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Report (2) 4 RECEIVED AUG 112014 Reynolds Remodel CITY OFTIGARD BUILDING DIVISION Project Number: NED 1431-01 CITY OF TIGARD REVIEWED FOR CODE COMPLIANCE Approved: t *" Location: OTC: [ I 13235 SW Howard rnit —(` --cot Cr Tigard, OR 9722dress. •�� �1'r! Suite; 1 Date: ( 14- Date: 08/06/2014 OFFICE COPY Prepared by: Ryan Nedwicke, PE, SE INedwicke PAGES: PROF 1 g'�� G /NE F1-F6 4 9 •70 I i 7 Engineering & A C. Design 'N. 15,01' http://www.nedeng.com yqN NED"!' email:info @nedeng.com , 4717 P:(503)328-9353 EXPIRES. 12/31/2114 F:(503)907-6264 • PROJECT INFORMATION Client:Rupp Family Builders Project Address:13235 SW Howard Drive;Tigard,OR 97223 Wind Speed(3 sec.gust):100B Seismic Site Class:D Occupancy Category:II Roof Snow:25 PSF Building Code: 2011 Oregon Residential Code&2010 Oregon Structural Specialty Code(OSSC) TABLE OF CONTENTS SHEET DESCRIPTION 1: PROJECT INFORMATION,CONTENTS AND NOTES F1-F3: CEILING/RAFTER CALCULATIONS F4-F5: RIDGE BEAM AND COLUMN CALCULATIONS F6: WIND AND DEAD LOADS 1 \edwicke Calculation:Project Information, Contents and Notes Engineering & Project Name:Reynolds Remodel Design Project Number:NED1431-01 Date:08/06/2014 Sheet:1 www.NEDengineering.com P:(503)328-9353 F:(503)907-6264 . �I FOR L> MEMBER REPORT Level,RJ-01(Front) PASSED 1 I— ([ 1 piece(s)2 x 6 Douglas Fir-Larch No. 2 @ 24"OC Overall Sloped Length: 10' 8 5/16" + + D a 412 8' 2' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual©Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 432 @ 7'10 1/4" 2352(3.50") Passed(18%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 244 @ 7'3 5/16" 1139 Passed(21%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 455 @ 3'10 1/16" 975 Passed(47%) 1.15 1.0 D+1.0 5(Alt Spans) Building Code:IBC Live Load Defl.(in) 0.116 @ 3'11 13/16" 0.403 Passed(L/832) — 1.0 D+1.0 S(Alt Spans) Design Methodology:ASO Total Load Defl.(in) 0.156 @ 3'11 5/8" 0.537 Passed(U621) -- 1.0 D+1.0 5(Alt Spans) Member Pitch:4/12 •Deflection criteria:LL(L/240)and TI.(1/180). •Overhang deflection criteria:LL(21./240)and TL(21./180). •Bracing(Lu):All compression edges(top and bottom)must be braced at 10'6 1/2"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS 2005 methodology. Sesrihy Lbltq•,; 1 dr isSUppwts(Ibs) SupportS Total' .:Available loaned '.Dead.. ;' Snow Total 7% Accessories 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 71 194 265 Blocking 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 119 313 432 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Snow Loads Location Spacing (0.90) (1.15) Comments 1-Uniform(P5F) 0 to 10' 24" 9.0 25.0 //�� Weyerhaeuser Notes (Z SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/6/2014 8:43:37 AM Forte v4.1,Design Engine:V5.7.0.245 Ryan Nedwicke Nedwcke Engineering&Design NED1431-01 Reynolds Calculations 08.06.2014.4te :503)328-9353 rvanAne deng.coin F 1 • • tl11 F 0 R T E MEMBER REPORT Level, CJ-01(Front) PASSED 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 24"OC Overall Sloped Length: 12' 3 3/16" + 1 + • 0 0 12 2i I 12' El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. If Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof 'Member Reaction(Ibs) 568 @ 2 1/2" 2231(3.50") Passed(25%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Joist Shear(Ibs) 483 @ 10 5/8" 1501 Passed(32%) 1.15 1.0 D+0.75 L+0.75 5(All Spans) Building Use:Residential Moment(Ft-Ibs) 1469 @ 4'6" 1564 Passed(94%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Dell.(in) 0.229 @ 5'7 11/16" 0.583 Passed(L/610) -- 1.0 D+0.75 L+0.75 5(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.421 @ 5'7 3/4" 0.777 Passed -- Member Pitch:2/12 (L/332) 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/240)and TL(L/180). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'8 1/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS 2005 methodology. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead FLivloor e Snow Total Accessories 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 258 119 295 672 Blocking 2-Hanger on 7 1/4"SPF beam 3.50" Hanger' 1.50" 144 121 105 370 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger - • 'See Connector grid below for additional information and/or requirements. l Connector:Simpson Strong-Tie Connectors 1 i Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger LSSU28 3.50" N/A 9-10d common S-lad x 1-1/2 Dead Floor Live Snow Loads Location Spacing (0.90) (1.00) (1.15) Comments '1-Uniform(PSF) 0 to 12' 24" 6.5 10.0 - Ceiling 2-Uniform(PSF) 0 to 4'6" 24" 15.0 - 25.0 i 3-Point(lb) 4'6" N/A 107 - 175 I l Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1i I Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable I forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator l Job Notes 8/6/2014 8:43:25 AM __....--_- -----.-_ Forte v4.1.Design Engine:V5.7.0.245 Ry:in Nedwicke .� Nedwicke Engineering€Design I NED 1431-01 Reynolds Calculations 08.06.2014.4te ' (503)326-935:3 rra iy5/ne ar g ecmi • I F2• l ' F 0 R T E MEMBER REPORT Level, CJ-02(Rear) PASSED . 1 piece(s) 2 x 8 Douglas Fir-Larch No. 2 @ 16"OC Overall Sloped Length: 13' 10 7/8" i t + D D 12 - 4 13' li All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 470 @ 12'9 1/2" 2231(3.50") Passed(21%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Joist Shear(Ibs) 462 @ 12'1 5/8" 1501 Passed(31%) 1.15 1.0 D+ 1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 594 @ 8'1 1/16" 1564 Passed(38%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.146 @ 6'10 11/16" 0.663 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.253 @ 6'10 1/16" 0.884 Passed(L/630) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Pitch:4/12 • Deflection criteria:LL(L/240)and TL(L/180). • Bracing(Lu):All compression edges(top and bottom)must be braced at 13'8 7/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NOS 2005 methodology. Bearing Length Loads to Supports(Ibs) • Supports Total Available Required Dead Floor Snow Wind Total Accessories Live 1-Beveled Plate-SPF 3.50" 3.50" 1.50" 70 87 27 -24 184/-24 Blocking 2-Beveled Plate-SPF 3.50" 3.50" 1.50" 172 87 298 -263 557/-263 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. - Dead Floor Live Snow Wind Loads Location Spacing (0.90) (1.00) (1.15) (1.60) Comments 1-Uniform(PSF) 0 to 13' 16" 6.5 10.0 - - 1 2-Point(lb) 11'9" N/A 123 - 325 -28/ RJ-REAR Weyerhaeuser Notes (I j}SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. �{'� Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to I circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator j Forte Software Operator Job Notes 8/6/2014 8:43:30 AM ----_.___-- Forte v4.1.Design Engine:V5.7.0.245 ....Ryfln Nedwicke NGdwic;ke Engineering&Design I NED1431-01 Reynolds Calculations 08.06.2014.4te (503;328-9153 ryan:ynedeng.com F3 i- 41 F O R T E MEMBER REPORT Level, Ridge Beam PASSED . 4 piece(s) 1 3/4"x 16"1.9E Microllam®LVL Overall Length: 22' D ,r 22 X El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) 7 System:Roof Member Reaction(Ibs) 6775 @ 2" 17763(3.50") Passed(38%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 5774 @ 1'7 1/2" 24472 Passed(24%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Budding Use:Residential Moment(Ft-Ibs) 36143 @ 11' 71562 Passed(51%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Deft.(in) 0.394 @ 11' 1.083 Passed(L/659) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.712 @ 11' 1.444 Passed(L/365) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/240)and TL(L/180). • Bracing(Lu):All compression edges(top and bottom)must be braced at 17 2 5/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Live Snow Total Accessories 1-Column-SPF 3.50" 3.50" 1.50" 3022 1430 3575 8027 None 2-Column-SPF 3.50" 3.50" 1.50" 3022 1430 3575 8027 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments , I 1-Uniform(PSF) 0 to 22' 13' 9.0 - 25.0 Roof Rafters • 2-Uniform(PSF) 0 to 22' 13 6.5 10.0 - Ceiling 3-Uniform(PSF) 0 to 22' 6'6" 6.5 - - Overframing • Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 11 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator r Job Notes 8/6/2014 8:43:05 AM Forte v4.1.Design F n Ryan Nedwicke ngine:V5.7.0.245 Nedwcke Engineering&Design 1 NED1431-01 Reynolds Calculations 08.06.2014.4te (503i 329-9053 rvan:F:nec'onq cnm i I F4 I n®I F O R T E MEMBER REPORT Leve% Column PASSED • 1 piece(s)3 1/2"x 7" 1.8E Parallam®PSL Post Height: 10' Design Results Actual Allowed Result LDF Loath Combination 1 Slenderness 34 50 Passed(69%) -- -- Compression(Ibs) 6776 15252 Passed(44%) 1.15 1.0 D+0.75 L+0.75 5 Base Bearing(Ibs) 6776 793800 Passed(1%) 1.0 D+0.75 L+0.75 5 Bending/Compression 0.37 1 Passed(37%) 1.15 1.0 D+0.75 L+0.75 S • Axial load eccentricity for this design is 1/6 of applicable member side dimension. • Applicable calculations are based on NOS 2005 methodology. Supports Type Material Member Type:Free Standing Post Base Plate Steel Building Code: IBC Max Unbraced Length Comments Design Methodology:ASD Full Member Length No bracing assumed. • Drawing is Conceptual Dead Floor Live Snow Vertical Load (0.90) (1.00) (1.15) Comments 1-Point(lb) 3022 1430 3575 Weyerhaeuser Notes l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/6/2014 8:43:14 AM -t V5.7.0.245 Ve E i D 1 4 Forte v . ,Design Engine r. ... y�+��Nadwicke F 9 9 Nedwisice Engineering R Design NED1 431-01 Reynolds Calculations 08.06.2014.4te ;503!328.3353 ryan/tredeng.com I F5 • • WIND CONNECTIONS V(MPH): 100 h(ft): 19 EXPOSURE: B B(ft): 26 lc,: 1 L(ft): 22 Kd• 0.85 a(ft): 3 " K,: 0.70 I.: 1.00 Gw: p(psf): qn(Psi): 15.23 Zone 1 -0.90 -16.45 P(Ib): -287 <—Wind Uplift Zone 2 -1.70 -28.64 Zone 3 -2.60 -42.34 Rafter to Brace Pdo,,,"(Ib): 543 <—(4)10d Common(472#@ 115 DOL) Pao(Ib): -287 <—(4)10d Common(755#@160 DOL) Brace to Plate: Pup(Ib): -287 (2)#8 Wood Screws End Grain(376# LSSU28(1275#@115 IDOL,535#@160 DOL) DEAD LOADS Roof DL psf Overframing DL psf 2x6 @24"oc 1.00 2x6 @24"oc 1.00 Sheathing: 2.2 Sheathing: 0 <—Overframing placed directly on main roof Shingles x 2: 5 Shingles x 2: 5 rafters. Count overframing sheathing in Total 8.20 Total 6.00 Roof DL Slope ADJ 8.65 6.33 Design 9 Design 6.5 Ceiling DL psf Existing Rafter Reaction 2X8 @16"oc 1.98 Span(ft): 13 Sheetrock 2.8 Trib(ft): 2 Insulation 1.2 DL(psf): 9 Total 5.98 SL(psf): 25 Slope ADJ 6.31 Poi.(Ib): 117 Design 6.5 Psi.(Ib): 325 PTA(lb): 442 Nedwicke Calculation: Wind and Dead Loads . Engineering & Project Name: Reynolds Remodel Design Project Number: NED1431-01 Date: 08/06/2014 Sheet: F6 www.NEDengineering.com P:(503)328-9353 F:(503)907-6264 PROJECT INFORMATION DRAWING INDEX ABBREVIATION KEY CLIENT: RUPP FAMILY BUILDERS SI: STRUCTURAL NOTES BC: 2010 OREGON STRUCTURAL ADDRESS 13235 SW HOWARD DRIVE 52: SECTION/DETAILS SPECIALTY CODE CITY/STATE TIGARD,OR 53 ROOF FRAMING PLAN LVL' 1,9E LAMINATED ZIP CODE:91223 VENEER LUMBER MAX: MAXIMUM ROOF PITCH' 4/12 MIN MINIMUM OCCUPANCY CATEGORY'II NTS NOT TO SCALE ROOF SNOW LOAD.25 PSF OG ON CENTER WIND SPEED(3 SEC GUST): 10055 2011 OREGON RESIDENTIAL SEISMIC SITE CLASS D SPECIALTY CODE to TOE NAIL TYP' TYPICAL UNO' UNLESS NOTED OTHERWISE GENERAL NOTES SCOPE OF SERVICES I) CONTRACTOR AND/OR OWNER TO VERIFY AND CONFIRM ALL NOTED SITE CONDITIONS, NEDWICKE ENGINEERING 4 DESIGN NEW WAS CONTRACTED BY RUPP FAMILY DESIGN ASSUMPTIONS AND DIMENSIONS. CONTRACTOR AND/OR OWNER TO NOTIFY BUILDERS TO VERIFY THE ADEQUACY OF THE RIDGE BEAM,DESIGNED BY NEDWICKE ENGINEERING 4 DESIGN REGARDING INCONSISTENCIES PRIOR TO START OF SHELTER TECH DESIGN STUDIOS. IN ADDITION, NED WAS REQUESTED TO WIORK, PROVIDE ALIt1d'1ATE BEAM/RAFTER/CEILING JOISTS CONNECTIONS FOR THE 2) CONTRACTOR IS RESPONSIBLE FOR METHODS OF CONSTRUCTION,TEMPORARY OPTIONS SHOWN ON SHEET 5 OF SHELTER TECH DESIGN STUDIOS PLAN SET SHORING/BRACING,JOBSITE SAFETY AND ANY EQUIPMENT NECESSARY TO COMPLETE THE DATED APRIL 6,2014. NED IS NOT RESPONSIBLE FOR THE DESIGN/ASSESSMENT PROJECT. OF OTHER COMPONENTS OF THE STRUCTURE. 3) CONTRACTOR IS RESPONSIBLE FOR DETERMINING LOCATION OF UTILITIES AND/OR OTHER POTENTIAL OBSTRUCTIONS PRIOR TO BEGINNING EXCAVATION. A`O PROF; 4) DRAWING SCALES INDICATED ON PLANS ARE APPROXIMATE AND INTENDED TO BE USED 4". / FOR REFERENCE ONLY.DO NOT SCALE DRAWINGS FOR CONSTRUCTION PURPOSES. ,c? 6 N F `, "."1,5) GOVERNING BUILDING CODES 2011 OREGON RESIDENTIAL SPECIALTY CODE(RC)AND 'u 17 2010 OREGON STRUCTURAL SPECIALTY CODE(BC) •70 r 6) SPECIAL INSPECTIONS,IF REQUIRED,SHALL BE PERFORMED AT THE OWNER'S EXPENSE AND IN ACCORDANCE WITH BC SECTION Il. '4• 1) SITE PLANNING,EROSION CONTROL,DRAINAGE,DAIIPROOFING,WATERPROOFING, VENTILATION,ELECTRICAL AND MECHANICAL DESIGN ARE BY OTHERS. H 15,20. FRAMING/CONNECTOR NOTES yqN NED`N�Gx il+¢ EXPIRES:12(31 114 1) STRUCTURAL FRAMING SPECIFIED SHALL BE DF-L 12 OR BETTER UNLESS NOTED OTHERWISE. 2) WOOD MEMBERS WITH POTENTIAL DECAY OR TERMITE POTENTIAL,A5 SPECIFIED IN RESIDENTIAL CODE SECTION R3I9,SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA STANDARDS. 3) WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE Nedwicke TREATED PER AWPA STANDARDS. 4) SEE RESIDENTIAL CODE TABLE R602.3.1 FOR CONNECTIONS NOT SI-IOUIN. Engineering 5) ALL SPECIFIED CONNECTORS ARE SIMPSON STRONG TIE PRODUCTS. FOLLOW SIMPSON g• g&. INSTALLATION GUIDELINES TO ENSURE SPECIFIED PRODUCTS Ni tt MANUFACTURER PUBLISHED DESIGN CAPACITIES. Design 6) ZMAX/HDG GALVANIZED CONNECTORS,OR EQUIVALENT,ARE REQUIRED FOR CONNECTORS IN CONTACT WITH PRESERVATIVELY TREATED COMPONENTS OR IN LOCATIONS WITH http:liwww.nedcng.com WEATHERING/MOISTURE POTENTIAL email:info6nedeng.com 1) SEE ENGINEERED LUMBER PRODUCT MANUFACTURER INSTALLATION INSTRUCTIONS FOR P:(503)328-9353 ADDITIONAL REQUIREMENTS. F:(503)907-6264 8) CONSULT ENGINEERED LUMBER PRODUCT MANUFACTURER LITERATURE AND/OR NEDWICKE ENGINEERING 4 DESIGN PRIOR TO DRILLING HOLES AND/OR NOTCHING ENGINEERIED LUMBER PRODUCTS. STRUCTURAL NOTES REYNOLDS REMODEL 13235 SW HOWARD DRIVE TIGARD,OR 97223 JOBS:NED1431-01 SCALE:N/A DATE:08/06/2014 SHEET: SI • ATTACH 2x8 to EXISTING 2x6 w/(2)ROWS IOd NAILS AT 6'oc— 2x BEVELED PLATE ATTACHED © ® TO RAFTERS AND CEILING JOISTS W/(2)10d NAILS— EXTG I 2x6W24"oc ExrG 2x6024"oc I 11111 2x8'dI6'oc r (4)IOd 2x84924"oc NAILS 'kRE11°VE EXTG WALL �11� H2S �.0 PROF. r AND FLAT ,� �� ��G Nf s�09 CEILING JOIST £ .70 " 2x6 4 t W 2x10 ATTACHED TO BEAM 'yq N' 15,2a G�� VI 2x6 PLATE ATTACHED N NED`N ill' W/(2)RC 115 10d NAILS AT 6"TO JOIST W/(2)118x3" 8 14 oc. CENTER BETWEEN WOOD SCREWS =4 7.. EXPIRES:12/31 114 CEILING JOIST AND ROOF jj RAFTER. �II `i� -�' III Nedwicke LSSU28 Engineering& loce6"oc w/Ibd NAILS g g LSSU28 I-1/2"x2"(111W w/I6d NAILS Design H (OMIT BOTTOM ha neden com (4) I-3/4x16 EWE LVL ROW OF NAILS INTO P info 8 ATTACHED PER 2/53 email:)328-9353 1 I LVL) l':(503)32&9353 F:(5031907-6264 (--1- SECTION SECTION AT RIDGE BEAM 52 I/4•. F-O O I.• I'-O SECTION/DETAILS REYNOLDS REMODEL 13235 SW HOWARD DRIVE TIGARD,OR 97223 JOB#:NEDI43I-01 SCALE:VARIES DATE:08/06/2014 SHEET: S2 • r It (2)ROWS 5D52560CYd24"oc(EACH FACE). OFFSET SCREWS 12"ON 4 ` ® ;.� OPPOSITE FACE. i1 I f n (4)I-3/4x16 _____„_ 1.9E LVL EXTG RIDGE-” NEW(4)I-3/4x16 ' BOARD 1.9E LVL I MULTI-PLY CONNECTIONS • I".PO. p PRF,•. ` EXTG 2x6 ROOF , EXTG 2x6 ROOF . y�� G N:11 S'jO�RAFTER AT 24"oc RAFTER AT 24"oc 6'.c3. �� .707�EXTG 2x8 CEILING EXTG 2x8 CEILING, JOIST AT 16"oc " JOIST AT 16"oc ill::'N f5 po`l•� 4N NED`N\& / 'II' EXPIRES:12/31/2114 'I 2x4 KING STUD ATTACHED TO UIIN 1 '' Nedwicke II NAILS AT 6" O ® Engineering& 1 V Design http://www.nedeng.com 26-0" _I email:info(,�nedeng.com �1I }1/2x1 1.8E P5L P:(503)328-9351 F:(503)907-6264 ROOF/CEILING FRAMING PLAN ® ® BEAM/COLUMN I/4" 1'0 I".1'-0" ROOF FRAMING PLAN REYNOLDS REMODEL 13235 SW HOWARD DRIVE TIGARD,OR 97223 JOB 4:NED1431-01 SCALE:VARIES DATE:08/06/2014 SHEET: S3 • D Z_ r— D Z C C) Z 0 C) D o co T r O o 15R 11 O t. _x Q -P _ V Remodeling Project For: �. � �> I-- Reynolds Family O 13235 SW Howard Dr u Tigard,OR,97223 Consultant/PM: Nancy Duong Drawn By: Kevin 33 Z_ D Z _< C) Z 0 • Z 3 0 O Z b '0 • a Z z p ; t Remodeling Project For: 4Q ECH Reynolds Family 13235 SW howard Dr '1117it, :1;µ1:1«S Tigard, OR, 97223 o 4 T IO 41.3lt rr.ra.er.ti..e...,. Consultant/PM: Nancy Duong Drawn By: Kevin - o Z_ D G) Z G) -H n m Z i 44- 7 O r - 3 C7 T1 r O 11 1 Remodeling Project For ECH O" Reynolds Family c 13235 SW Howard Dr a � " " n Tigard, OR, 97223 ++.rr..a.w.+.�. Consultant/PM: Nancy Duong Drawn By: Kevin 1 I I III A III III // \, III 1--- ----1 om o DEMO(E)FLAT C:-G JOIST t REPLACE w/ L-—— ———-I ■ N C (N)VAULTIJ)2xb CL'G JOISTS __ _ _ u N- 2'-0'do E BUILDING SECTION —_A L. _ 0- 0 G _ Z DETAIL IC1N7.2 SriF E—J ( —— --- ————— m) 0 s (N)ax 2#2 DF1L O >+I't) fOa, +_R 6 i . t BEAM _ tt i F= E U (N)(3) 1 4•x16' I.9E WC-ROAM LVLS LAMINATED w/4-ROWS SIMPSON I"x5 k SOS SCREWS.STAGGERED Q 12'do TIP. • • .\ _ , __ fit£ (F)2x6 RAFTERS @ 2'{Y do t 2x8 Cl G JOISTS @ 2-0"do TO REMAIN. 4.. T 1 LL _JL----- - • .'ALA,, OF FRAMING PLAN VAULTED OPTION #2 _ Scale:1/4'.1•-0• 4 of 5 Proposed Frammg Plan Option 2 Scale: I/4"a I'-0' April 6,2014 • • / 12-I I• i 2'•9• I 10'-2' i 2'-0'.f (3) I r I6' I.9E MICROLAM LVI. REMOVE(E) I X4 COLLAR TES LAMINATED WITH(4)ROWS I AS NECESSARY 2I'-9• f SIMPSON.25x5.5 SDS SCREWS LAMINATE INTERSECTION STAGGERED @ 12"do TYP. ` @ , `' SIMPSON.25x4.5 5D5 (3) I „,"x 16 I..9E LVL MICROlAMS LAMINATED.v/4-ROWS ;'. A5`SOWN SIMPSON-;x5 1 SD`_'i_SCREWS STAGGERED @ 12"o/c AS SHOWN sue— �g 'tl '�I '�{ III �4.... `7 �� • to 2x8 VAULTED CL'G 1015TS -.- jK (N)2xG COLLAR TIES w9 SIMPSON MP36 MENDING PLATES '1 ` -`a:[ND.ea.SIDE TYP.(OPTION_"PLYWD.GUSSETS) / (N)216 COLLAR TIE lll��� w/(2)SIMPSON MP36 (N)2x8 VAULTED CL'G JOISTS Of IUTCHEN/DINING AREAS MENDING PLATES OR (N)4x 12#2-BTR DF/1.BEAM @ HALLWAY - tS, PIYWD.GU55FT5 r 1 1 D" / O 1+t_ @ ea.ENO 0 to '-(N)2x8 CLG.JOIST --4- 1 V N m N O S @ 2'-D"do TYP. n-,LL-" t` ,2 OPPOSITE SIDE OF ,_ 3 SECTION DETAIL OPTION #2 RAFTER FROM(E) Scale:1/4"=1'-0' w:"(1) 3 O VAULTED CLG. JOIST / V Q N V DEMO(E)WALLS / 12'-I I' 2'-9' I id-2' /2'-O'/- 0 �+� `- — 4 CEILING JOISTS 1 m h 0 SECTION DETAIL OPTION #2 8 2 Scale:1/4'=1'-0" ageoliii"1- .1.- I- 1.III.".'""liIllillIllillIlIllIllIlIllllIlltimm._ j ' =p• si / 12'-11' il 2'-9" ' la-2• — / • `=S. / I t; / ��_ti la (�pR � AS-BUILT SECTION DETAIL DRYWALL P ro �'`'�'/ �1 U Scale:1/4'4 V-CP /6 BLEND TO EMT. 1. 0000010 (2) I .1x18' 1.9E MICROLAM LVL LAMINATED WITH(4)ROWS SIMPSON 1.11526 TYP. PAGE SIMPSON.2543.5 505 SCREWS 5 of 5 STAGGERED @ 12'o/c TYP. J- --- —118" - / Proposed • Section Detans r SECTION DETAIL OPTION #1. Option 01 Noted 1/ Scale:1/4"=1'-0" April 6.2014 I E 0 R T E JOB SUMMARY REPORT Reynolds_Briana.4te 01:Level Member Name Results Current Solution Comments Roof: Drop Beam-Option 2 Passed 3 Piece(s)1 3/4"x 16"1.9E Microllam®LVL Wall:Header Passed 1 Piece(s)4 x 12 Douglas Fir-Larch No.2 - Roof:Drop Beam-Option 1 Passed 2 Piece(s)1 3/4"x 18"1.9E Microllam®LVL _ J Forte Software Operator Job Notes 417/2014 12:59:51 PM ---- Forte v4.1,Design Engine:V5.7.0.245 Kevin Parker Shelter Tech Design Studio LLC Reynolds_Briana.4te (50 3)rteiji 37 Page 1 of 4 ;hettertechsiudio:�?gmail.wm yl MEMBER REPORT Level, Roof.'Drop Beam-Option 2 PASSED '�' 0 3 piece(s) 1 3/4"x 16" 1.9E Microllam®LVL Overall Length: 21'8 112" + + o __.. ____ ............ ___— 0 21 1 1/2" 4" 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 8131 ©2" 13781(3.50") Passed(59%) -- 1.0 D+1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 6914 @ 1'7 1/2" 18354 Passed(38%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 42782 @ 10'10 1/4" 53672 Passed(80%) 1.15 1.0 D+1.0 5(All Spans) Building Code:IBC Live Load Defl.(in) 0.474 @ 10'10 1/4" 1.069 Passed(L1542) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 1.095 @ 10'10 1/4" 1.425 Passed(L/234) _ — 1.0 D+1.0 S(All Spans) Member Pitch:0/12 • Deflection criteria:LL(L/240)and TI.(L/180). • Bracing(Lu):All compression edges(top and bottom)must be braced at 7'1 5/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Live Snow Total Accessories 1-Trimmer-DC 3.50" 3.50" 2.06" 4615 1407 3516 9538 None 2-Trimmer-DF 3.50" 3.50" 2.06" 4615 1407 3516 9538 None Tributary Dead Roof Live Snow Loads Location Width (0.90) (non-snow:1.25) (1.15) Comments ■ 1-Uniform(PSF) 0 to 21'8 1/2" 12'11 1/2" 15.8 - 25.0 Snow 1 2-Uniform(PSF) 0 to 21'8 1/2" 12'11 1/2" 15.2 10.0 - Ceiling joist_without storage n/� Weyerhaeuser Notes (ts)SUSTAINAB(E FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. '"`�I'' Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator • LForte Software Operator _ Job Notes 4/7/2014 12:59:51 PM ._._______._ ____._ Forte v4.1,Design Engine:V5.7.0.245 • iKe_•m Parker Shelter Teeth Design Studio LLC Reynolds_Briana.4te (503)510-1337 sheltertechstudio©gmali.corn Page 2 of 4 f FORTE ' FULL DETAIL REPORT Level,Roof:Drop Beam-Option 2 PASSED 3 piece(s)1 3/4"x 16"1.9E Microllam®LVL Summary of Loads to Supports All load groups/combinations/ patterns 21'4 1/2" • Maximum Down(Ibs)/LDF 813111.15 -- 8131/1.15 Critical Down(Ibs)/LDF 8131/1.15 -- 8131/1.15 Maximum Uplift(Ibs)/LDF 0/1.00 0/1.00 Critical Uplift(Ibs)/LDF 0/1.00 0/1.00 Bearing Length 3.50" 3.50" Support Fc-perp(psi) 625 625 Required unbraced length N/A 85.(4' N/A 1.0 Dead (LDF = 0.9) i Loading On All Spans • 21'4 1/2" • Member Reaction(Ibs) 4615 -- 4615 Loads to Supports(Ibs) 4615 -- 4615 Shear used for design(Ibs) N/A 3924 -- -3924 N/A Shear at support node(Ibs) N/A 4544 -- -454: N/A Shear at span point load(Ibs) N/A -- Moment(Ft-Ibs) 24281 Live Load Deflection(in) 0.00" Total Load Deflection(in) 0.62" Forte v4.1,Design Engine:V5.7.0.245 4/712014 1:45:12 PM Reynokls._Briana.4le Page 1 of 3 ■ • 1.0 Dead + 0.75 Floor+ 0.75 Snow(LDF = 1.15) Loading On All Spans • 21'4 1/2" • Member Reaction(Ibs) 7252 -- 7252 Loads to Supports(Ibs) 7252 -- 7252 Shear used for design(Ibs) N/A 6166 -- -6166 N/A Shear at support node(Ibs) N/A 7140 -- -7140 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-Ibs) -- 38157 -- Live Load Deflection(in) -- 0.36" -- Total Load Deflection(in) -- 0.98" -- 1.0 Dead + 0.75 Floor+ 0.75 Roof(LDF = 1.25) Loading On All Spans 21'4 1/2" • Member Reaction(Ibs) 5669 -- 5669 Loads to Supports(Ibs) 5669 -- 5669 Shear used for design(Ibs) N/A 4821 -- -4821 N/A Shear at support node(Ibs) N/A 5582 -- -5582 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-Ibs) -- 29831 — Live Load Deflection(in) -- 0.14" -- Total Load Deflection(in) -- 0.76" -- 1.0 Dead + 1.0 Snow(LDF = 1.15) Loading On All Spans • 21'4 1/2" A Member Reaction(Ibs) 8131 -- 8131 Loads to Supports(Ibs) 8131 -- 8131 Shear used for design(Ibs) N/A 6914 -- -6914 N/A Shear at support node(Ibs) N/A 8006 -- -8006 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-Ibs) -- 42782 -- Live Load Deflection(in) -- 0.47" -- Total Load Deflection(in) 1.10" Forte v4.1.Design Engine:V5.7.0.245 1,7/2014 1:45:12 PM Reynolds_Bniana 41e Page 2 of 3 1.0 Dead + 1.0 Roof(LDF - 1.25) Loading On All Spans A 21'4 1/2" A Member Reaction(Ibs) 6021 -- 6021 Loads to Supports(Ibs) 6021 -- 6021 Shear used for design(Ibs) N/A 5120 -- -5120 N/A Shear at support node(Ibs) N/A 5929 -- -5929 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-Ibs) -- 31681 -- Live Load Deflection(in) -- 0.19" -- Total Load Deflection(in) -- 0.81" -- Forte v4.1,Design Engine:V5.7.0.245 4/7/2014 1:45:12 PM Reynotds__Briana.4te Page 3 of 3 • II F O R T C MEMBER REPORT Level, Wall:Header PASSED `1 1 G 1 piece(s)4 x 12 Douglas Fir-Larch No. 2 ' Overall Length: 4' 1" + 1 + o 0 4'1. El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Q Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(Ibs) 6164©2" 7656(3.50") Passed(81%) -- 1.0 D+1.0 S(All Spans) Member Type:deader Shear(Ibs) 4887 @ 1'2 3/4" 5434 Passed(90%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 5644 @ 1'1" 7004 Passed(81%) 1.15 1.0 D+1.0 S(Ali Spans) Building Code:IBC Live Load Deft.(in) 0.007 @ 1'11 1/4" 0.125 Passed(L/999+) -- 1.0 D+1.0$(All Spans) Design Methodology:ASD Total Load Den.(in) 0.016 @ 1'11 1/4" 0.188 Passed(L/999+) -- 1.0 D+1.0$(All Spans) • Deflection criteria:LL(L/360)and TI.(1./240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'1"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS 2005 methodology. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead R°Ye Snow Total Accessories 1-Trimmer-DF 3.50" 3.50" 2.82" 3507 1063 2657 7227 None 2-Trimmer-OF 3.50" 3.50" 1.50" 1148 344 859 2351 None j Tributary Dead Roof Live Snow 'Loads Location Width (0.90) (non-snow;1.2s) (1.15) Comments I 1-Point(lb) 1'1" N/A 4615 1407 3516 Linked from:Roof:Drop Beam, ____ Support 2 'Weyerhaeuser Notes •SUSTAINABLE-FORESTRY INnwrrvt Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support Information have been provided by Forte Software Operator Forte Software,Operator Job Notes 4/7/2014 12'59:51 PM ti ------ — —.—.-. Forte v4.1,Design Engine:V5.7.0.245 1 Kevin Parker 3 Shelter Tech Design Studio LLC { Reynolds Briana.4te (503)919.1337 shettertechstud oagmall.com Page 3 of 4 FOR T FULL DETAIL REPORT Level, Wall:Header PASSED 1 piece(s)4 x 12 Douglas Fir-Larch No.2 Summary of Loads to Supports All load groups/combinations/ patterns 3'9" A Maximum Down(Ibs)/LDF 6164/1.15 - 2008/1.15 Critical Down(Ibs)/LDF 6164/1.15 2008/1.15 Maximum Uplift(Ibs)/LDF 0/1.00 -- 0/1.00 Critical Uplift(Ibs)/LDF 0/1.00 -- 0/1.00 Bearing Length 3.50" -- 3.50" Support Fc-perp(psi) 625 -- 625 Required unbraced length N/A 49 00' N/A 1.0 Dead (LDF = 0.9) Loading On All Spans A y., Member Reaction(Ibs) 3507 1148 Loads to Supports(Ibs) 3507 -- 1148 Shear used for design(Ibs) N/A 2777 -- -1136 N/A Shear at support node(Ibs) N/A 3506 -- -1117 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-Ibs) -- 3209 -- Live Load Deflection(in) -- 0.00" -- Total Load Deflection(in) -- 0.01" — Forte v4.1,Design Engine:V5.7.0.245 4/7/2014 1:47:05 PM Reynolds Sriana.4te Page 1 of 3 1.0 Dead + 0.75 Floor+ 0.75 Snow(LDF= 1.15) Loading On All Spans A. 3.9" A Member Reaction(Ibs) 5500 -- 1793 Loads to Supports(Ibs) 5500 -- 1793 Shear used for design(Ibs) N/A 4359 -- -1781 N/A Shear at support node(Ibs) N/A 5498 -- -1791 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-lbs) -- 5036 -- Live Load Deflection(in) -- 0.01" Total Load Deflection(in) -- 0.01" -- 1.0 Dead + 0.75 Floor+ 0.75 Roof(LDF= 1.25) Loading On All Spans j 3'9" Member Reaction(Ibs) 4305 -- 1106 Loads to Supports(Ibs) 4305 -- 1406 Shear used for design(lbs) N/A 3410 -1394 N/A Shear at support node(lbs) N/A 4303 -1405 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-lbs) -- 3940 Live Load Deflection(in) -- 0.00" -- Total Load Deflection(in) -- 0.01" - 1.0 Dead + 1.0 Snow (LDF= 1.15) Loading On All Spans j 3,9„ Member Reaction(Ibs) 6164 - 2008 Loads to Supports(Ibs) 6164 - 2008 Shear used for design(Ibs) N/A 4887 -- -1996 N/A Shear at support node(Ibs) N/A 6162 -- -2006 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-lbs) -- 5644 -- Live Load Deflection(in) -- 0.01" -- Total Load Deflection(in) -- 0.02" Forte v4.1,Design Engine V5.7.0,24- 4/712014 1:47:05 PM Reynolds 8riana4fe Page 2 of 3 it 1.0 Dead + 1.0 Roof(LDF = 1.25) Loading On All Spans • 3'9" A Member Reaction(Ibs) 4570 -- 1492 Loads to Supports(Ibs) 4570 -- 1492 Shear used for design(Ibs) N/A 3621 -- -1480 N/A Shear at support node(Ibs) N/A 4569 -- -1491 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-lbs) -- 4184 — Live Load Deflection(in) -- 0.00" -- Total Load Deflection(in) -- 0.01" -- Forte v4.1,Design Engine:V5.7.0.245 4/7/2014 1:47:05 PM Reynolds Briana.4te Page 3 of 3 I T R 0 F E ' MEMBER REPORT Level, Roof:Drop Beam-Option 1 PASSED F 0 R 1 2 piece(s)1 3/4"x 18"1.9E Microllam®LVL • Overall Length: 21'8 1/2" ' + + O D M 21'1 1/2" X 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 8068 @ 2" 9188(3.50") Passed(88%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Drop Beam Shear(Ibs) 6736 @ 1,9 1/2" 13766 Passed(49%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 42451 @ 10'10 1/4" 44566 Passed(95%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.506 @ 10'10 1/4" 1.069 Passed(L/507) -- 1.0 D+1.0 5(All Spans) Design Methodology:AO Total Load Del.(in) 1.162 @ 10'10 1/4" 1.425 Passed(L/221) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/240)and TL(L/1B0). •Bracing(Lu):All compression edges(top and bottom)must be braced at 6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Roof Snow Total Accessories 1-Trimmer-DF 3.50" 3.50" 3.07" 4552 1407 3516 9475 None • 2-Trimmer-DF 3.50" 3.50" 3.07" 4552 1407 3516 9475 None i Tributary Dead Roof Live Snow • Loads Location Width (0.90) (non-snow:1.35) (1.15) Comments 1-Uniform(PSF) 0 to 21'8 1/2" 12'11 1/2" 15.8 - 25.0 Snow 2-Uniform(PSF) 0 to 21'8 1/2" 12'11 1/2" 15.2 10.0 - Ceiling joist_without storage Weyerhaeuser Notes 0 SUSTAINABLE FOR€5rlty wlTldrlvl Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 4/7/2014 12:59:51 PM r Kevin Parker —"' Forte v4.1,Design Engine:V5.7.0.245 Shelter Tech Design Studio LLC Reynolds Briana.4te (503)919.1337 sheltertechstudio©yinail.com Page 4 of 4 FULL DETAIL REPORT Level, Roof:Drop Beam-Option I PASSED i!I F RTE • 2 piece(s) 1 3/4"x 18"1.9E Microllam®LVL Summary of Loads to Supports All load groups/combinations patterns • 21'4 1/2" A Maximum Down(Ibs)/LDF 8008/1.15 -- 8068/1.15 Critical Down(Ibs)/LDF 806811.15 -- 8068/1.15 Maximum Uplift(Ibs)/LDF 0/1.00 - 0/1.00 Critical Uplift(lbs)/LDF 0/1.00 -- 0/1.00 Bearing Length 3.50" 3.50" Support Fc-perp(psi) 625 -- 625 Required unbraced length N/A 6.00' N/A 1.0 Dead (LDF = 0.9) Loading On All Spans • 21'4 1/2" A Member Reaction(lbs) 4552 -- 4552 Loads to Supports(Ibs) 4552 -- 4552 Shear used for design(Ibs) N/A 3800 -- -3800 N/A Shear at support node(Ibs) N/A 4482 -- -4482 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-lbs) -- 23949 -- Live Load Deflection(in) -- 0.00" -- Total Load Deflection(in) -- 0.66" - Forte v4.1,Design Engine:V5.7.0.245 417/2014 1:54:58 PM Revnolds_Briana.4te Page 1 of 3 • f *� • 1.0 Dead + 0.75 Floor+ 0.75 Snow(LDF = 1.15) Loading On All Spans A 21'4 1/2" A Member Reaction(Ibs) 7189 -- 7189 Loads to Supports(Ibs) 7189 -- 7189 Shear used for design(Ibs) N/A 6002 -- -6002 N/A Shear at support node(Ibs) N/A 7078 -- -7078 N/A Shear at span point load(lbs) -- N/A -- Moment(Ft-lbs) -- 37826 -- Live Load Deflection(in) -- 0.38" -- Total Load Deflection(in) -- 1.04" -- 1.0 Dead + 0.75 Floor+ 0.75 Roof(LDF = 1.25) Loading On All Spans • 21'4 1/2" A Member Reaction(Ibs) 5607 -- 5607 Loads to Supports(Ibs) 5607 -- 5607 Shear used for design(Ibs) N/A 4681 -- -4681 N/A Shear at support node(Ibs) N/A 5520 -- -5520 N/A Shear at span point load(Ibs) — N/A Moment(Ft-lbs) -- 29500 -- Live Load Deflection(in) -- 0.15" -- Total Load Deflection(in) -- 0.81" -- 1.0 Dead + 1.0 Snow(LDF = 1.15) Loading On All Spans A A 21'4 1/2" Member Reaction(Ibs) 8068 -- 8058 Loads to Supports(Ibs) 8068 -- 8068 Shear used for design(Ibs) N/A 6736 -- -6736 N/A Shear at support node(Ibs) N/A 7944 -- -7944 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-lbs) -- 42451 -- Live Load Deflection(in) 0.51" -- Total Load Deflection(in) 1.16" -- Forte v4.1.Design Engine:V5.7.0.245 4/7/2014 1:54:58 PM Reynolds_Brrana.41e Page 2 of 3 1.0 Dead + 1.0 Roof (LDF = 1.25) Loading On All Spans A 21'4 1/2 • Member Reaction(Ibs) 5958 5958 Loads to Supports(Ibs) 5958 -- 5958 Shear used for design(Ibs) N/A 4975 -- -4975 N/A Shear at support node(Ibs) N/A 5867 -- -5867 N/A Shear at span point load(Ibs) -- N/A -- Moment(Ft-Ibs) -- 31350 -- Live Load Deflection(in) -- 0.20" -- Total Load Deflection(in) -- 0.86" -- Forte v4.1,Design Engine:V5.7.0.245 4/7/2014 1.54.58 PM Reynokts_Briana.4te Page 3 of 3