12 psf for the LPI 42PIus. LPI 52PIus and LPI 56. A' ' indicates no increase in span with web stiffeners, 3. These tables reflect the additional stiffness provided by 48124 APA RATED SHEATHING + 2. Web fillers are required for I- Joists seated in hangers that do not laterally support the or 24 oc APA RATED STURD -I- FLOOR, or equal, glued and nalled to the top flange. . top flange. 4. Live Load deflection is limited to L/480 or L/360 for simple spans as fisted, and L /480 3. L/360 represents the maximum deflection allowed per code and may not provide suitable only for continuous spans. floor performance. L/480 or better is recommended for most applications. S. Total Load deflection is limited to 1.1240. 4. These spans are not evaluated for vibration. 6. The spans are based on an end bearing length of at least 1 -3/4' and an interior bearing S. Though not required for the spans above, bridging, blocking, bottom -flange bracing or a length of at least 3 -1/2' and are limited to the bearing capacity for an SPF wall plate direct - applied gypsum ceiling can improve the feel of a floor. (Fcl - 425 psi). 6. For conditions not shown, use the Uniform Floor Load (PLF) tables, LP's design software or contact your LP° SolidStart• Engineered Wood Products distributor for assistance. BUILDING DIVISION k PRESCRIPT IVE FOUNDATION REINFORCEMENT REQUIREMENTS;: •Single FarniIy Residential-- over,4 feet to S feet �S y GAO M(Art7fm Foomr, REINTORCEME.NT: 5` Jam.. 10 "owa l Is (2) 94 bats, typical, all cases,, VERTiCA.L WALL REINFORC`EhLEM: ban,not to exceed. 5pacLng of 18 on -} I`i center. . 2'fromhild01tca No "wetsticking" of reln(orcemsnt allowed (Recommended) .:j . Ni"IUM 86V'tZ.OKTAL WALL x?tY R.EErrrokEmim: V b" with (5'0" miz): (4) 94 ban, spacing °J`' Dot to exceed IS" on center . 8" 1Y211 8'0 "Diaz bar at 0" �v ) CACf or R5 bars at 15" on center. • ' ' ;' o Top bar placed not more t$aii T' from top of Wall to all cases. 4 �'• � FOU1 fDAT1ONS FOR ti l) Birk TNC NNA.t.ts , rt' hllrrgtvM Rt vIxF1�,�r(r31 e ' , ,e u til !! : sn,....••r. • it I �' 'r.171 i' ilhn !•III'ti� .. •p ltl .`;u..ui!rr,: Ln:!Ui "'I�:L;! .,; Ia.:� .,• Ih .. ..IIILI. I .L .!L (a. : ! • �10o Ea . ,sa P➢�d•: .1 • i..,as,.,.L•a:...� .., i I u: t.. • ...I r. t.:.: t..i:J It! •:..,. ut.. I rnllri ,I 1p#roa.•{!.: y . II .i: is»� i� r 12" 6" ~ 12"... 2 :18" T 15" 3 • 24" 8" _ 18" - Buod on UBC Table 29 -A liinimum concrete strength 2000 psi at 28 days. 'Flour dlephragms.and Slab must be in place prior to backflll, Minimum grade 40 reinforcing Ste.ei, Lop splices shall be a minimum of 12 ". .Anchor bolts(} "xio ") shall be placed a maximum spacing or 41 on center and 12" from ends and splices. MATVA)kL 0AA.DC a• I17+ISH CAADE -1 2'. 1 MAY 1a'•ier10AY I L 21'•,1ST•OAY J I r 6' • 11 S'Tt:R"I == tor• O'•slonr 10- • 1 STOAT A s 7'•IMAT a••3 MAY 12"• 1 MAY 13 "•SMAY Ia' •3MAY t SLL , ' rrr �t+aLri k I'o.c . 2 -/4 Bars — u7+cnruA910 A 4. MArV RAL CAAOI tr•IrnAr if •inOAr I r • l IT" r Lr tA70R ►f1Z/uoR eot AF71- "- "ROOTtrC 5/ 1 JU 12C i .0 +Ion ball * N56ment (V�\ ` Chord \ CC O O Chord M x S (6 V1 V ..ice 1.1..- Jefferson County Permit Center Building Division Prescriptive Foundation Reinforcement Requirements: single Family Residential - - 4 feet and less 6" or 8" walls tli)yvlRKUM FOOTING; RFIN. FORC7FXE,+rl': -� (2) m4 bars, typical all cases. V1 RTtCAL W L! L 1ZEL` FORCY. �z h4 bars not to exceed spacing of 18" on -- - - ----- center. �I r MrifLdUHHORIZOt` rAL WALL i• — a�vruiiix�vdiiv '..._. - 12TtM•no,- •.•..z•..r,• Less than 24" 1 fW Bar Over 24" to 36 "• 2 #4 Bars' Aver 36" to 48" 34 Bazs1 apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S 16' -6' 15' -1" 14' -3' 13' -4• 18' -3" 16'-8' -- ., ,. LP118 r LPI 18 < <,?I-7/8• 2 21•-6 • '21' -10' 19' -t', :[ 1T -5' 14' 221-6' 201-7" 191-11 1T 1' 24'-3' 21' -0• 19' -1` 77•_7• 17 d 9 17:-9' .. 15' -3' t4' -3'= :. ,: 14' -1Q' LPI ZOPIus n77 /8' 19'-4' 78 3' 1T Q' 23'-S* 21'-1' 19' -3' :`. . 72' -2• 14 -_ ,. 24' -1` 22' -0' ,;; , ZO' -9' 18' -T' 16'-4` 22' -10' ` ZO' -10' 18' -7• 16" •' 26' -9' 24' -5' 2Y -4' 28' -3' 24' -5. 22-4" , 19' -T 9 -1/2 ". 78'9" 1T -0' - ]6'-0' 14,_9•,- - ::20•_70• 18'-11,' - ;i ?T -10` 16.6• LP132PIus n -7/8` 22' -3' 20' -2' 19' -0' 17' -7' Z4' -9' 22' -6" 21' -2' 19' -2' 14' ZS' -2' 22 -10• 21 -6' 19 6' is'. 1s' 2T -10' 25 -3' 23' -9" 79 T 30 1/' 2T 10' 24' -7' .. .. 19' -10` ..18' -6': ,'25' -5' 23' -4'. ':22' -0` 2t1' -6' LP136 14' ' 26' -2" 23 10' 22 6' 20 11' 26 -11' 26' -S' . I4 11' 23' -y 16' Z8' -10' 26' -3' .:: 24' -10` 23' -8' 20' -10" 19' -0" 1T -11' 16' A• 23' -1' 2T -1' 19' -1T 18'-6' LPI 42PIus 11 -7/8' 24',11• 22'•8' 21 -4. 19' -10'': `.2T -6'� ., 25' -1'- x'23' -8' 22' -(i' 14` 28' -3• 25'-9' 24' -3' 2Y -6` 31' -3` .:' 2s' -0' ':. 28'4' j' i 10' 26' -1' LPI52PIus 71 -7 /B' 25' -9' 23' -5' 22 -1` 20 7' 26 5' ZS -11' 24 -6' 22' -10' 14' T 25' 0`' 23' 32' -3� ?9 -S'; ZT•9' 16` 32'-3' 29'-4' 2T 8' 25' -9' 35' -7' 32 -6' BO -8' 17•_9• 11 7/8 , 26' -5' ' 24' -1' 22' A• 21' -1' .. 29' -3' 8�." 23' -5' LPI 56 14 29' -11' 2T -3" 25' -8' 23 -10' 33' -1' 30' -2' 2a' -5• $• -s" •.33' -.0` 31'-4" Fc—ONTINUOUS SPAN .':. �: 9 V Z 19'd 17 -T' � 16' -6' 14 -9•' �1� i Lf i 20Pius 11 7/8" z3' -1 .. 21 20`, -9' 16" 28' -2 24 -4" 22' -3" 70'-4 18 5 16 0 7 tr 4- _ LPI 32PIus n 7/8 24' -2 21 11 20' -T 18'-4' 24 10' 23';4 19 4 _ -0,_ 16 301-3" 2T 5 2S' -4 21r 3 717/e` is z• zr n .: n•=r`, -: 2tr t g, LPI36, 14' 28' -6' ,. 261-0' _.._ 24' -fi' 2Y -1' -- - 22'-0- k 22 -9' ZS' -1 "• .r 22' -9 20'-B' 19' LPI 42PIus ;,.11_718' 14" 30' -10 28-0" 26'-5 .. 23'-10' ' - 14'-6 "i� 19 -3 24 B•;, 1,.; n 7 /8• 18' -1• 25 -T 24' -1 22'-S' LPI 521 us 25' -S` ' `• -ii.. 16' 351-2' 32-0' 30' -2' 26 -3' - 28' -1' i9fkv. 71 -7/8' ZB -ill' 26-3' 24`58' . -. 22 tt• '. LPI 56 74' 32' -8' 291-8 2T -11' 2S'-11' 16` 36'0' . 32' -9`, DESIGN ASSUMPTIONS: ADDITIONAL NOTES: 1. The spans listed are the dear distance between supports. Continuous spans are based 1. Web stiffeners are not required for the Simple Span tables. Web stiffeners are not on the longest span. The shortest span shall not be less than 50 % of the longest span. required at the end bearings for the Continuous Span tables. Web stiffeners at Interior 2. The spans are based on uniform floor bads only as listed at the top of the page. supports are only required where fisted in the 'With Web Stiffeners' section of each table. The dead load is increased to 12 psf for the LPI 42PIus. LPI 52PIus and LPI 56. A' ' indicates no increase in span with web stiffeners, 3. These tables reflect the additional stiffness provided by 48124 APA RATED SHEATHING + 2. Web fillers are required for I- Joists seated in hangers that do not laterally support the or 24 oc APA RATED STURD -I- FLOOR, or equal, glued and nalled to the top flange. . top flange. 4. Live Load deflection is limited to L/480 or L/360 for simple spans as fisted, and L /480 3. L/360 represents the maximum deflection allowed per code and may not provide suitable only for continuous spans. floor performance. L/480 or better is recommended for most applications. S. Total Load deflection is limited to 1.1240. 4. These spans are not evaluated for vibration. 6. The spans are based on an end bearing length of at least 1 -3/4' and an interior bearing S. Though not required for the spans above, bridging, blocking, bottom -flange bracing or a length of at least 3 -1/2' and are limited to the bearing capacity for an SPF wall plate direct - applied gypsum ceiling can improve the feel of a floor. (Fcl - 425 psi). 6. For conditions not shown, use the Uniform Floor Load (PLF) tables, LP's design software or contact your LP° SolidStart• Engineered Wood Products distributor for assistance. BUILDING DIVISION k PRESCRIPT IVE FOUNDATION REINFORCEMENT REQUIREMENTS;: •Single FarniIy Residential-- over,4 feet to S feet �S y GAO M(Art7fm Foomr, REINTORCEME.NT: 5` Jam.. 10 "owa l Is (2) 94 bats, typical, all cases,, VERTiCA.L WALL REINFORC`EhLEM: ban,not to exceed. 5pacLng of 18 on -} I`i center. . 2'fromhild01tca No "wetsticking" of reln(orcemsnt allowed (Recommended) .:j . Ni"IUM 86V'tZ.OKTAL WALL x?tY R.EErrrokEmim: V b" with (5'0" miz): (4) 94 ban, spacing °J`' Dot to exceed IS" on center . 8" 1Y211 8'0 "Diaz bar at 0" �v ) CACf or R5 bars at 15" on center. • ' ' ;' o Top bar placed not more t$aii T' from top of Wall to all cases. 4 �'• � FOU1 fDAT1ONS FOR ti l) Birk TNC NNA.t.ts , rt' hllrrgtvM Rt vIxF1�,�r(r31 e ' , ,e u til !! : sn,....••r. • it I �' 'r.171 i' ilhn !•III'ti� .. •p ltl .`;u..ui!rr,: Ln:!Ui "'I�:L;! .,; Ia.:� .,• Ih .. ..IIILI. I .L .!L (a. : ! • �10o Ea . ,sa P➢�d•: .1 • i..,as,.,.L•a:...� .., i I u: t.. • ...I r. t.:.: t..i:J It! •:..,. ut.. I rnllri ,I 1p#roa.•{!.: y . II .i: is»� i� r 12" 6" ~ 12"... 2 :18" T 15" 3 • 24" 8" _ 18" - Buod on UBC Table 29 -A liinimum concrete strength 2000 psi at 28 days. 'Flour dlephragms.and Slab must be in place prior to backflll, Minimum grade 40 reinforcing Ste.ei, Lop splices shall be a minimum of 12 ". .Anchor bolts(} "xio ") shall be placed a maximum spacing or 41 on center and 12" from ends and splices. MATVA)kL 0AA.DC a• I17+ISH CAADE -1 2'. 1 MAY 1a'•ier10AY I L 21'•,1ST•OAY J I r 6' • 11 S'Tt:R"I == tor• O'•slonr 10- • 1 STOAT A s 7'•IMAT a••3 MAY 12"• 1 MAY 13 "•SMAY Ia' •3MAY t SLL , ' rrr �t+aLri k I'o.c . 2 -/4 Bars — u7+cnruA910 A 4. MArV RAL CAAOI tr•IrnAr if •inOAr I r • l IT" r Lr tA70R ►f1Z/uoR eot AF71- "- "ROOTtrC 5/ 1 JU 12C i .0 +Ion ball * N56ment (V�\ ` Chord \ CC O O Chord M x S (6 V1 V ..ice 1.1..- Jefferson County Permit Center Building Division Prescriptive Foundation Reinforcement Requirements: single Family Residential - - 4 feet and less 6" or 8" walls tli)yvlRKUM FOOTING; RFIN. FORC7FXE,+rl': -� (2) m4 bars, typical all cases. V1 RTtCAL W L! L 1ZEL` FORCY. �z h4 bars not to exceed spacing of 18" on -- - - ----- center. �I r MrifLdUHHORIZOt` rAL WALL i• — a�vruiiix�vdiiv '..._. - 12TtM•no,- •.•..z•..r,• Less than 24" 1 fW Bar Over 24" to 36 "• 2 #4 Bars' Aver 36" to 48" 34 Bazs1 apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S 17' -1/ 1 16' -S' 1 15' -2" 7 73 -6' - - _ _ r r LPI 18 < <,?I-7/8• 2 21•-6 • •, 19 -0• . .1T-4' 1 15 14 2 24' -2 . ZO 11' 1 19' -0' 1 17 BUILDING DIVISION k PRESCRIPT IVE FOUNDATION REINFORCEMENT REQUIREMENTS;: •Single FarniIy Residential-- over,4 feet to S feet �S y GAO M(Art7fm Foomr, REINTORCEME.NT: 5` Jam.. 10 "owa l Is (2) 94 bats, typical, all cases,, VERTiCA.L WALL REINFORC`EhLEM: ban,not to exceed. 5pacLng of 18 on -} I`i center. . 2'fromhild01tca No "wetsticking" of reln(orcemsnt allowed (Recommended) .:j . Ni"IUM 86V'tZ.OKTAL WALL x?tY R.EErrrokEmim: V b" with (5'0" miz): (4) 94 ban, spacing °J`' Dot to exceed IS" on center . 8" 1Y211 8'0 "Diaz bar at 0" �v ) CACf or R5 bars at 15" on center. • ' ' ;' o Top bar placed not more t$aii T' from top of Wall to all cases. 4 �'• � FOU1 fDAT1ONS FOR ti l) Birk TNC NNA.t.ts , rt' hllrrgtvM Rt vIxF1�,�r(r31 e ' , ,e u til !! : sn,....••r. • it I �' 'r.171 i' ilhn !•III'ti� .. •p ltl .`;u..ui!rr,: Ln:!Ui "'I�:L;! .,; Ia.:� .,• Ih .. ..IIILI. I .L .!L (a. : ! • �10o Ea . ,sa P➢�d•: .1 • i..,as,.,.L•a:...� .., i I u: t.. • ...I r. t.:.: t..i:J It! •:..,. ut.. I rnllri ,I 1p#roa.•{!.: y . II .i: is»� i� r 12" 6" ~ 12"... 2 :18" T 15" 3 • 24" 8" _ 18" - Buod on UBC Table 29 -A liinimum concrete strength 2000 psi at 28 days. 'Flour dlephragms.and Slab must be in place prior to backflll, Minimum grade 40 reinforcing Ste.ei, Lop splices shall be a minimum of 12 ". .Anchor bolts(} "xio ") shall be placed a maximum spacing or 41 on center and 12" from ends and splices. MATVA)kL 0AA.DC a• I17+ISH CAADE -1 2'. 1 MAY 1a'•ier10AY I L 21'•,1ST•OAY J I r 6' • 11 S'Tt:R"I == tor• O'•slonr 10- • 1 STOAT A s 7'•IMAT a••3 MAY 12"• 1 MAY 13 "•SMAY Ia' •3MAY t SLL , ' rrr �t+aLri k I'o.c . 2 -/4 Bars — u7+cnruA910 A 4. MArV RAL CAAOI tr•IrnAr if •inOAr I r • l IT" r Lr tA70R ►f1Z/uoR eot AF71- "- "ROOTtrC 5/ 1 JU 12C i .0 +Ion ball * N56ment (V�\ ` Chord \ CC O O Chord M x S (6 V1 V ..ice 1.1..- Jefferson County Permit Center Building Division Prescriptive Foundation Reinforcement Requirements: single Family Residential - - 4 feet and less 6" or 8" walls tli)yvlRKUM FOOTING; RFIN. FORC7FXE,+rl': -� (2) m4 bars, typical all cases. V1 RTtCAL W L! L 1ZEL` FORCY. �z h4 bars not to exceed spacing of 18" on -- - - ----- center. �I r MrifLdUHHORIZOt` rAL WALL i• — a�vruiiix�vdiiv '..._. - 12TtM•no,- •.•..z•..r,• Less than 24" 1 fW Bar Over 24" to 36 "• 2 #4 Bars' Aver 36" to 48" 34 Bazs1 apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S ban,not to exceed. 5pacLng of 18 on -} I`i center. . 2'fromhild01tca No "wetsticking" of reln(orcemsnt allowed (Recommended) .:j . Ni"IUM 86V'tZ.OKTAL WALL x?tY R.EErrrokEmim: V b" with (5'0" miz): (4) 94 ban, spacing °J`' Dot to exceed IS" on center . 8" 1Y211 8'0 "Diaz bar at 0" �v ) CACf or R5 bars at 15" on center. • ' ' ;' o Top bar placed not more t$aii T' from top of Wall to all cases. 4 �'• � FOU1 fDAT1ONS FOR ti l) Birk TNC NNA.t.ts , rt' hllrrgtvM Rt vIxF1�,�r(r31 e ' , ,e u til !! : sn,....••r. • it I �' 'r.171 i' ilhn !•III'ti� .. •p ltl .`;u..ui!rr,: Ln:!Ui "'I�:L;! .,; Ia.:� .,• Ih .. ..IIILI. I .L .!L (a. : ! • �10o Ea . ,sa P➢�d•: .1 • i..,as,.,.L•a:...� .., i I u: t.. • ...I r. t.:.: t..i:J It! •:..,. ut.. I rnllri ,I 1p#roa.•{!.: y . II .i: is»� i� r 12" 6" ~ 12"... 2 :18" T 15" 3 • 24" 8" _ 18" - Buod on UBC Table 29 -A liinimum concrete strength 2000 psi at 28 days. 'Flour dlephragms.and Slab must be in place prior to backflll, Minimum grade 40 reinforcing Ste.ei, Lop splices shall be a minimum of 12 ". .Anchor bolts(} "xio ") shall be placed a maximum spacing or 41 on center and 12" from ends and splices. MATVA)kL 0AA.DC a• I17+ISH CAADE -1 2'. 1 MAY 1a'•ier10AY I L 21'•,1ST•OAY J I r 6' • 11 S'Tt:R"I == tor• O'•slonr 10- • 1 STOAT A s 7'•IMAT a••3 MAY 12"• 1 MAY 13 "•SMAY Ia' •3MAY t SLL , ' rrr �t+aLri k I'o.c . 2 -/4 Bars — u7+cnruA910 A 4. MArV RAL CAAOI tr•IrnAr if •inOAr I r • l IT" r Lr tA70R ►f1Z/uoR eot AF71- "- "ROOTtrC 5/ 1 JU 12C i .0 +Ion ball * N56ment (V�\ ` Chord \ CC O O Chord M x S (6 V1 V ..ice 1.1..- Jefferson County Permit Center Building Division Prescriptive Foundation Reinforcement Requirements: single Family Residential - - 4 feet and less 6" or 8" walls tli)yvlRKUM FOOTING; RFIN. FORC7FXE,+rl': -� (2) m4 bars, typical all cases. V1 RTtCAL W L! L 1ZEL` FORCY. �z h4 bars not to exceed spacing of 18" on -- - - ----- center. �I r MrifLdUHHORIZOt` rAL WALL i• — a�vruiiix�vdiiv '..._. - 12TtM•no,- •.•..z•..r,• Less than 24" 1 fW Bar Over 24" to 36 "• 2 #4 Bars' Aver 36" to 48" 34 Bazs1 apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S til !! : sn,....••r. • it I �' 'r.171 i' ilhn !•III'ti� .. •p ltl .`;u..ui!rr,: Ln:!Ui "'I�:L;! .,; Ia.:� .,• Ih .. ..IIILI. I .L .!L (a. : ! • �10o Ea . ,sa P➢�d•: .1 • i..,as,.,.L•a:...� .., i I u: t.. • ...I r. t.:.: t..i:J It! •:..,. ut.. I rnllri ,I 1p#roa.•{!.: y . II .i: is»� i� r 12" 6" ~ 12"... 2 :18" T 15" 3 • 24" 8" _ 18" - Buod on UBC Table 29 -A liinimum concrete strength 2000 psi at 28 days. 'Flour dlephragms.and Slab must be in place prior to backflll, Minimum grade 40 reinforcing Ste.ei, Lop splices shall be a minimum of 12 ". .Anchor bolts(} "xio ") shall be placed a maximum spacing or 41 on center and 12" from ends and splices. MATVA)kL 0AA.DC a• I17+ISH CAADE -1 2'. 1 MAY 1a'•ier10AY I L 21'•,1ST•OAY J I r 6' • 11 S'Tt:R"I == tor• O'•slonr 10- • 1 STOAT A s 7'•IMAT a••3 MAY 12"• 1 MAY 13 "•SMAY Ia' •3MAY t SLL , ' rrr �t+aLri k I'o.c . 2 -/4 Bars — u7+cnruA910 A 4. MArV RAL CAAOI tr•IrnAr if •inOAr I r • l IT" r Lr tA70R ►f1Z/uoR eot AF71- "- "ROOTtrC 5/ 1 JU 12C i .0 +Ion ball * N56ment (V�\ ` Chord \ CC O O Chord M x S (6 V1 V ..ice 1.1..- Jefferson County Permit Center Building Division Prescriptive Foundation Reinforcement Requirements: single Family Residential - - 4 feet and less 6" or 8" walls tli)yvlRKUM FOOTING; RFIN. FORC7FXE,+rl': -� (2) m4 bars, typical all cases. V1 RTtCAL W L! L 1ZEL` FORCY. �z h4 bars not to exceed spacing of 18" on -- - - ----- center. �I r MrifLdUHHORIZOt` rAL WALL i• — a�vruiiix�vdiiv '..._. - 12TtM•no,- •.•..z•..r,• Less than 24" 1 fW Bar Over 24" to 36 "• 2 #4 Bars' Aver 36" to 48" 34 Bazs1 apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S Jefferson County Permit Center Building Division Prescriptive Foundation Reinforcement Requirements: single Family Residential - - 4 feet and less 6" or 8" walls tli)yvlRKUM FOOTING; RFIN. FORC7FXE,+rl': -� (2) m4 bars, typical all cases. V1 RTtCAL W L! L 1ZEL` FORCY. �z h4 bars not to exceed spacing of 18" on -- - - ----- center. �I r MrifLdUHHORIZOt` rAL WALL i• — a�vruiiix�vdiiv '..._. - 12TtM•no,- •.•..z•..r,• Less than 24" 1 fW Bar Over 24" to 36 "• 2 #4 Bars' Aver 36" to 48" 34 Bazs1 apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S apacang not to excma Ia'- on center, top bar p not more than 7" from top of wall. l OUNDATIOCTS FOR STUD BEARING WA-Lis M TNT7rcrTM' T7 r n r— o. R•,.,•.•.. I - ::...:�.... -. ..... .. -. •rte•. ,:: _ »ul » !;tfOAE'JE Sn ': •i!:�P�. ?!•13G>.•'im®"`:,:: !::biidmma. 1 12" 6' 12" 2 18" T' 15'1 3 24" 8" 1811 C �I N N S I s r s .o s -f- PROVIDE SIMPSON H10A OQ . � Si o 'yo s �, � ' ! AT TRU56 TO TOP PLATE ,� � IV d ` ► o �o � s i s _ WALL I� ' ��' l� s /t �% �,, SHEAR WALL -- —�— 7s�o os 'os�, ` '1 •� o lot WALL V WALL 'D' SHEAR WALL NUMBER 8 SHEAR WALL NUMB�R 5 Ab �i Ow sj} SAS I >C >C` `' S� 44 S ro / •'� I C% bn cu I � s • • --p P1�OYIpE / o AT IR s TO OF PLATE -,,d try -- I ��s'`is� 1 U, r J _Y a - SHEAR WALL I r ,;5.� �s WALL C I I d h '�j►� NUMBER 4 ; I ,j�y NUMBRR 3 HEAR ALL jy �,�� - { ,- q 'P 3, y B WALL _ � y s r T - -- y �► SHEAR WALL sLGs 9x NUMBER 2 IT to y cq c Lo a V) `o - w (1) a j va r) Pi 5H�AR W14L�51 s, o 2. MAXImum SH AR = 2Q0 P � p, USE 1/211 6HE TIN(4 NE' 5 PE OF WALL. NAIL ALL EDGES WITH 6d NAILS AT 6" O. . FOR F MI UPE IMF N0.2. PROVIDE 1/2" DIAMETER ANCHOR BOLTS T O,G. AXI 1UM 6PACING AT THE POUN ATION. FOR TIE O 5 At ACM ki� OF THE UJALL, SEE F MfNG/NEAR PLANS. I 3. MAXIrU 6H AR = 2 i0 .L.E, pNE'61 gE WALL. NAIL. ALL EDGES WITH Sc NAI�.6 USE 1�2 HE T1N�x - q� T 6' O. OR F MINCx U�E F 02. fDfROVIDE 1/2" DIAMETER ANCHOR BOLTS T 3 Off. M�4XIMl�M'6P C11�G AT THE FOUNDATION. WALL 'A' T FOR TIE O S AT �ACH ENP OF THE WALL, SEE NAMING /$HEAaR FLAN6. SHEAR WALL Q 4. M,AX1�1U �H AR =.315 P..r-. NUMBER 2 USE I2" SHE i (N�x - ONE SI E OF luALL. NAIL A L EDGES WITH Sd NAILS AT 5'0.(,. OR FR�MINP,,U EI�F N .2. PROVIDE 1/2" pIAMETER ANCHOR r boys dr s COL TS 32'" 0.P. M X ImI�M 15PACl 1�G AT THE FOUNQAT (ON. FOR TIE OI NS �T OACY EN CAF THE WALL, SEE FRAMING /$HEAR PLANS. �i��j►� . � � ,�, 5. MAXIrU SN AR' = 315 FP' LF. f E " HE TINS NE' 61 E UJ LL. NAIL ALL EDGES WITH Sc NAIl.9y AT 4' O. OR FR MIN�x, U i 2. PROVIDE 1/2" "DIAMETER ANCHOR 1OLTS 2� O.F. M�4XIMlM AT THE FOUNQATION. FOR TIE OII�N i T PACI� ENS OF THE WALL, 9EE �R MIN6 /HEAR PL.AN6. z 8. MAXIMU SHEAR _ 685 f±'.1_fir _ UPE 1/2" HE4TIN - NE SI E WALL, NAIL ALL ED E5 WITH 10 NAI 4LATES T 2 1/2" O.C.; 9T RE R1=0 FM 8t �X IMF N�2. DOUG � BOTTOM RE RE�2U1 D, BO T PL4TE6 WITH AN( R BOLTS. RROVID 5/ " DIAM TE A CH rOWN6 1pdL S AT 20 O,C, MAXIMUM SPACING 4T THE F N ATION. F R . EE AT EACH EN TH WAL SEE >�fZ4M�IN /SH ,� PUNS � � � L• UFI=EF;� LEA�L 5�4EAfR WAL�- Lr 4 N s5I WA�L- L SCALE: 1/4 1 TO 5¢AL$: 1/4 C3SJ I I