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REVIEWED BLD2021-1590+Structural_Calculations+11.22.2021_11.18.57_AM+2532711Harriott Valentine Engineers Inc. STRUCTURAL CALCULATIONS Project: Dunn Residence 315 8th Ave N Edmonds, WA 98020 Architect: Maggie Hanna — WakeDesign LLC 1752 NW Market St, #203 Seattle, WA 98107 Structural Engineer: Harriott Valentine Engineers, Inc. 1932 First Avenue, Suite 720 Seattle, WA 98101 tel. 206-624-4760 1 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 RECEIVED Nov 24 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS 11 /2/2021 Page of Harriott Valentine Engineers Inc. SECTION 1: GENERAL 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 11/9/2021 tel. 206-624-4760 1 fax 447-6971 Page of Harriott Valentine Engineers Inc. CRITERIA Gravity roof dead asphalt shingles 1/2" plywood R30 insulation 2x10 @ 24"oc 5/8" gyp. wallboard slope factor miscellaneous total dead + live 2.5 live snow 1.5 1.2 1.9 2.8 0 1.1 10% 11.0 psf 36.0 psf 25.0 psf floor dead 3/4" hardwood 3.0 live residential 40.0 psf 3/4" plywood 2.3 2x10 @ 16"oc 2.8 1/2" gyp. wallboard 2.2 miscellaneous 1.7 14% 12.0 psf total dead + live 52.0 psf walls cement fiber board 4.1 battens 2x2 @ 24"oc 0.3 1/2" plywood 1.5 2x6 @ 16"oc 1.7 R21 insulation 0.8 1/2" gyp. wallboard 2.2 4% miscellaneous 0.4 psf 11.0 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206-624-4760 1 fax 447-6971 11 /9/2021 Page of Harriott Valentine Engineers Inc. SECTION 2: FRAMING 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 11/9/2021 tel. 206-624-4760 1 fax 447-6971 Page of �Ii F JOB SUMMARY REPORT Copy of Dunn Gravity Roof Member Name Results Current Solution Comments Roof: RJ1 (KTCHN) Passed 1 piece(s) 2 x 10 HF No.2 @ 24" OC Roof: R32 (KTCHN) Passed 1 piece(s) 2 x 10 HF No.2 @ 24" OC Roof: R33 (Entry) Passed 1 piece(s) 2 x 10 HF No.2 @ 24" OC Roof: FB R1 (KTCHN) Passed 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL Roof: FB R2 (KTCHN) Passed 1 piece(s) 4 x 10 DF No.1 Roof: FB R3 (KTCHN) Passed 1 piece(s) 4 x 10 DF No.1 Roof: FB R4 (KTCHN) Passed 1 piece(s) 4 x 10 DF No.1 Wall: Wind Beam R5 (KTCHN) Passed 1 piece(s) 5 1/4" x 9 1/2" 2.2E Parallam@ PSL Wall: Wind Beam R6 (KTCHN) Passed 1 piece(s) 1 3/4" x 9 1/2" 1.55E TimberStrand@ LSL Roof: FB R7 (KTCHN) Passed 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam Wall: HDR R8 (BDRM) Passed 2 piece(s) 2 x 8 HF No.2 Wall: HDR R9 (BDRM) Passed 3 piece(s) 2 x 8 HF No.2 Roof: FB R10 (HALL) Passed 1 piece(s) 7" x 9 1/4" 2.2E Parallam@ PSL Roof: FB R11 (BDRM) Passed 1 piece(s) 7" x 14" 2.2E Parallam@ PSL Floor: FB R12 Passed 1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL Wall: HDR R13 (FRNT DOOR) Passed 2 piece(s) 2 x 8 HF No.2 Wall: Column R7-i Passed 1 piece(s) 6 x 8 DF No.1 Wall: Column R7-j Passed 1 piece(s) 6 x 8 DF No.1 Wall: Column R11-j Passed 1 piece(s) 4 x 8 DF No.1 (Plank) Wall: Column R12-j Passed 1 piece(s) 4 x 6 DF No.1 New Garage Framing Member Name Results Current Solution Comments Roof: G31 Passed 1 piece(s) 11 7/8" TJI@ 230 @ 24" OC Cantilever Reinforcement (P131) Required Roof: GJ2 Passed 1 piece(s) 11 7/8" TJI@ 210 @ 24" OC Roof: GJlb Passed 1 piece(s) 11 7/8" TJI@ 210 @ 24" OC Wall: Header G3 Passed 2 piece(s) 2 x 8 HF No.2 Wall: Header G4 Passed 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL Roof: DB G5 Passed 1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL Roof: FB G6 Passed 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL Roof: G6b Passed 1 piece(s) 11 7/8" TJI@ 210 Roof: G6c Passed 1 piece(s) 11 7/8" TJI@ 210 Roof: DB G7 Passed 1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL Roof: FB G8 Passed 1 piece(s) 11 7/8" TJI@ 230 Cantilever Reinforcement (PBl) Required Roof: FB G10 Passed 1 piece(s) 11 7/8" TJI@ 210 Cantilever Reinforcement (PB1) Required Wall: G5j Passed 1 piece(s) 6 x 6 DF No.1 Deck Member Name Results Current Solution Comments Floor: DJ1 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Floor: D12 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Floor: FB DI Passed 1 piece(s) 4 x 10 DF No.1 Floor: FB D2 Passed 1 piece(s) 6 x 12 DF No.1 Floor: FB D3 Passed 1 piece(s) 6 x 12 DF No.1 Floor: D4 Passed 1 piece(s) 4 x 10 DF No.1 Floor: FB D5 Passed 1 piece(s) 6 x 12 DF No.1 Floor: FB D6 Passed 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB v3.2 Weyerhaeuser File Name: Copy of Dunn Gravity Page 1 / 61 Main Floor Framing Member Name Results Current Solution Comments Floor: MB11 Passed 1 piece(s) 2 x 12 DF No.1 @ 16" OC Floor: MB12 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Floor: MBJ3 Passed 1 piece(s) 2 x 10 HF No.2 @ 16" OC Floor: FB M1 Passed 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL Floor: FB M2 Passed 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam® PSL Floor: FB M3 Passed 1 piece(s) 2 x 10 HF No.2 Wall: Header M6 Passed 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam® LVL Wall: Mli Passed 1 piece(s) 4 x 6 DF No.2 Wall: M2j Ipassed 1 1 piece(s) 4 x 6 DF No.2 ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB v3.2 Weyerhaeuser File Name: Copy of Dunn Gravity Page t/61 a" O R T CM MEMBER REPORT PASSED Roof, Roof: RJ1 (KTCHN) 1 piece(s) 2 x 10 HF No.2 @ 24" OC Overall Length: 12' 5 1/2" I 9111, n 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) Member Reaction (Ibs) 739 @ 9' 6 1/4" 2126 (3.50") Passed (35%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 341 @ 8' 7 1/4" 1596 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -624 @ 9' 6 1/4" 2204 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.034 @ 4' 5 3/16" 0.461 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.050 @ 4' 5 3/16" 1 0.615 1 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Wind Total 1 - Hanger on 9 1/4" SPF beam 3.50" Hanger' 1.50" 96 200 -75 296/-75 See note' 2 - Stud wall - SPF 3.50" 3.50" 1.50" 240 499 -186 739/ None 3 - Beam - HF 3.50" 3.50" 1.50" -36 -113 56/-28 56/-177 Blocking • 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. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 2" o/c Bottom Edge (Lu) 12' 2" o/c -Maximum allowable bracing intervals based on applied load. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LU28 1.50" N/A 8-10dxl.5 6-10dxl.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.1s) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 12' 5 1/2" 24" 12.0 25.0 -9.3 Roof Loading Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 3 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Roof: RJ2 (KTCHN) 1 piece(s) 2 x 10 HF No.2 @ 24" OC Overall Length: 12' 10' 12 3' i 0 0 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) Member Reaction (Ibs) 462 @ 2 1/2" 2126 (3.50") Passed (22%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 386 @ 1' 3/4" 1596 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1388 @ 6' 5" 2204 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.208 @ 6' 5" 0.621 Passed (L/717) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.299 @ 6' 5" 1 0.828 1 Passed (L/498) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports IF Accessories 1 - Stud wall - SPF 3.50" 3.50" 1.50" 141 321 -119 462/ Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.50" 141 321 -119 462/ Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 611" o/c Bottom Edge (Lu) 12' 10" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 12' 10" 24" 11.0 25.0 -9.3 Roof Loading System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 4 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Roof: RJ3 (Entry) 1 piece(s) 2 x 10 HF No.2 @ 24" OC 6' 6" n Overall Length: 12' 1' 0 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) Member Reaction (Ibs) 774 @ 6' 11 1/4" 2127 (3.50") Passed (36%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 326 @ 6' 1/4" 1596 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -980 @ 6' 11 1/4" 1421 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.139 @ 12' 1" 0.515 Passed (2L/888) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.196 @ 12' 1" 1 0.686 1 Passed (2L/630) 1 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Right cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • A 35.5% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 9 1/4" PSL beam 3.50" Hanger' 1.50" 39 131/-2 170/-2 See note' 2 - Stud wall - SPF 3.50" 3.50" 1.50" 251 523 774 Blocking • 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 • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0.25/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LRU28Z 1.94" N/A 6-10dx1.5 5-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Load , Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 1" 24" 12.0 25.0 Roof Loading 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 5 / 61 a FORTE"M3 MEMBER REPORT Roof, Roof: FB RI (KTCHN) 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL PASSED Sloped Lengih: 21' a 1/16' 12 ' 1.66 0 0 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) [Group] Member Reaction (Ibs) 3156 @ 15' 10 1/4" 5270 (3.50") Passed (60%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 1505 @ 14' 11 3/8" 7198 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) 4073 @ 79 3/16" 14278 Passed (29%) 1.15 1.0 D + 1.0 S (Alt Spans) [1] Live Load Defl. (in) 0.225 @ 7' 10 11/16" 0.794 Passed (L/847) 1.0 D + 1.0 S (Alt Spans) [1] Total Load Defl. (in) 0.359 @ 79 1/8" 1.059 Passed (L/531) 1.0 D + 1.0 S (Alt Spans) [1] • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Member Length : 21' 4 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 1.88/12 Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Wind Total Supports Accessories 1 - Beveled Plate - SPF 3.50" 3.50" 1.50" 487 60 754 49/-321 1321/ Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 2.10" 1148 33 2007 -664 3664/ Blocking • tilOCKing Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 21' 3" o/c Bottom Edge (Lu) 21' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 21' N/A 10.1 -- -- -- 1 - Uniform (PSF) 0 to 21' 1' 15.0 25.0 - Trib from roof 2 - Uniform (PLF) 15' 5" to 20' 11" N/A 70.5 160.5 -59.5 Linked from: Roof: RJ2, Support 1 3 - Uniform (PLF) 0 to 15' S" N/A 48.0 100.0 37.5 Linked from: Roof: R31, Support 1 4 - Point (lb) 5' 8" N/A 40 93 264 135/ 31 Linked from: Roof: FB R4, Support 1 Weyerhaeuser Notes Neyerhaeuser 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 elated to the 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 esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to qww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 6 / 61 a FORTE'M3 MEMBER REPORT Roof, Roof: FB R2 (KTCHN) 1 piece(s) 4 x 10 DF No.1 PASSED 12 L 1,$$ F_ r 101 YI Sloped Length: 15' 9 114' 5' 0 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) [Group] Member Reaction (Ibs) 1405 @ 10' 5 1/4" 7750 (3.50") Passed (18%) 1.0 D + 1.0 S (Alt Spans) [1] Shear (Ibs) 999 @ 11' 4 1/8" 4468 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) -3081 @ 10' 5 1/4" 5740 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) [1] Live Load Defl. (in) 0.282 @ 15' 7" 0.521 Passed (2L/444) 1.0 D + 1.0 S (All Spans) [1] Total Load Defl. (in) 0.403 @ 15' 7" 0.694 Passed (2L/310) 1.0 D + 1.0 S (All Spans) [1] • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • -649 Ibs uplift at support located at 2". Strapping or other restraint may be required. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Column Cap - steel 3.50" 3.50" 1.50" -151 -498 222/-75 724 Blocking 2 - Column Cap - steel 3.50" 3.50" 1.50" 491 914 106/-467 1467/ Blocking • rsiocKing raneis are assumes to carry no ioaas appnea aireary aoove mem ano me run ioaa is appnea to me memoer oeing aesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 9" o/c Bottom Edge (Lu) 15' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 15' 7" N/A 8.2 1 - Uniform (PLF) 10' to 15' 6" N/A 70.5 160.5 -59.5 Linked from: Roof: R32, Support 1 Linked from: Roof: 2 - Uniform (PLF) 0 to 10' N/A -18.0 -56.5 28.0/-14.0 P11 (KTCHN), Support 3 Member Length : 15' 10 3/4" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 1.88/12 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 7 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Roof: FB R3 (KTCHN) 1 piece(s) 4 x 10 DF No.1 Overall Length: 12' 1' 0 9' L 2' 6" 1I ❑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) [Group] Member Reaction (Ibs) 1984 @ 9' 5 1/4" 5206 (3.50") Passed (38%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 1445 @ 10' 4 1/4" 4468 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) -3799 @ 9' 5 1/4" 5740 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) [1] Live Load Defl. (in) 0.112 @ 12' 1" 0.265 Passed (2L/568) 1.0 D + 1.0 S (All Spans) [1] Total Load Defl. (in) 0.167 @ 12' 1" 1 0.353 1 Passed (2L/382) 1.0 D + 1.0 S (All Spans) [1] • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • -299 Ibs uplift at support located at 2". Strapping or other restraint may be required. • Applicable calculations are based on NDS. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Wind Total Supports Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.50" -38 92 -261 133/-30 1 1/4" Rim Board 32/ 2 - Stud wall - SPF 3.50" 3.50" 1.50" 809 153 1175 136/-600 2600 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' o/c Bottom Edge (Lu) 12' o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 1 1/4" to 12' 1" N/A 8.2 1 - Uniform (PSF) 0 to 12' 1" (Front) 1' 15.0 20.0 - - Default Load 2 - Point (lb) 12' 1" (Front) N/A 491 - 914 106/-467 Linked from: Roof: FB R2, Support 2 Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 8 / 61 a FORTE M3 MEMBER REPORT Roof, Roof: FB R4 (KTCHN) 1 piece(s) 4 x 10 DF No.1 PASSED IL n Overall Length: 12' 1' 9' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 2' 6" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (Ibs) 1988 @ 9' 5 1/4" 5206 (3.50") Passed (38%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 1445 @ 10' 4 1/4" 4468 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) -3799 @ 9' 5 1/4" 5740 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) [1] Live Load Defl. (in) 0.111 @ 12' 1" 0.265 Passed (2L/574) 1.0 D + 1.0 S (All Spans) [1] Total Load Defl. (in) 0.165 @ 12' 1" 0.353 Passed (2L/384) 1.0 D + 1.0 S (All Spans) [1] • Deflection criteria: ILL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • -305 Ibs uplift at support located at 3 1/2". Strapping or other restraint may be required. • Applicable calculations are based on NDS. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Wind Total Supports Accessories 1 - Hanger on 9 1/4" PSL beam 3.50" Hangers 1.50" -40 93 -264 135/-31 28/ See note s 335 2 - Stud wall - SPF 3.50" 3.50" 1.50" 809 152 1178 137/-602 2602/ Blocking • uiocKmg raneis are assumea to carry no ioaas appneo aireary aoove mem ano me run ioaa is appnea to me memoer Deing oesigneo. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 10" o/c Bottom Edge (Lu) 11' 10" o/c -Maximum allowable bracing intervals based on applied load. Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d • Reter to manufacturer notes and Instructions for proper installation and use of an connectors. Dead Roof Live Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) comments 0 - Self Weight (PLF) 3 1/2" to 12' 1" N/A 8.2 1 - Uniform (PSF) 0 to 12' 1" (Front) 1' 15.0 20.0 - - Default Load 2 - Point (lb) 12' 1" (Front) N/A 491 914 106/ 467 Linked from: Roof: FB R2, Support 2 ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 9 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 10 / 61 a FORTE"M3 MEMBER REPORT Roof, Wall: Wind Beam R5 (KTCHN) 1 piece(s) 5 1/4" x 9 1/2" 2.2E Parallam@ PSL PASSED Overall Length: 15 15' 3" 0 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) [Group] Member Reaction (Ibs) 3013 @ 1 1/2" 9844 (3.00") Passed (31%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 2600 @ 1' 1/2" 11089 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) 11061 @ 77 1/16" 22523 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) [1] Vert Live Load Defl. (in) 0.368 @ 7' 9 3/4" 0.517 Passed (L/506) 1.0 D + 1.0 S (All Spans) [1] Vert Total Load Defl. (in) 0.603 @ 7' 9 15/16" 0.775 Passed (L/308) 1.0 D + 1.0 S (All Spans) [1] Lat Member Reaction (Ibs) 357 @ 15' 7 1/2" N/A Passed (N/A) 1.60 1.0 D + 0.6 W [1] Lat Shear(lbs) 331 @ 8 1/4" 11172 Passed (3%) 1.60 1.0 D + 0.6 W [1] Lat Moment (Ft-Ibs) 1383 @ mid -span 16902 Passed (8%) 1.60 1.0 D + 0.6 W [1] Lat Deflection (in) 0.168 @ mid -span 1.550 Passed (L/999+) 1.0 D + 0.6 W [1] Bi-Axial Bending 0.37 1.00 Passed (37%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 S [1] • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/120) • Initial eccentricity applied as per ESR-1387. System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Roof Live Snow Wind Total Supports Accessories 1 - Trimmer - HF 3.00" 3.00" 1.50" 1147 315 35 1866 -744 3744/ None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1137 315 58 1799 -752 3 None 62/ Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 15' 9" o/c Bottom Edge (Lu) 15' 9" o/c -Maximum allowable bracing intervals based on applied load. Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 10d x 3" Box (End) 5 Right 2X Hem Fir Nails 10d x 3" Box (End) 5 Dead Floor Live Roof Live Snow Wind Vertical Loads Location Tributary Width (0.90) (1.00) (non -snow: 1.25) (1.15) (1.60) comments 0 - Self Weight (PLF) 0 to 15' 9" N/A 15.6 -- -- -- -- 1 - Uniform (PSF) 0 to 15' 9" 1' 12.0 40.0 - - Default Load Linked from: Roof: 2 - Uniform (PLF) 0 to 15' 9" N/A 120.0 - - 249.5 -93.0 R11 (KTCHN), Support 2 Linked from: Roof: 3 - Point (lb) 9.101. N/A -40 93 -264 135/-31 FB R4 (KTCHN), Support 1 ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 11 / 61 Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 4- 7 1/2" 16.6 • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 12 / 61 a FORTE"M3 MEMBER REPORT Roof, Wall: Wind Beam R6 (KTCHN) 1 piece(s) 1 3/4" x 9 1/2" 1.55E TimberStrand@ LSL PASSED P�p Ivl Overall Length: � - 9111, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 744 @ 1 1/2" 3806 (3.00") Passed (20%) -- 1.0 D (All Spans) Shear (Ibs) 582 @ 1' 1/2" 3092 Passed (19%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 1690 @ 4' 9 1/2" 4690 Passed (36%) 0.90 1.0 D (All Spans) Vert Live Load Defl. (in) 0.000 @ 0 0.311 Passed (2L/999+) -- 1.0 D (All Spans) Vert Total Load Defl. (in) 0.152 @ 4' 9 1/2" 0.467 Passed (L/738) - 1.0 D (All Spans) Lat Member Reaction (Ibs) 232 @ 9' 5 1/2" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear(lbs) 219 @ 4 3/4" 2660 Passed (8%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-Ibs) 542 @ mid -span 1691 Passed (32%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.908 @ mid -span 0.933 Passed (L/123) -- 1.0 D + 0.6 W Bi-Axial Bending 1.00 1.00 Passed (100%) 1.60 1.0 D + 0.6 W • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/120) Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 744 744 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 744 744 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 7" o/c Bottom Edge (Lu) 9' 7" o/c -Maximum allowable bracing intervals based on applied load. System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Nailing Left 2X Hem Fir Nails 10d x 3" Box (End) 3 Right 2X Hem Fir Nails 10d x 3" Box (End) 3 Vertical Loads Location Tributary Width Dead (0.90) Comments 0 - Self Weight (PLF) 0 to 9' 7" N/A 5.2 1 - Uniform (PLF) 0 to 9' 7" N/A 150.0 Load from windows Lateral Load Location Tributary Width Wind (1.60) Comments 1 - Uniform (PSF) Full Length 5' 16.6 • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 13 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 14 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Roof: FB R7 (KTCHN) 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam Overall Length: 20' 5' 19' 1fl" 11 ❑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) [Group] Member Reaction (Ibs) 6442 @ 20' 3" 9872 (2.25") Passed (65%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 6347 @ 19' 1 1/2" 16457 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) [1] Pos Moment (Ft-Ibs) 34035 @ 13' 36410 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) [1] Live Load Defl. (in) 0.820 @ 10' 7 7/16" 1.004 Passed (L/294) 1.0 D + 1.0 S (All Spans) [1] Total Load Defl. (in) 1.324 @ 10' 7 1/8" 1 1.339 1 Passed (L/182) 1.0 D + 1.0 S (All Spans) [1] • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 20' 1". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 IV Bearing Length Loads to Supports (Ibs) Total Available Required Dead Roof Live Snow Wind Total Supports Accessories 1 - Column Cap - steel 3.50" 2.25" 1.50" 1563 33 2383 27/-178 40066 - 1 1/4" Rim Board 178 2 - Column Cap - steel 3.50" 2.25" 1.50" 2415 27 4033 22/-143 6143 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 20' 3" o/c Bottom Edge (Lu) 20' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 0 - Self Weight (PLF) 1 1/4" to 20' 3 3/4" N/A 19.7 1 - Uniform (PSF) 0 to 20' 5" (Front) 1' 6" 15.0 - 25.0 - Roof Trib 2 - Point (lb) 9' 1" (Front) N/A 487 60 754 49/-321 Linked from: Roof: FB R1, Support 1 3 - Point (lb) 9' 1" (Front) N/A 471 - 817 - Linked from: Roof: FB RBI, Support 1 4 - Point (lb) 13' (Back) N/A 1317 2446 Linked from: Roof: FB R6, Support 1 5 - Point (lb) 17' 3" (Front) N/A 846 1634 Linked from: Roof: FB RB2, Support 1 Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 15 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Wall: HDR R8 (BDRM) 2 piece(s) 2 x 8 HF No.2 Overall Length: 2' 6' 2' Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 274 @ 1 1/2" 3645 (3.00") Passed (8%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 87 @ 10 1/4" 2501 Passed (3%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 139 @ 1' 3" 2569 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 3" 0.075 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.001 @ 1' 3" 0.112 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 117 158 275 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 117 158 275 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 2' 6" o/c Bottom Edge (Lu) 2' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 2' 6" N/A 5.5 1 - Uniform (PLF) 0 to 2' 6" N/A 30.0 - Load from wall above 2 - Uniform (PLF) 0 to 2' 6" N/A 58.0 126.0 Linked from: Roof: RB35, Support 1 Member Notes The two new headers to the south of the bedroom System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 16 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Wall: HDR R9 (BDRM) 3 piece(s) 2 x 8 HF No.2 Overall Length: 8' 2" 7' 8" Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1704 @ 1 1/2" 5468 (3.00") Passed (31%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 1347 @ 10 1/4" 3752 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3269 @ 4' 1" 3853 Passed (85%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.119 @ 4' 1" 0.264 Passed (L/800) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.199 @ 4' 1" 1 0.313 Passed (L/479) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 685 1019 1704 None 2 - Trimmer - HF 3.00" 3.00" 1 150" 685 1019 1704 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 2" o/c Bottom Edge (Lu) 8' 2' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 2" N/A 8.3 1 - Uniform (PLF) 0 to 8' 2' N/A 40.0 - Load from wall above 2 - Uniform (PLF) 0 to 8' 2" N/A 119.5 249.5 Linked from: Roof: RB34, Support 2 Member Notes New window opening in the master System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 17 / 61 a FORTE M3 MEMBER REPORT Roof, Roof: FB R10 (HALL) 1 piece(s) 7" x 9 1/4" 2.2E Parallam® PSL Overall Length: 19' 10" IL J L 19' 3" L 0 0 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) Member Reaction (Ibs) 3656 @ 3 1/2" 6563 (1.50") Passed (56%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3356 @ 1' 3/4" 14396 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 17188 @ 9' 8 3/8" 28556 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.747 @ 9' 10 5/16" 0.962 Passed (L/309) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.152 @ 9' 10 3/8" 1.283 Passed (L/201) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Member should be side -loaded from both sides of the member or braced to prevent rotation. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 12.00" GLB beam 3.50" Hanger' 1.50" 1317 2446 3763 See note' 2 - Hanger on 9 1/4" GLB beam 3.50" Hanger' 1 1.50" 1222 2252 3474 See note' • At nanger supports, the i otai bearing dimension is equal to the widtn or the material tnat is supporting the ranger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 19' 3" o/c Bottom Edge (Lu) 19' 3" o/c -Maximum allowable bracing intervals based on applied load. PASSED System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS7.25/10X SKR16 3.31" N/A 30-10d 10-10d 2 - Face Mount Hanger HHUS7.25/10 3.31" N/A 30-10d 10-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 19' 6 1/2" N/A 20.2 1 - Uniform (PLF) 0 to 12' 1" (Front) N/A 79.0 168.5 Linked from: Roof: RB32a, Support 1 2 - Uniform (PLF) 12' 1" to 19' 10" (Front) N/A 59.5 128.5 Linked from: Roof: RB32b, Support 1 3 - Uniform (PLF) 0 to 19' 10" (Back) N/A 37.0 84.0 Linked from: Roof: R1333, Support 1 ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 18 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 19 / 61 a FORTE"M3 MEMBER REPORT Roof, Roof: FB R11 (BDRM) 1 piece(s) 7" x 14" 2.2E Parallam® PSL PASSED Overall Length: 17 1' i 16 6' � 11 ❑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) Member Reaction (Ibs) 5965 @ 16-11" 6694 (2.25") Passed (89%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5903 @ 15' 7 1/2" 21789 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 24876 @ 9' 11" 62472 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.203 @ 9' 2 1/4" 0.837 Passed (L/988) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.338 @ 9' 1 11/16" 1.117 Passed (L/595) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Member should be side -loaded from both sides of the member or braced to prevent rotation. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 1227 171 1551 2949 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 2.01" 2347 171 3620 6138 1 1/4" Rim Board • Kim boaro is assumes to carry aii ioaas appuea oirecuy anove it, Dypassmg the member Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 16' 11" o/c Bottom Edge (Lu) 16' 11" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 16' 11 3/4" N/A 30.6 1 - Uniform (PSF) 0 to 17' 1" (Front) 1' 15.0 20.0 - Default Load 2 - Point (lb) 9' 11" (Front) N/A 1222 - 2252 Linked from: Roof: FB R6, Support 2 3 - Point (lb) 1T S" (Back) N/A 1579 2919 Linked from: Floor: FB R12, Support 1 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 20 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Floor: FB R12 1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL Overall Length: 19' a' IL 0 ❑� 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) Member Reaction (Ibs) 4398 @ 19' 2" 4784 (2.25") Passed (92%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3829 @ 1' 5 1/2" 16342 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 20617 @ 9' 8 3/4" 46854 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.343 @ 9' 8 3/4" 0.472 Passed (L/660) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.530 @ 9' 8 3/4" 1 0.944 Passed (L/427) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on 14" PSL beam 3.50" Hangers 1.50" 1579 2919 4498 See note 1 2 - Stud wall - HF 3.50" 2.25" 1 2.07" 1563 2881 4444 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 18' 11" o/c Bottom Edge (Lu) 18' 11" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger HHUS5.50/10 3.00" N/A 30-10d 10-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 19' 2 3/4" N/A 23.0 -- 1 -Uniform (PLF) 0 to 19' 4" (Front) N/A 58.0 126.0 Linked from: Roof:RB35, Support 1 2 - Uniform (PLF) 0 to 19' 4" (Back) N/A 82.0 174.0 Linked from: Roof: RB34, Support 1 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 21/61 a FORTE'M3 MEMBER REPORT Roof, Wall: HDR R13 (FRNT DOOR) 2 piece(s) 2 x 8 HF No.2 PASSED L 3' 6" 0 ❑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) Member Reaction (Ibs) 845 @ 1 1/2" 3645 (3.00") Passed (23%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 484 @ 10 1/4" 2501 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 743 @ 2' 2569 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.009 @ 2' 0.125 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.015 @ 2' 0.188 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 322 523 845 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 322 523 845 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' o/c Bottom Edge (Lu) 4' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 4' N/A 5.5 1 - Uniform (PLF) 0 to 4' N/A 30.0 - Load from wall above Linked from: Roof: 2 - Uniform (PLF) 0 to 4' N/A 125.5 261.5 R33 (Entry), Support 2 Member Notes Front door header System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 22 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Wall: Column R7-i 1 piece(s) 6 x 8 DF No.1 Drawing is Conceptual Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 0 Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 17 50 Passed (33%) -- -- Compression (Ibs) 3946 38404 Passed (10%) 1.15 1.0 D + 1.0 S [1] Plate Bearing (Ibs) 3946 16706 Passed (24%) -- 1.0 D + 1.0 S [1] Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.01 @ mid -span 0.76 Passed L 10686 1.0 D + 1.0 S [1] Bending/Compression 0.08 1 Passed (8%) 1.15 1.0 D + 1.0 S [1] • Lateral deflection criteria: Wind (U120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Dead Roof Live Snow Wind Vertical Load Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 - Point (Ib) N/A 1563 33 2383 27/-178 Linked from: Roof: FB R7 (KTCHN), Support 1 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 23 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Wall: Column R7-j 1 piece(s) 6 x 8 DF No.1 Drawing is Conceptual Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 0 Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 17 50 Passed (33%) -- -- Compression (Ibs) 6448 38404 Passed (17%) 1.15 1.0 D + 1.0 S [1] Plate Bearing (Ibs) 6448 16706 Passed (39%) 1.0 D + 1.0 S [1] Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.01 @ mid -span 0.76 Passed (L/6539) 1.0 D + 1.0 S [1] Bending/Compression 0.15 1 Passed (15%) 1.15 1.0 D + 1.0 S [1] • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on Nos. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 7' 7 1/2" System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Dead Roof Live Snow Wind Vertical Load Tributary Width (0.90) (non -snow: 1.25) (1.15) (1.60) Comments 1 - Point (lb) N/A 2415 27 4033 22/-143 Linked from: Roof: FB R7 (KTCHN), Support 2 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 24 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Wall: Column R11-j 1 piece(s) 4 x 8 DF No.1 (Plank) Drawing is Conceptual Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 0 Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%) -- -- Compression (Ibs) 5967 16943 Passed (35%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 5967 10784 Passed (55%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.04 @ mid -span 0.76 Passed (L/2155) 1.0 D + 1.0 S Bending/Compression 0.36 1 Passed (36%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 7' 7 1/2" Dead Roof Live Snow Vertical Load Tributary Width (0.90) (non -snow: 1.25) (1.15) Comments 1 - Point (lb) N/A 2347 171 3620 Linked from: Roof: FB R11 (BDRM), Support 2 System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 25 / 61 a" O R T CM MEMBER REPORT PASSED Roof, Wall: Column R12-j 1 piece(s) 4 x 6 DF No.1 Drawing is Conceptual Wall Height: 8' Member Height: 7' 7 1/2" Tributary Width: 0 Design Results Actual Allowed Result LDF Load: Combination Slenderness 26 50 Passed (52%) -- -- Compression (Ibs) 4444 12936 Passed (34%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 4444 8181 Passed (54%) 1.0 D + 1.0 S Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.03 @ mid -span 0.76 Passed (L/3450) 1.0 D + 1.0 S Bending/Compression 0.30 1 Passed (30%) 1.15 1.0 D + 1.0 S • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Spruce -Pine -Fir Base 2X Spruce -Pine -Fir Max Unbraced Length Comments 7' 7 1/2" Dead Snow Vertical Load Tributary Width (0.90) (1.15) Comments 1 - Point (lb) N/A 1563 2881 Linked from: Floor: FB R12, Support 2 System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 26 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: GJ1 1 piece(s) it 7/8" TJI@ 230 @ 24" OC Overall Length: 23' 6' 0 0 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) Member Reaction (Ibs) 771 @ 2 1/2" 1708 (3.50") Passed (45%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 749 @ 3 1/2" 1903 Passed (39%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 3858 @ 10' 5" 4847 Passed (80%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.626 @ 10' 6" 1.033 Passed (L/396) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.920 @ 10' 5 7/8" 1 1.377 1 Passed (L/269) 1 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Right end of the member. See literature detail (PB1) For clarification. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Stud wall - HF 3.50" 3.50" 1.75" 249 522 3/-154 774/ Blocking 154 2 - Stud wall - HF 3.50" 3.50" 3.50" 315 657 -236 972/ Blocking 2 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 3" o/c Bottom Edge (Lu) 9' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead (0.90) Snow (1.15) Wind (1.60) comments 1 - Uniform (PSF) 0 to 23' 6" 24" 12.0 25.0 - Roof Loading 2 - Uniform (PSF) 7' 6" to 23' 6" 24" - - -9.3 Wind loading 3 - Uniform (PSF) 0 to 7' 6" 24" -5.9 Wind loading Notes System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0.25/12 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 27 / 61 a FORTE"M3 MEMBER REPORT New Garage Framing, Roof: GJ2 1 piece(s) it 7/8" TJI@ 210 @ 24" OC PASSED Overall Length: _1 i 20 7' 0 0 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) Member Reaction (Ibs) 783 @ 2 1/2" 1679 (3.50") Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 762 @ 3 1/2" 1903 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3983 @ 10' 7" 4364 Passed (91%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.711 @ SO' 7" 1.038 Passed (L/350) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.052 @ SO' 7" 1.384 Passed (L/237) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Stud wall -SPF 3.50" 3.50" 1.75" 254 529 -197 7197 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.75" 254 529 -197 783/ Blocking • rsiocKmg raneis are assumed to carry no ioaas appueo aireary aoove mem ano me rui ioaa is appueo to me memoer oeing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 21' 2" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Wind (1.60) Comments 1 - Uniform (PSF) 0 to 21' 2" 24" 12.0 25.0 -9.3 Roof Loading System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0.25/12 Weyerhaeuser Notes Neyerhaeuser 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 elated to the 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 esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13K and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to vww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 28 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: GJ1b 1 piece(s) it 7/8" TJI@ 210 @ 24" OC Overall Length: ? - 0 0 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) Member Reaction (Ibs) 133 @ 2 1/2" 1679 (3.50") Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 111 @ 3 1/2" 1903 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 93 @ P 9 1/2" 4364 Passed (2%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 9 1/2" 0.158 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.002 @ 1' 9 1/2" 1 0.211 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.75" 43 90 133 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 1.75" 43 90 133 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 7" o/c Bottom Edge (Lu) 3' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 3' 7" 24" 12.0 25.0 Roof Loading System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0.25/12 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 29 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Wall: Header G3 2 piece(s) 2 x 8 HF No.2 Overall Length: 6' 3' Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 930 @ 1 1/2" 3645 (3.00") Passed (26%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 476 @ 10 1/4" 2501 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 702 @ 1' 9" 2569 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.007 @ 1' 9" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.011 @ 1' 9" 1 0.162 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Trimmer - HF 3.00" 3.00" 1.50" 355 575 -207 None 20/ 2 - Trimmer - HF 3.00" 3.00" 1.50" 355 575 -207 None 20/ Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 3' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 5.5 -- -- 1 - Uniform (PLF) 0 to 3' 6" N/A 40.0 - - Load from wall above 2 - Uniform (PLF) 0 to 3' 6" N/A 157.5 328.5 118.0 Linked from: Roof: G31,Support 2 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/w(>odproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 30 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Wall: Header G4 2 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL Overall Length: 6' F� 3' Ivl All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (Ibs) 3289 @ 1 1/2" 7613 (3.00") Passed (43%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 3252 @ 10 1/4" 5544 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) 4742 @ P 7" 8182 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) [1] Live Load Defl. (in) 0.035 @ 1' 7" 0.108 Passed (L/999+) 1.0 D + 1.0 S (All Spans) [1] Total Load Defl. (in) 0.054 @ 1' 7" 1 0.162 Passed (L/726) 1.0 D + 1.0 S (All Spans) [1] • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 -Trimmer - HF 3.00" 3.00" 1.50" 1140 2150 50/-562 356 / None 2 - Trimmer - HF 3.00" 3.00" 1.50" 934 1758 41/-458 2458 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 3' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location Tributary Width (0.90) (1.15) (1.60) comments 0 - Self Weight (PLF) 0 to 3' 6" N/A 7.4 -- -- 1 - Uniform (PSF) 0 to 3' 6" 1' 12.0 25.0 - Roof trib 2 - Point (lb) 1' 7" N/A 2006 3820 91/-3020 Linked from: Roof: DB G5, Support 1 System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 31/61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: DB G5 1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL Overall Length: 27 11 3/4' 24' 5 314" n 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) [Group] Member Reaction (Ibs) 10754 @ 25' 2" 18047 (5.50") Passed (60%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 6186 @ 23' 9 1/4" 16342 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) 33809 @ 12' 3 3/16" 46854 Passed (72%) 1.15 1.0 D + 1.0 S (Alt Spans) [1] Live Load Defl. (in) 0.973 @ 12' 7 3/4" 1.242 Passed (L/306) 1.0 D + 1.0 S (Alt Spans) [1] Total Load Defl. (in) 1.446 @ 12' 6 3/4" 1 1.656 1 Passed (L/206) 1 1.0 D + 1.0 S (Alt Spans) [1] • Deflection criteria: ILL (L/240) and TL (L/180). • Overhang deflection criteria: ILL (2L/240) and TL (2L/180). Upward deflection on right cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Upward deflection on right cantilever exceeds 0.4". Bearing Length Loads to Supports (Ibs) Total Available I Required Dead Snow Wind Total Supports Accessories 1 - Column - DF 5.50" 5.50" 1.78" 2006 3820 91/-1020 5917/ Blocking 1020 2 -Column - DF 5.50" 5.50" 3.28" 3826 6928 48/-1681 802/ 10681 Blocking 181 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 28' o/c Bottom Edge (Lu) 28' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 0 to 27' 11 3/4" N/A 23.0 1 - Uniform (PLF) 0 to 21' 5 1/4" (Front) N/A 21.5 45.0 - Linked from: Roof: G31b, Support 2 2 - Point (lb) 21' S 1/4" (Top) N/A 490 1121 41/-395 Linked from: Roof: FB G6, Support 1 3 - Point (lb) 27' 11 3/4" (Top) N/A 1569 2903 -588 Linked from: Roof: FB G6, Support 2 4 - Uniform (PLF) 0 to 21' 5 1/4" (Back) N/A 124.5 261.0 1.5/-77.0 Linked from: Roof: G11, Support 1 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 32 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: FB G6 3 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Leng1h:9' 5 1/2" 5181, Ivl 2' 4" ❑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) Member Reaction (Ibs) 4471 @ 6' 11 3/4" 7809 (3.50") Passed (57%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1676 @ 8' 1 3/8" 13622 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -4021 @ 6' 11 3/4" 30788 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.021 @ 9' 5 1/2" 0.248 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.031 @ 9' 5 1/2" 1 0.331 Passed (2L/999+) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: ILL (L/240) and TL (L/180). • Overhang deflection criteria: ILL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Column Cap - steel 14.00" 12.75" 1.50" 490 1121 41/-395 1395/ 1 1/4" Rim Board 2 -Stud wall - SPF 3.50" 3.50" 2.00" 1569 2903 -588 4588 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 4" o/c Bottom Edge (Lu) 9' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.15) (1.60) Comments 0 - Self Weight (PLF) 1 1/4" to 9' 5 1/2" N/A 18.2 1 - Uniform (PSF) 0 to 9' 5 1/2" (Front) 1' 15.0 25.0 - Roof Trib 2 - Uniform (PLF) 0 to 9' S 1/2" (Back) N/A 127.0 264.5 gg,5 Linked from: Roof: G32, Support 1 3 - Uniform (PLF) 0 to 9' 5 1/2" (Front) N/A 21.5 45.0 _ Linked from: Roof: G31b, Support 2 4 - Point (lb) 9' 5 1/2" (Top) N/A 342 640 Linked from: Roof: FIB G10, Support 1 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 33 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: G61b 1 piece(s) 11 7/8" TJI@ 210 Overall Length: 3" d' 8 L 0 0 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) Member Reaction (Ibs) 166 @ 4' 11 1/2" 1156 (1.75") Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 166 @ 4' 11 1/2" 1903 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 199 @ 2' 6 3/4" 4364 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.004 @ 2' 6 3/4" 0.240 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 2' 6 3/4" 1 0.319 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 62 115 177 1 1/4" Rim Board 2 - Hanger on 11 7/8" PSL beam 3.50" Hangers 1 1.75" / 2 64 121 185 See note s • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 10" o/c Bottom Edge (Lu) 4' 10" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 4' 11 1/2" N/A 2.8 -- 1 -Uniform (PLF) 0 to 5' 3" N/A 21.5 45.0 Linked from: Roof:GJ1b, Support 1 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 34 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: G6c 1 piece(s) 11 7/8" TJI@ 210 Overall Length: -, - IY All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 282 @ 8' 3 1/2" 1156 (1.75") Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 282 @ 8' 3 1/2" 1903 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 572 @ 4' 2 3/4" 4364 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.021 @ 4' 2 3/4" 0.406 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.032 @ 4' 2 3/4" 1 0.542 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 102 190 292 1 1/4" Rim Board 2 - Hanger on 11 7/8" PSL beam 3.50" Hangers 1 1.75" / 2 105 196 301 See note s • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • s See Connector grid below for additional information and/or requirements. • z Required Bearing Length / Required Bearing Length with Web Stiffeners Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 2" o/c Bottom Edge (Lu) 8' 2" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0/12 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger IUS2.06/11.88 2.00" N/A 10-10dx1.5 2-Strong-Grip • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 3 1/2" N/A 2.8 -- 1 -Uniform (PLF) 0 to 8' 7" N/A 21.5 45.0 Linked from: Roof:GJ1b, Support 1 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 35 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: DB G7 1 piece(s) 5 1/4" x 14" 2.2E Parallam@ PSL Overall Length: 1= - 9131, YI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. r 2' 7" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group] Member Reaction (Ibs) 10957 @ 9' 9 1/4" 18047 (5.50") Passed (61%) 1.0 D + 1.0 S (All Spans) [1] Shear (Ibs) 5193 @ 11' 2" 16342 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) [1] Moment (Ft-Ibs) -14591 @ 9' 9 1/4" 46854 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) [1] Live Load Defl. (in) 0.068 @ 12' 7" 0.281 Passed (2L/992) 1.0 D + 1.0 S (Alt Spans) [1] Total Load Defl. (in) 0.097 @ 12' 7" 1 0.375 Passed (2L/698) 1.0 D + 1.0 S (Alt Spans) [1] • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Snow Wind Total Supports Accessories 1 - Column - SPF 3.50" 3.50" 1.50" 521 1502 221/-714 2714/ Blocking 2 -Column - DF 5.50" 5.50" 3.34" 3809 7148 -1975 10955 Blocking 197 • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 7" o/c Bottom Edge (Lu) 12' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Wind Vertical Loads Location (Side) Tributary Width (0.90) (1.1s) (1.60) Comments 0 - Self Weight (PLF) 0 to 12' 7" N/A 23.0 1 - Point (lb) 6' 8" (Top) N/A 490 1121 41/-395 Linked from: Roof: FB G6, Support 1 2 - Point (lb) 12' 7" (Top) N/A 1569 2903 -588 Linked from: Roof: FB G6, Support 2 3 - Uniform (PLF) 0 to 12' 7" (Top) N/A 157.5 328.5 118.0 Linked from: Roof: GJ1, Support 2 System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 36 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: FB G8 1 piece(s) 11 7/8" TJI@ 230 Overall Length: 2J' 11" I I 20' 7,. L 2191, 1I ❑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) Member Reaction (Ibs) 770 @ 2" 1360 (2.25") Passed (57%) 1.15 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 810 @ 20' 10 1/2" 1903 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3801 @ 10' 1 1/4" 4847 Passed (78%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.611 @ 10' 5 9/16" 1.043 Passed (L/410) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.913 @ 10' 5" 1 1.390 1 Passed (L/274) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Right end of the member. See literature detail (PB1) For clarification. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beam - SPF 3.50" 2.25" 1.75" 266 511 777 1 1/4" Rim Board 2 - Beam - SPF 3.50" 3.50" 1 3.50" 481 893 1374 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 3" o/c Bottom Edge (Lu) 8' o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 23' 11" N/A 3.0 -- 1 - Uniform (PSF) 0 to 23' 11" 2' 12.0 25.0 Default Load 2 - Point (lb) 23' 11" N/A 102 190 Linked from: Roof: G6c, Support 1 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/wGodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 37 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Roof: FB G10 1 piece(s) 11 7/8" TJI@ 210 Overall Length: 26' 11" 1 1 3' 20' 7" L 0 ❑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) Member Reaction (Ibs) 1104 @ 24' 1/4" 2467 (3.50") Passed (45%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 604 @ 23' 10 1/2" 1903 Passed (32%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 2506 @ 13' 5 3/8" 4364 Passed (57%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.449 @ 13' 6 1/2" 1.044 Passed (L/558) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1 0.647 @ 13' 6 5/16" 1 1.392 1 Passed (L/387) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the left and right end of the member. See literature detail (PB1) For clarification. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 3.50" 342 640 982 Blocking 2 - Stud wall - SPF 3.50" 3.50" 3.50" 387 717 1104 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 7" o/c Bottom Edge (Lu) 7' 1" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 26' 11" N/A 2.8 1 - Uniform (PSF) 0 to 26' 11" 1' 6" 12.0 25.0 Default Load 2 - Point (lb) 0 N/A 64 121 Linked from: Roof: G6b, Support 2 3 - Point (lb) 26' 11" N/A 105 196 Linked from: Roof: G6c, Support 2 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 0/12 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 38 / 61 a" O R T CM MEMBER REPORT PASSED New Garage Framing, Wall: G5j 1 piece(s) 6 x 6 DF No.1 Drawing is Conceptual Wall Height: 7' 8" Member Height: 7' 3 1/2" Tributary Width: V Design Results Actual Allowed Result LDF Load: Combination [Load Group] Slenderness 16 50 Passed (32%) Compression (Ibs) 10754 28863 Passed (37%) 1.15 1.0 D + 1.0 S [1] Plate Bearing (Ibs) 10754 12251 Passed (88%) -- 1.0 D + 1.0 S [1] Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.04 @ mid -span 1 0.73 Passed (L/2205) 1.0 D + 1.0 S [1] Bending/Compression 0.47 1 Passed (47%) 1.15 1.0 D + 1.0 S [1] • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 173 1/2" Dead Snow Wind Vertical Load Tributary Width (0.90) (1.15) (1.60) Comments 1 - Point (lb) N/A 3826 6928 48/-1681 Linked from: Roof: DB G5, Support 2 Notes System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 39 / 61 a" O R T CM MEMBER REPORT PASSED Deck, Floor: DJ1 1 piece(s) 2 x 10 HF No.2 @ 16" OC Overall Length: 10' IL J 10 0 0 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) Member Reaction (Ibs) 457 @ 3 1/2" 911 (1.50") Passed (50%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 362 @ 1' 3/4" 1388 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1020 @ 5' 1917 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.117 @ 5' 0.235 Passed (L/966) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.133 @ 5' 0.471 1 Passed (L/847) 1 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Prolm Rating N/A N/A I N/A I N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 9 1/4" HF beam 3.50" Hanger' 1.50" 60 400 167 627 See note' 2 - Hanger on 9 1/4" HF IedgerOnMasonry 3.50" Hanger' 1 1.50" 60 400 167 627 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 5" o/c Bottom Edge (Lu) 9' 5" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 2 - Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 10' 16" 9.0 60.0 25.0 Snow loading Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 40 / 61 a" O R T CM MEMBER REPORT PASSED Deck, Floor: DJ2 1 piece(s) 2 x 10 HF No.2 @ 16" OC Overall Length: ; IL J 6' 4" 0 0 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) Member Reaction (Ibs) 283 @ 3 1/2" 911 (1.50") Passed (31%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 196 @ 1' 3/4" 1388 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 386 @ 3' 2" 1917 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.016 @ 3' 2" 0.144 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.019 @ 3' 2" 1 0.287 1 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-Prolm Rating N/A I N/A I N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 9 1/4" HF beam 3.50" Hanger' 1.50" 42 253 106 401 See note' 2 - Hanger on 9 1/4" HF IedgerOnMasonry 3.50" Hanger' 1 1.50" 42 253 106 401 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 9" o/c Bottom Edge (Lu) 5' 9" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 2 - Face Mount Hanger LU28 1.50" N/A 8-10dx1.5 6-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 4" 16" 10.0 60.0 25.0 Snow loading Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 41 / 61 a FORTE M3 MEMBER REPORT Deck, Floor: FB D1 1 piece(s) 4 x 10 DF No.1 Overall Length: 8' 9" IL J L 8' 2" L 0 0 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) Member Reaction (Ibs) 1520 @ 3 1/2" 3281 (1.50") Passed (46%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1170 @ 1' 3/4" 3885 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2945 @ 4' 4 1/2" 4991 Passed (59%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.081 @ 4' 4 1/2" 0.204 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.095 @ 4' 4 1/2" 1 0.408 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 9 1/4" DF beam 3.50" Hanger' 1.50" 230 1313 548 2091 See note' 2 - Hanger on 9 1/4" DF beam 3.50" Hanger' 1 1.50" 230 1313 548 2091 See note' • At nanger supports, the I otal bearing dimension is equal to the wiotn or the material tnat is supporting the nanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 2" o/c Bottom Edge (Lu) 8' 2" o/c -Maximum allowable bracing intervals based on applied load. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS410 2.00" N/A 8-10d 6-10d 2 - Face Mount Hanger LUS410 2.00" N/A 8-10d 6-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 8' 5 1/2" N/A 8.2 1 - Uniform (PLF) 0 to 8' 9" (Front) N/A 45.0 300.0 125.3 Linked from: Floor: D11, Support 1 �Member Notes oists ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 42 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 43 / 61 a FORTE M3 MEMBER REPORT Deck, Floor: FB D2 1 piece(s) 6 x 12 DF No.1 PASSED IL n Overall Length: 1 :- 8' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. T 6" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4411 @ 8' 6 1/4" 18906 (5.50") Passed (23%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3137 @ 9' 8 1/2" 7168 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -5477 @ 8' 6 1/4" 13638 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.043 @ 10' 3" 0.200 Passed (2L/954) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.049 @ 10' 3" 0.200 Passed (2L/848) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (21L/0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • -503 Ibs uplift at support located at 3 1/2". Strapping or other restraint may be required. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. 91 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 11 1/2" HF IedgerOnMasonry 3.50" Hanger' 1.50" 42 264/-545 -230 775 See note 1 2 - Column - DF 5.50" 5.50" 1.50" 762 3131 1321 5627 Blocking • tllocKmg Panels are assumea to carry no ioaas appnea airecay aaove mem ano me run loaa is appnea to the memoer Deing aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' o/c Bottom Edge (Lu) 10' o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger U610 2.00" N/A 14-10dx1.5 6-10d • Refer to manutacturer notes and instructions for proper installation and use or all connectors. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 10' 3" N/A 16.0 1 - Uniform (PSF) 0 to 10' 3" (Top) 1' 6" 12.0 40.0 - Deck trib 2 - Point (lb) SO' 3" (Front) N/A 230 1313 548 Linked from: Floor: FB D1, Support 1 3 - Point (lb) 10' 3" (Back) N/A 230 1313 548 Linked from: Floor: FB D1, Support 2 Member Notes AML— West dropped deck beams ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 44 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 45 / 61 a" O R T CM MEMBER REPORT PASSED Deck, Floor: FB D3 1 piece(s) 6 x 12 DF No.1 Overall Lengih:6' 6 1/2' 4' 3 1/2" IY 1' 6" 0 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) Member Reaction (Ibs) 1986 @ 4' 9 3/4" 12251 (5.50") Passed (16%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1049 @ 6' 7168 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1883 @ 4' 9 3/4" 13638 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.009 @ 6' 6 1/2" 0.200 Passed (2L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 1 0.011 @ 6' 6 1/2" 1 0.200 1 Passed (2L/999+) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • -313 Ibs uplift at support located at 2". Strapping or other restraint may be required. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total ailable Required Dead Floor Live Snow Total 1 -Stud wall - HF 3.50" ;2.25" 1.50" 10 224/-323 24/-90 413 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 5.50" 1.50" 379 1511 632 2522 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 5" o/c Bottom Edge (Lu) 6' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 66 1/2" N/A 16.0 1 - Uniform (PSF) 0 to 6' 6 1/2" (Front) 1' 6" 12.0 60.0 25.0 Deck Trib 2 - Point (lb) 6' 6 1/2" (Front) N/A 168 814 341 Linked from: Floor: D4, Support 1 Member Notes northern dropped deck beams System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 46 / 61 a FORTE M3 MEMBER REPORT Deck, Floor: D4 1 piece(s) 4 x 10 DF No.1 Overall Length: -, - IL J 0 0 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) Member Reaction (Ibs) 967 @ 3 1/2" 3281 (1.50") Passed (29%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 741 @ 1' 3/4" 3885 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1836 @ 4' 3 1/2" 4991 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 4' 3 1/2" 0.200 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.057 @ 4' 3 1/2" 1 0.400 1 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 9 1/4" DF beam 3.50" Hanger' 1.50" 168 814 341 1323 See note' 2 - Hanger on 11.25" DF beam 3.50" Hanger' 1 1.50" 168 814 341 1323 See note' • At nanger supports, the I otal bearing dimension is equal to the wiotn or the material tnat is supporting the ranger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' o/c Bottom Edge (Lu) 8' o/c -Maximum allowable bracing intervals based on applied load. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d 2 - Face Mount Hanger LUS48 2.00" N/A 6-10dx1.5 4-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 8' 3 1/2" N/A 8.2 1 - Uniform (PLF) 0 to 8' 7" (Front) N/A 31.5 189.8 79.5 Linked from: Floor: D32, Support 1 Member Notes north Meter ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 47 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 48 / 61 a FORTE'M3 MEMBER REPORT Deck, Floor: FB D5 1 piece(s) 6 x 12 DF No.1 PASSED Overall Length: 11' 11' i 9' 11 112" 0 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) Member Reaction (Ibs) 2775 @ 1' 8 3/4" 12251 (5.50") Passed (23%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1609 @ 6 1/2" 7168 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2849 @ 1' 8 3/4" 13638 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.025 @ 0 0.200 Passed (2L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.026 @ 0 0.200 Passed (2L/999+) 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 482 2157 900 3539 Blocking 2- Hanger on 11 1/2" DF beam 3.50" Hangers 1.50" 113 472/-217 146 721/ See note' • b10CKmg Panels are assumes to carry no loaas applied airecuy above tnem ano me tun Joao Is appneo to the member being cieslgnea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 8" o/c Bottom Edge (Lu) 11' 8" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger U610 2.00" N/A 14-10dx1.5 6-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 7 1/2" N/A 16.0 -- -- 1 - Uniform (PSF) 0 to 11' 11" (Front) 1' 6" 10.0 60.0 25.0 deck trib 2 - Point (lb) 0 (Front) N/A 230 1313 548 Linked from: Floor: FB D1, Support 2 Member Notes northern most deck beam by stair ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 49 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 50 / 61 a FORTE'M3 MEMBER REPORT Deck, Floor: FB D6 1 piece(s) 6 x 12 DF No.1 PASSED IY . _ralI Length: 6' 6 1/2' 4' 3 1/2" 1' 6" 0 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) [Group] Member Reaction (Ibs) 3931 @ 4' 9 3/4" 12251 (5.50") Passed (32%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) [1] Shear (Ibs) 1282 @ 6' 7168 Passed (18%) 1.00 1.0 D + 1.0 L (All Spans) [1] Moment (Ft-Ibs) -2525 @ 4' 9 3/4" 13638 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) [1] Live Load Defl. (in) 0.012 @ 6' 6 1/2" 0.200 Passed (2L/999+) -- 1.0 D + 0.75 L + 0.75 S (Alt Spans) [1] Total Load Defl. (in) 0.013 @ 6' 6 1/2" 1 0.200 1 Passed (2L/999+) I -- 1 1.0 D + 0.75 L + 0.75 S (Alt Spans) [1] • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). • Allowed moment does not reflect the adjustment for the beam stability factor. • -378 Ibs uplift at support located at 2". Strapping or other restraint may be required. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total ailable Required Dead Floor Live Snow Total 1 - Stud wall - HF 3.50" ;2.25" 1.50" 59 550/-438 115/-81 724/ 519 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 5.50" 1.76" 700 3060 1247 5007 Blocking • Kim uoara is assumea to carry aii ioaas appuea airecay aoove It, Dypassmg me memoer Demg aesignea. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 5" o/c Bottom Edge (Lu) 6' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.00) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 66 1/2" N/A 16.0 1 - Uniform (PSF) 0 to 6' 6 1/2" (Front) 1' 6" 12.0 60.0 25.0 Deck Trib 2 - Uniform (PSF) 2' 11 1/4" to 6' 6 1/2" (Front) 5' 11 1/2" 12.0 60.0 25.0 Trib load from stair 3 - Point (lb) 6' 6 1/2" (Front) N/A 168 814 341 Linked from: Floor: D4, Support 1 4 - Point (lb) 2' 11 1/4" (Front) N/A 113 472/-217 146 Linked from: Floor: FB D5, Support 2 Member Notes Dropped beam at stair ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 11/10/2021 1:05:56 AM UTC FOrteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 51 / 61 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.O.17, Data: V8.1.O.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 52 / 61 a FORTE"M3 MEMBER REPORT Main Floor Framing, Floor: MBJ1 1 piece(s) 2 x 12 DF No.1 @ 16" OC PASSED Overall Length: 15' I 14 7' 11 ❑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) Member Reaction (Ibs) 519 @ 2 1/2" 1367 (2.25") Passed (38%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 441 @ 1' 2 3/4" 2025 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1886 @ 7' 7" 3032 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.188 @ 7' 7" 0.369 Passed (L/943) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.244 @ 7' 7" 1 0.738 1 Passed (L/725) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A I N/A I N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 121 404 525 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 121 404 525 1 1/4" Rim Board • Kim boara is assumea to carry aii ioaas appiiea airecuy aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 1" o/c Bottom Edge (Lu) 15' o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 152" 16" 12.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 53 / 61 a" O R T CM MEMBER REPORT PASSED Main Floor Framing, Floor: MBJ2 1 piece(s) 2 x 10 HF No.2 @ 16" OC Overall Length: 12' 5 112" 11 ❑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) Member Reaction (Ibs) 425 @ 2 1/2" 1367 (2.25") Passed (31%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 358 @ 1' 3/4" 1388 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1257 @ 6' 2 3/4" 1917 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.196 @ 6' 2 3/4" 0.301 Passed (L/737) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.255 @ 6' 2 3/4" 1 0.602 1 Passed (L/567) 1 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A I N/A I N/A I N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 100 332 432 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 100 332 432 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' 8" o/c Bottom Edge (Lu) 12' 3" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 5 1/2" 16" 12.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 54 / 61 a" O R T CM MEMBER REPORT PASSED Main Floor Framing, Floor: MBJ3 1 piece(s) 2 x 10 HF No.2 @ 16" OC Overall Length: 6' 11" I 6' d" 11 ❑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) Member Reaction (Ibs) 233 @ 2 1/2" 1367 (2.25") Passed (17%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 166 @ 1' 3/4" 1388 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 366 @ 3' 5 1/2" 1917 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.017 @ T 5 1/2" 0.162 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.022 @ T 5 1/2" 0.325 1 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating N/A N/A I N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 55 184 239 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 55 184 239 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 9" o/c Bottom Edge (Lu) 6' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 6' 11" 16" 12.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 55 / 61 a" O R T CM MEMBER REPORT PASSED Main Floor Framing, Floor: FB M1 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL Overall Length: 9' 8' 9' 1 ,. 11 ❑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) Member Reaction (Ibs) 4597 @ 2" 4922 (2.25") Passed (93%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 4160 @ 1' 3/4" 6259 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 9241 @ 3' 1 9/16" 12416 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.231 @ 4' 7 1/4" 0.233 Passed (L/486) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.306 @ 4' 7 1/4" 1 0.467 Passed (L/366) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - DF 3.50" 2.25" 2.10" 1143 3500 4643 1 1/4" Rim Board 2 - Plate on concrete - HF 3.50" 2.25" 1 2.07" 735 2243 2978 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 6" o/c Bottom Edge (Lu) 9' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 9' 6 3/4" N/A 10.1 1 - Uniform (PSF) 0 to 9' 8" (Front) 1' 12.0 40.0 Default Load 2 - Uniform (PLF) 0 to 9' 8" (Front) N/A 90.8 303.0 Linked from: Floor: MB31, Support 2 3 - Point (lb) 2' 5" (Back) N/A 789 2427 Linked from: Floor: FB M2, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 56 / 61 a FORTE"M3 MEMBER REPORT Main Floor Framing, Floor: FB M2 1 piece(s) 3 1/2" x 9 1/4" 2.2E Parallam@ PSL PASSED Overall Length: 12' 5" IL L 11' 10" I 0 0 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) Member Reaction (Ibs) 3070 @ 3 1/2" 3281 (1.50") Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2674 @ 1' 3/4" 6259 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 9177 @ 6' 3 1/4" 12416 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.373 @ 6' 3 1/4" 0.399 Passed (L/385) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.495 @ 6' 3 1/4" 0.598 Passed (L/290) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 9 1/4" DF beam 3.50" Hangers 1.50" 789 2427 3216 See note 1 2 - Column - HF 3.50" 3.50" 1 1.50" 777 2378 3155 None • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 12' 2" o/c Bottom Edge (Lu) 12' 2" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger HHUS48X SKR16 3.00" N/A 22-16d 8-16d • Keter to manutacturer notes and instructions for proper installation and use or all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 12' 5" N/A 10.1 1 - Uniform (PLF) 0 to 12' 5" (Front) N/A 75.0 249.0 Linked from: Floor: MBJ2, Support 2 2 - Uniform (PLF) 0 to 12' 5" (Back) N/A 41.3 138.0 Linked from: Floor: MB33, Support 1 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 57 / 61 a" O R T CM MEMBER REPORT PASSED Main Floor Framing, Floor: FB M3 1 piece(s) 2 x 10 HF No.2 Overall Length: 6' 8 114' 6 1 114' 1❑ ❑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) Member Reaction (Ibs) 409 @ 3 1/2" 911 (1.50") Passed (45%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 308 @ 1' 3/4" 1388 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 637 @ T 4 7/8" 1667 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.026 @ T 4 7/8" 0.156 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.035 @ T 4 7/8" 0.311 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on HF studWall 3.50" Hanger' 1.50" 111 335 446 See note 1 2 - Stud wall - HF 3.50" 2.25" 1 1.50" 108 323 431 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Top Edge (Lu) 64" o/c Bottom Edge (Lu) 64" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 7" N/A 3.5 1 - Uniform (PSF) 0 to 6' 8 1/4" (Front) 2' 5 1/2" 12.0 40.0 Trib loading Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 58 / 61 a FORTE"M3 MEMBER REPORT Main Floor Framing, Wall: Header M6 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED 0 Overall Length: 7' 1 fl" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. i 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2186 @ 8' 2 1/2" 11419 (3.00") Passed (19%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2003 @ 7' 5 3/4" 8317 Passed (24%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 6534 @ 4' 6" 12273 Passed (53%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.118 @ 4' 2 1/2" 0.269 Passed (L/824) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 1 0.216 @ 4' 2 9/16" 1 0.313 1 Passed (L/450) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Roof Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 851 806 78 712 2447 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 952 806 93 839 2690 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 4" o/c Bottom Edge (Lu) 8' 4" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Roof Live Snow Vertical Loads Location Tributary Width (0.90) (1.00) (non -snow: 1.25) (1.15) Comments 0 - Self Weight (PLF) 0 to 8' 4" N/A 11.1 1 - Uniform (PSF) 0 to 8' 4" 4' W" 12.0 40.0 - - Floor trib loading Linked from: Roof: 2 - Point (lb) 4' 6" N/A 1227 - 171 1551 FB R11 (BDRM), Support 1 Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 59 / 61 a" O R T CM MEMBER REPORT PASSED Main Floor Framing, Wall: Mli 1 piece(s) 4 x 6 DF No.2 Drawing is Conceptual Wall Height: 8' 6" Member Height: 8' 1 1/2" Tributary Width: 0 Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) -- -- Compression (Ibs) 4643 10866 Passed (43%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 4643 7796 Passed (60%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.03 @ mid -span 0.81 Passed (L/2917) 1.0 D + 1.0 L Bending/Compression 0.44 1 Passed (44%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 8' Dead Floor Live Vertical Load Tributary Width (0.90) (1.00) Comments 1 - Point (lb) N/A 1143 3500 Linked from: Floor: FB M1, Support 1 System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 60 / 61 a" O R T CM MEMBER REPORT PASSED Main Floor Framing, Wall: M2j 1 piece(s) 4 x 6 DF No.2 Drawing is Conceptual Wall Height: 8' 6" Member Height: 8' 1 1/2" Tributary Width: 0 Design Results Actual Allowed Result LDF Load: Combination Slenderness 27 50 Passed (55%) -- -- Compression (Ibs) 3155 10866 Passed (29%) 1.00 1.0 D + 1.0 L Plate Bearing (Ibs) 3155 7796 Passed (40%) 1.0 D + 1.0 L Lateral Reaction (Ibs) 0 N/A Lateral Shear (lbs) 0 N/A Passed (N/A) N/A Lateral Moment (ft-Ibs) 0 @ mid -span N/A Passed (N/A) N/A Total Deflection (in) 0.02 @ mid -span 0.81 Passed (L/4292) 1.0 D + 1.0 L Bending/Compression 0.25 1 Passed (25%) 1.00 1.0 D + 1.0 L • Lateral deflection criteria: Wind (L/120) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 8' Dead Floor Live Vertical Load Tributary Width (0.90) (1.00) Comments 1 - Point (lb) N/A 777 2378 Linked from: Floor: FB M2, Support 2 System : Wall Member Type : Column Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Cameron Wressell ForteWEB Software Operator Job Notes Cameron Wressell Harriott Valentine Engineers (206) 550-7321 cwressell@harriottvalentine.com 11/10/2021 1:05:56 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Copy of Dunn Gravity Page 61/61 OSHPD Dunn 2.0 315 8th Ave N, Edmonds, WA 98020, USA Latitude, Longitude: 47.8127244,-122.370007 Sprague St Go gle Oeli 5l Date Design Code Reference Document Risk Category Site Class Daley St Sprague St Daley St a T z Edrno,�Nds St Edmonds St 11 /2/2021, 5:45:51 PM ASCE7-16 11 D - Default (See Section 11.4.3) Type Value Description SS 1.287 MCER ground motion. (for 0.2 second period) S, 0.453 MCER ground motion. (for 1.0s period) SMS 1.545 Site -modified spectral acceleration value SMt null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.03 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second F null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.548 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.658 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.287 Probabilistic risk -targeted ground motion. (0.2 second) SsLIH 1.415 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.212 Factored deterministic acceleration value. (0.2 second) S1 RT 0.453 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.506 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.901 Factored deterministic acceleration value. (1.0 second) PGAd 0.78 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.91 Mapped value of the risk coefficient at short periods CR1 0.895 Mapped value of the risk coefficient at a period of 1 s 0 a C Hummingbird Hill Park Map data ©2021 DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Harriott Valentine Engineers Inc. SECTION 3: LATERAL 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 11/9/2021 tel. 206-624-4760 1 fax 447-6971 Page of ROOF PLAN LEGEND ��•� NTIEPF IT OCCURS, SEE FLANS HEAM „1NDOW a D0025; YVALLS GROW SEE R MS OQ' S Y\ r 0 J . m t)(. a It \� C9 (b> A V Lit to II I -.1rr �yyI � � (P11M(0.MAv u• of LRrNc KI rNtaroelrvc C *rw i —nn nm K (65 r rlOppl � �]Telp roaaom weuram. clW 4 M WAKEd"r, LLC Maipe Hanna S� NA %1 Qr n IAI morn ervme. y�ai�alcaT ywena,.ruc +.a:�vra DUNN RESIDENCE SlI Dl.� b: aiH Alt N EDF'ECNCS. NA 19M Z - NDEX � M I �L.C`S "N,I�.OG1.Wr . rl EC'VCVe(N'.4 fI.4l,M .�eJ N^LC ,ikYYa RCd •J. JL rt WyIYNI U 'L„ S i `lY l tV�; Ma I v axr.xxw:l,w y u: arcr z+. seas � A] SrRCFr SHCEEP TfRE. —) y PROPOSED ROOF PLAN , ILA WI7R1 '. SHEET NUMBER A-1.4 j CKJ STAMP IN PROPOSED Harriott Valentine Engineers Inc. SEISMIC DESIGN ASCE 7-16 Equivalent Lateral Force Procedure Occupancy Category Seismic Design Category Importance Factor Site Class Ss S1 Fa Fv Ct x hn TL SMs = Fa*Ss SM1 = Fv*S1 SIDS = (2/3)*SMs Sol = (2/3)*SM1 Period Ta = Ct*hn^x To Ts Sa R no Cd Section 9.5.5 ok? II Table 1-1 D Table 11.6-1 1.00 Table 11.5-1 D Table 20.3-1 128.70 %g (from USGS Seismic Hazard Curves, 2008 data) 45.30 %g (from USGS Seismic Hazard Curves, 2008 data) 1.20 Table 11.4-1 and Section 11.4.8 1.50 Table 11.4-2 0.02 Table 12.8-2 0.75 Table 12.8-2 24.00 feet (height to highest level) 6 Figure 22-14 1.5444 Eq.11.4-1 0.6795 Eq.11.4-2 1.0296 g Eq. 11.4-3 0.4530 g Eq. 11.4-4 0.2169 s Eq. 12.8-7 0.0880 s per section 11.4.6 0.4400 s per section 11.4.6 1.0296 g per section 11.4.6 6.5 Table 12.2-1 2.5 Table 12.2-1 4 Table 12.2-1 Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs W, weight QE 0.1584 Eq.12.8-2 86,773 lb per table below 13,745lb Eq.12.8-1 Vertical Force Distribution (section 12.8.3) k = 1.00 Floor Seismic Floor Wall Wall Level Hx Area Dead Ld Wt. Length Wt. (ft) (ft2) (psf) (k) (ft) (k) New Garage 7.67 806 11 8.9 114 4.8 Ex roof 16.33 2088 12 25.1 223 10.5 Ex Main 7.75 1490 13 19.4 202 18.1 New Deck 7.75 479 10 4.8 0 0.0 Note: New deck constiutes only a 3.7% increase in lateral loading and as such is included in base shear but not new shearwalls 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 Total (LRFD) (ASD) Wt. WXHX CVX QE 0.7QE (k) (k-ft) (%) (k) (k) 13.7 104.8 10.7 1.48 1.03 35.6 581.2 59.5 8.18 5.72 37.5 290.8 29.8 4.09 2.86 4.8 37.1 3.8 0.52 0.37 86.77 976.77 100.00 13.74 9.62 11/5/2021 Page _ of _ WIND LOADS - DIRECTIONAL METHOD Per ASCE 7-16, Chapter 26 Exposure B (Ch. 26.7.3) Mean Roof Height 16 ft V 110 mph Max Roof Height 20.58333333 ft krt 1 Length of Long Side 65 ft kd 0.85 (Table 26.6-1) Length of Short Side 52.00 ft ke 1 (Table 26.9-1) Roof Angle 9 deg ±(GCp,) 0.18 (Table 26.13-1) G 0.85 (Section 26.11.1) LONGITUDINAL WIND SECTION AT KITCHEN AT MAX WIDTH 0.6W Plan E-W Roof length (ft) Wind Pressure (plf) h/L 0.25 52.00 -23.51 L/b 1.25 L-h 36.00 -15.05 L-2h 20.00 -13.53 Windward Load From Walls N/A 72.17 Cp 0.8 (Figure 27.3-1) Total (plf) -124.25 h (ft) p (psf) (Section 23.3.1) .583333333 14.2 Section between Garage and Kitchen 0.6W 0-15 1 13.3 Roof length (ft) Wind Pressure (plf) 23.75 -23.51 Leeward L-h 7.75 -7.29 Cp -0.45 (Figure 27.3-1) L-2h 0.00 0.00 p (psf) -9.3 Load From Walls N/A 72.17 Total (plf) -102.96 USE IF ROOF ANGLE <10 0.6W 0 to h/2 h/2 to h h to 2h >2h -0.90 -0.18 -0.9-0.18 -0.5-0.18 -0.3-0.18 Horizontal�pf(�pssff)) -1.5 -0.5 -1.5 -0.5 -09 -0.5 -0.7 -0.5 Vertical -9.3 1 -3.3 1 -9.3 1 -3.3 1 -5.9 1 -3.3 1 -4.3 1 -3.3 h (ft) kz qz (psf) 15 - 20.58 0.6291 16.6 0 - 15 0.5747 15.1 TRANSVERSE WIND SECTION AT KITCHEN AT MAX WIDTH 0.6W Plan N-S Roof length (ft) Wind Pressure (plf) h/L 0.31 70.67 -23.51 L/b 0.8 L-h 54.67 -15.05 L-2h 38.67 -26.15 Windward Load From Walls N/A 72.17 Cp 0.8 Total (plf) -136.87 h (ft) p (psf) 15-20.58333 14.2 Section between Kitchen and BDRM 0.6W 0-15 13.3 Roof length (ft) Wind Pressure (plf) Wall Height 9.5 22.58 -23.51 Leeward L-h 6.58 -6.19 Cp -0.50 L-2h 0.00 0.00 p (psf) -10.0 Load From Walls N/A 70.85 Total (plf) -100.55 USE IF ROOF ANGLE >10 0.6W 0 to h/2 h/2 to h h to 2h >2h -0.90 -0.1,3p 95 Horizontal�pt'(-PSsff)) -1.5 -05 15 -0.5 -09 -0.5 -0.7 -0.5 Vertical3 1 -3.3 1 -9.3 1 -3.3 1 -5.9 1 -3.3 1 -4.3 1 -3.3 Table 26.10.1 Section 26.10.2 Section Through Garage 0.6W Roof length (ft) Wind Pressure (plf) 30.67 -23.51 L-h 14.67 -13.80 L-2h 0.00 0.00 Load From Walls N/A 72.17 Total (plf) -109.47 Main Level Forces 0.6W SECTION AT KITCHEN AT MAX WIDTH Load From Walls (plf) 139.46 Sections Where Leeward walls are underground Load From Walls (plf) 81.94 Section Through Bedroom 0.6W Roof length (ft) Wind Pressure (plf) 29.33 -23.51 L-h 13.33 -12.54 L-2h 0.00 0.00 Load From Walls N/A 72.17 Total (plf) -108.21 Main Level Forces 0.6W Sections Where Leeward walls are underground Load From Walls (plf) 81.94 Harriott Valentine Engineers Inc. LATERAL FORCE DISTRIBUTION NORTH SOUTH Garage Wa- Shear Wall Selection Seismic D D+L Loads Applied Seismic Wall Weight 11 N/A psf Floor Weight 13 54 psf va' = allowable shear values multiplied by 1.25-0.125 h / L Roof Weight 13 37 psf for wall aspect ratios greater than 2:1 WALL F Q F W V_ V_ L v SW Capacity h h/I va' M of OT OT OT DL max T_ (lb) (lb) (abv) (total) (ft) (plf) (ft) (Ibft) (lb) (abv) (total) (lb) (lb) G1 2300 1369 0 2300 19.67 152 SW1 241.0 7.67 0.39 N/A 17633 897 0 897 511 386 Location Exterior Seismic Capacity 897 0 897 511 386 Location G2 694 544 0 694 4.83 187 SW1 241.0 7.67 1.59 N/A 5317 1100 0 1100 125 975 Location Exterior Seismic Capacity 1100 0 1100 125 975 Location G3 395 309 0 395 2.75 187 SW1 241.0 7.67 2.79 217 3025 1100 0 1100 71 1029 Location Exterior Seismic Capacity 217.3 1100 0 1100 71 1029 Location rho = 1.30 EAST WEST Garage Walls WALL F Q F W V V (lb) (lb) (abv) (total) G4 1437 2841 0 1437 Location Exterior G5 694 268 0 694 Location Exterior g6 342 132 0 342 Location Exterior rho = 1.30 NORTH SOUTH Upper Floor Walls L v_ SW Capacity h h/I (ft) (plf) (ft) 9.00 208 SW1 241.0 7.67 0.85 Seismic Capacity 5.58 162 SW1 241.0 7.67 1.37 Seismic Capacity 2.75 162 SW1 241.0 7.67 2.79 Seismic Capacity 217.3 WALL F Q F W V_ V_ L v SW Capacity h h/I (lb) (lb) (abv) (total) (ft) (plf) (ft) M1 3109 2437 0 3109 21.67 187 SW1 241.0 7.67 0.35 Location Exterior Seismic Capacity M2 3291 1843 0 3291 7.17 597 SW5 910.0 7.67 1.07 Location Exterior Seismic Capacity M3 330 206 0 330 9.92 43 SW1 241.0 7.67 0.77 Location Exterior Seismic Capacity M4 365 228 0 365 10.94 43 SW1 241.0 7.67 0.70 Location Exterior Seismic Capacity va' = allowable shear values multiplied by 1.25-0.125 h / L for wall aspect ratios greater than 2:1 va' M of OT OT OT DL max T (Ibft) (lb) (abv) (total) (lb) (lb) N/A 11017 1224 0 1224 234 990 1224 0 1224 234 990 Location N/A 5320 953 0 953 145 808 953 0 953 145 808 Location 217 2620 953 0 953 71 881 953 0 953 71 881 Location va' = allowable shear values multiplied by 1.25-0.125 h / L for wall aspect ratios greater than 2:1 va' M of OT OT OT DL max T_ (Ibft) (lb) (abv) (total) (lb) (lb) N/A 23835 1100 0 1100 562 538 1100 0 1100 562 538 Location N/A 25231 3521 0 3521 186 3335 3521 0 3521 186 3335 Location N/A 2534 256 0 256 257 -2 256 0 256 257 -2 Location N/A 2795 256 0 256 284 -28 256 0 256 284 -28 Location HD Capacity TL C POST Capacity (lb) (lb) HDU2 2215 500 1397 2x6 3341 HDU2 2215 500 1397 2x6 3341 Ground HDU2 2215 500 1600 2x6 3341 HDU2 2215 500 1600 2x6 3341 Ground HDU2 2215 500 1600 (2)2x6 6256 HDU2 2215 500 1600 (2)2x6 6256 Ground HD Capacity TL C POST Capacity (lb) (lb) HDU2 2215 2000 3224 2x6 3341 HDU2 2215 2000 3224 2x6 3341 Ground HDU2 2215 2000 2953 2x6 3341 HDU2 2215 2000 2953 2x6 3341 Ground HDU2 2215 2000 2953 2x6 3341 HDU2 2215 2000 2953 2x6 3341 Ground HD Capacity TL C POST Capacity (lb) (lb) HDU2 2215 500 1600 2x6 3341 HDU2 2215 500 1600 2x6 3341 Ground MSTCM40 4220 500 4021 (2)2x6 6683 MSTCM40 4220 500 4021 (2)2x6 6683 Ground none N/A 1000 1256 2x6 3341 none N/A 1000 1256 2x6 3341 Ground none N/A 1000 1256 2x6 3341 none N/A 1000 1256 2x6 3341 Ground Harriott Valentine Engineers Inc. rho = 1.30 EAST WEST MAIN FLOOR WALLS WALL F Q F W V V L v SW Capacity h h/I (lb) (lb) (abv) (total) (ft) (pIq (ft) M5 746 433 0 746 5.33 182 SW1 241.0 8.42 1.58 Location Exterior Seismic Capacity M6 822 476 0 822 5.88 182 SW1 241.0 7.67 1.30 Location Exterior Seismic Capacity M7 1453 1101 0 1453 4.50 420 SW3 455.0 7.67 1.70 Location Exterior Seismic Capacity M8 1029 780 0 1029 3.19 420 SW3 455.0 7.67 2.41 Location Exterior Seismic Capacity 432.0 M9 861 652 0 861 2.67 420 SW4 595.0 7.67 2.88 Location Exterior Seismic Capacity 529.9 EAST WEST BASEMENT WALLS WALL F Q F W V_ V_ L v SW Capacity h h/I (lb) (lb) (abv) (total) (ft) (A (ft) 131 356 689 746 1102 16.33 88 SW1 241.0 7.67 0.47 Location Exterior Seismic Capacity B2 127 246 822 949 5.83 211 SW1 241.0 7.67 1.31 Location Exterior Seismic Capacity va' M of OT OT OT DL max T_ HD Capacity TL C POST Capacity (Ibft) (lb) (abv) (total) (lb) (lb) (lb) (lb) N/A 6280 1177 0 1177 227 950 CS20 1030 2000 3177 2x6 3341 1177 0 1177 227 950 CS20 1030 2000 3177 2x6 3341 Location Not Ground N/A 6301 1073 0 1073 238 834 CS20 1030 2000 3073 2x6 3341 1073 0 1073 238 834 CS20 1030 2000 3073 2x6 3341 Location Not Ground N/A 11142 2476 0 2476 183 2293 MSTCM40 4220 2000 4476 (2)2x6 6683 2476 0 2476 183 2293 MSTCM40 4220 2000 4476 (2)2x6 6683 Location Ground 432 7892 2476 0 2476 129 2347 MSTCM40 4220 2000 4476 (2)2x6 6683 2476 0 2476 129 2347 MSTCM40 4220 2000 4476 (2)2x6 6683 Location Ground 530 6603 2476 0 2476 108 2368 MSTCM40 4220 2000 4476 (2)2x6 6683 2476 0 2476 108 2368 MSTCM40 4220 2000 4476 (2)2x6 6683 Location Ground va' M of OT OT OT DL max T HD Capacity TL C POST Ca aci (Ibft) (lb) (abv) (total) (lb) (lb) (lb) (lb) N/A 8452 517 0 517 663 -146 none N/A 2000 2517 2x6 3341 517 0 517 663 -146 none N/A 2000 2517 2x6 3341 Location Ground N/A 7276 1247 0 1247 1087 161 HDU2 2215 2000 3247 2x6 3341 1247 0 1247 887 361 HDU2 2215 2000 3247 2x6 3341 Location Ground Harriott Valentine Engineers Inc. SECTION 4: FOUNDATION 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 11/9/2021 tel. 206-624-4760 1 fax 447-6971 Page of E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 2.9.7376.27 1I.Project information Customer company: Customer contact name: Customer e-mail: Comment: Anchorage to New garage foundation for Dunn Walls G2 and G3 seismic load of 4243 (0.7Q) 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, he (inch): 3.125 Code report: ICC-ES ESR-4057 Anchor category: - Anchor ductility: Yes hmin (Inch): 4.50 cap (inch): 4.31 Cmm (Inch): 1.75 Smm (Inch): 3.00 Recommended Anchor Anchor Name: SET-3G - SET-3G w/ 5/8" Q F1554 Gr. 36 Code Report: ICC-ES ESR-4057 Company: Harriott Valentine Engineers Date: 11/9/2021 Engineer: Cameron Wressell Page: 1/5 Project: Address: Phone: E-mail: cwressell@harriottvalentine.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 33.00 State: Cracked Compressive strength, f'� (psi): 2500 Lp�,v: 1.0 Reinforcement condition: B tension, A shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7[►��[�-Z•�c■ Anchor Designer TM Software Version 2.9.7376.27 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: U = 0.9D + 1.0E Seismic design: Yes Anchors subjected to sustained tension: No Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable 0o factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Service level loads: D E Strength level loads % [lb]: -150 1100 965 Vax [lb]: 0 0 0 Vay [lb]: 0 0 0 <Figure 1> Company: Harriott Valentine Engineers Date: 11/9/2021 Engineer: Cameron Wressell Page: 2/5 Project: Address: Phone: E-mail: cwressell@harriottvalentine.com 965 lb 0 lb Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►��i�-z•�►■ Anchor Designer"' Software Version 2.9.7376.27 <Figure 2> Company: Harriott Valentine Engineers Date: 11/9/2021 Engineer: Cameron Wressell Page: 3/5 Project: Address: Phone: E-mail: cressell@harriottvalentine.com Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►��i�-Z•�e■ Anchor DesignerT"' Software Version 2.9.7376.27 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) 1 965.0 Company: Harriott Valentine Engineers Date: 11/9/2021 Engineer: Cameron Wressell Page: 4/5 Project: Address: Phone: E-mail: cwressell@harriottvalentine.com Shear load x, Shear load y, Shear load combined, Vuax (lb) Vuay (lb) 1(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 Sum 965.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 965 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ON- (Ib) 13110 0.75 9833 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcaal fchW.5 (Eq. 17.4.2.2a) kc Aa fc (psi) hef (In) Nb (Ib) 17.0 1.00 2500 3.125 4696 0.75ONcb = 0.750 (ANC/ANCo)Ted,NTC,NVfcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANC (in2) ANC. (In2 Ca,min (in) Ted,N TC,N Tcp,N 0.0 Nb (Ib) 0 0.750Ncb (lb) 56.25 87.89 3.00 0.892 1.00 1.000 4696 0.65 1307 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Tk,cr = Tk,crfshort-ter Ksat(fc / 2,500)'aUseis Tk,cr (psi) fshort-term Ksat aUseis fc (psi) n Tk,cr (psi) 1356 1.00 1.00 1.00 2500 0.24 1356 Nba = A az-azdahef (Eq. 17.4.5.2) A a Tcr (psi) da (In) hef (In) Nba (lb) 1.00 1356 0.63 3.125 8320 0.750Na = 0.750 (ANa/ANao)Ted,NaTcp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1a) ANa (In2) ANao (In2) CNa (in) Ca,min (in) Ted, Na Tp,Ne Nao (lb) 0 0.750Na (lb) 105.15 307.10 8.76 3.00 0.803 1.000 8320 0.65 1115 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 2.9.7376.27 Company: Harriott Valentine Engineers Date: 11/9/2021 Engineer: Cameron Wressell Page: 5/5 Project: Address: Phone: E-mail: cwressell@harriottvalentine.com 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N.. (lb) Design Strength, oNn (lb) Ratio Status Steel 965 9833 0.10 Pass Concrete breakout 965 1307 0.74 Pass Adhesive 965 1115 0.87 Pass (Governs) SET-3G w/ 5/8" 0 F1554 Gr. 36 with hef = 3.125 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied — designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied — designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com