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REVIEWED BLD2022-1385+Calculations+10.11.2022_11.08.32_AM+3157686Harriott Valentine Engineers Inc. RECEIVED Oct 11 2022 CITY OF EDMONDS STRUCTURAL CALCULATIONS DEVELDEPARTMMENTENT OPMENCES Project: Cooper Deck 1125 Olympic Ave Edmonds, WA 98020 Architect: Aaron Dupont 28809 40th Ave. S BLD2022-1385 Auburn, WA 98001 Structural Engineer: Harriott Valentine Engineers, Inc. 1932 First Avenue, Suite 720 Seattle, WA 98101 tel. 206-624-4760 22 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT; .............................I................: Page 1 of 28 Harriott Valentine Engineers Inc. SECTION 1: GENERAL 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 Page 2 of 28 Harriott Valentine Engineers Inc. CRITERIA Gravity Loads deck dead 2" decking 3.50 2x10 @ 16"oc 2.90 miscellaneous 5.60 47% 12.00 psf total dead + live 72.00 psf 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206-624-4760 i fax 447-6971 live residential 60.00 psf Page 3 of 28 Harriott Valentine Engineers Inc. SECTION 2: FRAMING 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 Page 4 of 28 N X 7 2x12 @ 2C N X11 O iV 12 D6 6� "3. a N Dr 2' W X SECTION DETAIL X. (FB) FLUSH BEAM (PT) PRESSURE -TREATED (KP) KING POST (UNO) UNLESS NOTED OTHERWISE 0 COLUMN ABOVE ❑ COLUMN BELOW NEW STRUCTURAL WALL EXISTING STRUCTURAL WALL NEW CONCRETE FOOTING EXISTING CONCRETE WALL (SYM.) SYMMETRICAL NOTE! EXISTING FRAMING MEMBERS AS INDICATED ON THIS PL EX. ASSUMED FOR DESIGN PURPOSES ONLY. HARRIOTT VALENTINE EP @ 16"oc SHALL NOT BE HELD LIABLE FOR LOCATION/ SIZE OF EXISTING AS CALLED ON THIS PLAN. EXISTING MEMBERS SHALL BE VERIFI REPORTED TO STRUCTURAL ENGINEER OF RECORD PRIOR TO CON 2'-0' 5 D2 @ 16"oc ' HANGER SCHEDULE MEMBER (FLAT KY) HANGER FACE NAILING CAPACITY (Cd = 1.0 2x10 or 2x12 WS210 10d COMMON 1335 lb EX. 8° CONC. WALL CONTRACTOR TO FIELD -VERIFY AND REPORT TO STRUCTURAL ENGINEER OF RECORD PRIOR I F RTE WE B" JOB SUMMARY REPORT Cooper Deck Deck Framing Member Name Results Current Solution Comments D1 JOISTS Passed 1 piece(s) 2 x 10 HF No.2 @ 20" OC D2 JOISTS Passed 1 piece(s) 2 x 10 HF No.2 @ 20" OC D3 DROP BEAM Passed 1 piece(s) 4 x 12 DF No.1 D4 DROP BEAM Passed 1 piece(s) 4 x 12 DF No.1 D5 DROP BEAM Passed 1 piece(s) 4 x 12 DF No.1 D6 LEDGER REPLACEMENT BEAM Passed 1 piece(s) 6 x 12 DF No.1 D7 DROP BEAM Passed 1 piece(s) 6 x 12 DF No.1 ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 624-4760 tfisher@harriottvalentine.com 9/22/2022 7:43:34 PM UTC ForteWEB v3.4 Weyerhaeuser File Name: Cooper Deck of 28 Page 1 / 8 -iAI FORTE YY EB MEMBER REPORT PASSED Deck Framing, D1 JOISTS 1 piece(s) 2 x 10 HF No.2 @ 20" OC 2' 2.00" Ivl Overall Length: 12' 0.00' 9110.0011 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) 879 @ 2' 4.75" 3341 (5.50") Passed (26%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 471 @ 3' 4.75" 1388 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1249 @ 7' 0.75" 1917 Passed (65%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.127 @ 7' 0.13" 0.308 Passed (L/873) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.148 @ 70.34" 0.461 1 Passed (L/747) 1 1.0 D + 1.0 L (Alt Spans) TJ-Pro'"" Rating N/A N/A I N/A I N/A • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/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 Factored 1 - Beam - HF 5.50" 5.50" 1.50" 146 732 879 Blocking 2 - Stud wall - HF 5.50" 4.00" 1 1.50" 94 499/-19 593 1 1/2" Rim Board • rum Doaro is assumea to carry au ioaas appi eD aireary aoove ¢, Dypassmg me memoer Deng 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) 7' 9.00" o/c Bottom Edge (Lu) 11' 11.00" 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' 0.00" 20" 12.0 60.0 DECK System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 h bJ File Name: Cooper Deck Paget/8 -iAI FORTE YY EB MEMBER REPORT PASSED Deck Framing, D2 JOISTS 1 piece(s) 2 x 10 HF No.2 @ 20" OC Overall Length: 10' 0.00' 10' fl.00" 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) 585 @ 4.50" 2430 (4.00") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 453 @ 1' 2.75" 1388 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1283 @ 5' 0.00" 1917 Passed (67%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.128 @ 5' 0.308 Passed (L/867) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.154 @ 50.00" 0.463 1 Passed (L/722) 1 1.0 D + 1.0 L (All Spans) TJ-ProTm Rating N/A N/A I N/A I N/A • Deflection criteria: LL (L/360) 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 Factored 1 - Stud wall - HF 5.50" 4.00" 1.50" 100 500 600 1 1/2" Rim Board 2 - Plate on concrete - HF 5.50" 4.00" 1 1.50" 100 500 600 1 1/2" 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) 75.00" o/c Bottom Edge (Lu) 9' 9.00" 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 10' 0.00" 20" 12.0 60.0 DECK 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 h 8 File Name: Cooper Deck Page 3/8 -iAI FORTE YY EB MEMBER REPORT PASSED Deck Framing, D3 DROP BEAM 1 piece(s) 4 x 12 DF No.1 Overall Length: is 0.00' 1' 3.00" I. 6' 9.00" FBI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 1 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1672 @ 7' 9.25" 3281 (1.50") Passed (51%) 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 1168 @ 6' 10.00" 4725 Passed (25%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 2603 @ 4' 7.88" 6768 Passed (38%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.022 @ 4' 7.50" 0.210 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.026 @ 4' 7.64" 0.315 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/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 Factored 1 - Column - SPF 5.50" 5.50" 1.50" 468 2108 2576 Blocking 2 - Hanger on 11 1/4" SPF beam 2.75" Hangers 1.50" 310 1482 1792 See note 1 • ClocKmg vanels are assumea to carry no loaas appnea alrecay aoove tnem ano me run loaa Is appnea to the memoer Deing aeslgnea. • 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) 7' 9.00" o/c Bottom Edge (Lu) T 9.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 LUS414 2.00" N/A 10-16d 6-16d • Reter to manufacturer notes and Instructions for proper Installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to 7' 9.25" N/A 10.0 1 - Uniform (PLF) 0 to 8' 0.00" (Front) N/A 87.6 439.2 Linked from: Dr JOISTS, 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 vww.weyerhaeuser.com/woodproducts/document-library. the product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.3.0 h bJ File Name: Cooper Deck Page 4 / 8 -iAIFORTEWEB MEMBER REPORT Deck Framing, D4 DROP BEAM 1 piece(s) 4 x 12 DF No.1 PASSED 0 Overall Length: 9' 6.00' 9' 6.00" 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) 2550 @ 1.25" 4091 (2.75") Passed (62%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1923 @ 1' 2.00" 4725 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 5793 @ 4' 9.00" 6768 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.104 @ 4' 9.00" 0.310 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.128 @ 4' 9.00" 0.465 Passed (L/874) 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. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 2.75" 2.75" 1.71" 463 2086 2550 Blocking 2 - Stud wall - SPF 2.75" 2.75" 1 1.71" 463 2086 2550 Blocking • uiocKmg Faneis are assumeo to carry no ioaas appnea airecay anove tnem ano the run ioao is appnea to the memner Ding oesigned. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 6.00" o/c Bottom Edge (Lu) 9' 6.00" 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) 0 to 9' 6.00" N/A 10.0 1 - Uniform (PLF) 0 to 9' 6.00" (Front) N/A 87.6 439.2 Linked from: D1 JOISTS, Support 1 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page 1 tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 ae 8 File Name: Cooper Deck Page 5/8 -iAIFORTEWEB MEMBER REPORT Deck Framing, D5 DROP BEAM 1 piece(s) 4 x 12 DF No.1 PASSED 1' 3.00" FBI Overall Length: u 0.00' 6' 9.00" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 1 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2765 @ 7' 8.50" 3281 (1.50") Passed (84%) 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 1925 @ 6' 9.25" 4725 Passed (41%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 4264 @ 4' 7.50" 6768 Passed (63%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.035 @ 4' 7.13" 0.208 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.042 @ 4' 7.26" 0.311 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/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 Factored 1 - Column - SPF 5.50" 5.50" 1.96" 752 3526 4277 Blocking 2 - Hanger on 11 1/4" SPF IedgerOnMasonry 3.50" Hangers 1 1.50" 482 2395/-37 2876 See note s • ClocKmg vanels are assumea to carry no loaas appnea alrecay aoove mem ano me run loaa Is appnea to me memoer Deing aeslgnea. • 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) 7' 9.00" o/c Bottom Edge (Lu) T 9.00" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Drop 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 HHUS48 3.00" N/A 22-10d 8-10d • Reter to manutacturer notes and Instructions for proper Installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 0 to T 8.50" N/A 10.0 1 - Uniform (PLF) 0 to 7' 10.00" (Front) N/A 60.0 300.0 Linked from: JOISTS, Support 1 or 2 - Uniform (PLF) 0 to 7' 10.00" (Front) N/A 87.6 439.2 Linked from: D1 JOISTS, Support 1 Weyerhaeuser Notes i 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page 1 tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC Q ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 ae V W File Name: Cooper Deck Page 6/8 it FORTE rr GB MEMBER REPORT Deck Framing, D6 LEDGER REPLACEMENT BEAM 1 piece(s) 6 x 12 DF No.1 PASSED Overall Length: 20' 3.00' K i 1 20' 3.0011 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) 1069 @ 5.50" 5156 (1.50") Passed (21%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1054 @ 1' 5.00" 7168 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 9472 @ 10' 0.00" 13638 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.352 @ 10' 1.64" 0.649 Passed (L/663) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.472 @ 10' 1.69" 1 0.973 1 Passed (L/494) 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. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. 11 Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Hanger on 11 1/2" DF beam 5.50" Hangers 1.50" 314 755 1069 See note 1 2 - Plate on concrete - DF 5.50" 4.25" 1 1.50" 312 727 1038 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) 19' 8.00" o/c Bottom Edge (Lu) 19' 8.00" 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 manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 5.50" to 20' 1.75" N/A 16.0 Linked from: D3 1 - Point (lb) 10' 0.00" (Front) N/A 310 1482 DROP BEAM, Support 2 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page 1 tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC Q ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 �Wae V File Name: Cooper Deck Page 7/8 -iAI FORTE YY EB MEMBER REPORT PASSED Deck Framing, D7 DROP BEAM 1 piece(s) 6 x 12 DF No.1 Overall Length: 10' 9.00' � r 1' 3. DO" I. 9' 6.00" 1. n 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) 3597 @ 1' 5.75" 12856 (5.50") Passed (28%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2592 @ 9' 4.00" 7168 Passed (36%) 1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-Ibs) 6805 @ 6' 6.34" 13638 Passed (50%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.070 @ 6' 0.33" 0.298 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.088 @ 60.53" 0.447 Passed (L/999+) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • 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 Factored 1 - Stud wall - SPF 5.50" 5.50" 1.54" 718 2880 3597 Blocking 2 - Stud wall - SPF 5.50" 5.50" 1 1.50" 710 2651/-54 3361 Blocking • 151ocKing raneis are assumea co carry no ioaas appnea airecay aoove mem ano me Tuu ioao is appuea io me memoer Deing aesigneo. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 9.00" o/c Bottom Edge (Lu) 10' 9.00" 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) 0 to 10' 9.00" N/A 16.0 1 - Uniform (PLF) 0 to 10' 9.00" (Front) N/A 87.6 439.2 Linked from: D1 JOISTS, Support 1 Linked from: D6 2 - Point (lb) 7' 10.68" (Front) N/A 314 755 LEDGER REPLACEMENT BEAM, Support 1 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO 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 -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 ,vww.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Todd Fisher Harriott Valentine Engineers (206) 60 Page 1 tfisher@ham@harriottva lenti ne.com 9/22/2022 7:43:34 PM UTC ForteWEB 0.4, Engine: V8.2.2.122, Data: V8.1.3.0 ae 8 File Name: Cooper Deck Page 8/8 P�a�• w v� CD scu1C) ����e� .✓ 1 3�v d � 12`Q c VS� LZ' aC UiAIM_-I 1932 First Avenue, Suite 720 r k Seattle, Washington 98101-2447 G �` tel. 206 624 4760 1 fax 447 6971 Page 14 of 28 L� Cd�rcA-;oh it p � zz )o q7.N0 LI Harriott Valentine Engineers Inc. SECTION 3: LATERAL 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 Page 16 of 28 8/22/22, 4:19 PM U.S. Seismic Design Maps 1125 Olympic Ave, Edmonds, WA 98020, USA Latitude, Longitude: 47.8194996,-122.3621562 Grace Lutheran Church Hindley Ln %D n C fD IA Go -ogle Brookmere St Date Design Code Reference Document Risk Category Site Class Edmonds E entary School Viewland Way Treasures of Travel 9 8/22/2022, 4:19:36 PM ASCE7-16 11 D - Default (See Section 11.4.3) OSH PD Type Value Description SS 1.292 MCER ground motion. (for 0.2 second period) S, 0.456 MCER ground motion. (for 1.0s period) SMS 1.55 Site -modified spectral acceleration value SMi null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.033 Numeric seismic design value at 0.2 second SA SDI 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 Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.551 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.661 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.292 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.422 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.346 Factored deterministic acceleration value. (0.2 second) S1 RT 0.456 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.509 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.968 Factored deterministic acceleration value. (1.0 second) PGAd 0.827 Factored deterministic acceleration value. (Peak Ground Acceleration) PGAUH 0.551 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration CRS 0.909 Mapped value of the risk coefficient at short periods Page 17 of 28 https://www.seismicmaps.org Map data ©2022 1/3 Harriott Valentine Engineers Inc. SEISMIC DESIGN ASCE 7-16 Equivalent Lateral Force Procedure Occupancy Category II Table 1-1 Importance Factor 1.00 Table 11.5-1 Seismic Design Category D Table 11.6-1 Site Class D Table 20.3-1 Ss 129.20 %g (from USGS Seismic Hazard Curves, 2008 data) S1 45.60 %g (from USGS Seismic Hazard Curves, 2008 data) Fa 1.00 Table 11.4-1 Fv 1.50 Table 11.4-2 Ct 0.03 Table 12.8-2 x 0.80 Table 12.8-2 hn 8.00 feet (height to highest level) Sms = Fa*Ss 1.2920 Eq. 11.4-1 Sm1 = Fv*S1 0.6840 Eq. 11.4-2 Sys = (2/3)*Sms 0.8613 g Eq. 11.4-3 SD1 = (2/3)*Sm1 0.4560 g Eq. 11.4-4 Period Ta = Ct*hn^x 0.1478 s Eq. 12.8-7 To 0.1059 s per section 11.4.5 Ts 0.5294 s per section 11.4.5 Sa 0.8613 g per section 11.4.5 R 1.5 Table 12.2-1 (timber frame) no 1.5 Table 12.2-1 Cd 1.5 Table 12.2-1 Section 9.5.5 ok? Yes Table 12.6-1 Equivalent Lateral Force Procedure (section 12.8) Cs 0.5742 Eq.12.8-2 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel. 206-624-4760 1 fax 447-6971 2022-08-26 Page _ of_ Page 18 of 28 Company Harriott Engineers, Inc. Designer Todd Fisher Job Number : Basic Load Cases Aug 26, 2022 4:35 PM Checked By:_ BLC Descriotion Cateoory X Gravity Y Gravity Joint Point Distributed 1 D DL 4 2 E EL 4 3 L LL 4 4 S SL 4 Load Combinations Envelope Member Section Forces Member Sec Axialflbl Ic Shearrlbl Ic Momentrlb-inl Ic 1 M1 1 max 1261.764 2 443.762 1 0 1 2 min -428.836 1 214.685 2 0 1 3 2 max 1261.764 2 443.762 1 -5152.433 2 4 min -428.836 1 214.685 2 -10650.29 1 5 3 max 1261.764 2 443.762 1 -10304.865 2 6 min -428.836 1 214.685 2 -21300.58 1 7 4 max 1261.764 2 443.762 1 -15457.298 2 8 min -428.836 1 214.685 2 -31950.871 1 9 5 max 1261.764 2 443.762 1 -20609.73 2 10 min -428.836 1 1 214.685 2 -42601.161 1 11 M2 1 max -214.685 2 1261.764 2 -20609.73 2 12 min -443.762 1 -428.836 1 -42601.161 1 13 2 max -143.285 2 179.014 2 -30825.902 1 14 min -348.562 1 -552.436 1 -37899.064 2 15 3 max -71.885 2 -676.036 1 -16084.243 1 16 min -253.362 1 -903.736 2 -29202.398 2 17 4 max -.485 2 -799.636 1 5480.268 2 18 min -158.162 1 -1986.486 2 1623.816 1 19 5 max 70.915 2 -923.236 1 66148.934 2 20 min -62.962 1 -3069.236 2 22298.275 1 21 M3 1 max -31.836 2 2864.034 2 56284.796 2 22 min -239.762 1 254.008 1 5325.52 1 23 2 max 64.108 2 1409.088 2 -188.087 1 24 min -111.837 1 87.921 1 -12619.297 2 25 3 max 160.051 2 -45.857 2 -345.373 1 26 min 16.088 1 -78.167 1 -34601.403 2 27 4 max 255.995 2 -244.254 1 4853.664 1 28 min 144.013 1 -1500.802 2 -9661.523 2 29 5 max 351.939 2 -410.342 1 62200.343 2 30 min 271.938 1 -2955.748 2 15409.022 1 31 M4 1 max 234.054 2 2560.25 2 50883.395 2 32 min 109.932 1 300.337 1 -143.637 1 33 2 max 316.61 2 1308.32 2 -2793.012 2 34 min 220.007 1 157.424 1 -6495.072 1 35 3 max 399.166 2 56.39 2 -8880.685 1 36 min 330.082 1 14.512 1 -21728.37 2 37 4 max 481.723 2 -128.401 1 -5922.679 2 38 min 440.157 1 -1195.539 2 -7300.476 1 39 5 max 564.279 2 -271.313 1 44624.061 2 40 1 min 1550.232 1 -2447.469 2 -1754.445 1 41 1 M6 1 1 Imaxl 5933.27 1 2 1 176.8 1 1 1 16972.755 1 1 RISA-2D Version 6.0 [Z:\... \...\...\...\...\... \2-Lateral\1-Design\Coo er Deck - Frame - north south.r2d] Page 1 Page 24 of 2p8 Company Harriott Engineers, Inc. Designer Todd Fisher Job Number : Aug 26, 2022 4:35 PM Checked By:_ Envelope Member Section Forces (Continued) KAcmhcr Cor avi.inhl Ir Chc�rrlhl Ir �Anmcn+flh_inl Ir• 42 min 1177.244 1 102.751 2 9864.138 2 43 2 max 5933.27 2 176.8 1 12729.566 1 44 min 1177.244 1 102.751 2 7398.103 2 45 3 max 5933.27 2 176.8 1 8486.377 1 46 min 1177.244 1 102.751 2 4932.069 2 47 4 max 5933.27 2 176.8 1 4243.189 1 48 min 1177.244 1 102.751 2 2466.034 2 49 5 max 5933.27 2 176.8 1 0 1 50 min 1177.244 1 102.751 2 0 1 51 M7 1 max 5515.997 2 162.007 1 15552.659 1 52 min 710.678 1 117.885 2 11316.949 2 53 2 max 5515.997 2 162.007 1 11664.494 1 54 min 710.678 1 117.885 2 8487.712 2 55 3 max 5515.997 2 162.007 1 7776.329 1 56 min 710.678 1 117.885 2 5658.474 2 57 4 max 5515.997 2 162.007 1 3888.165 1 58 min 710.678 1 117.885 2 2829.237 2 59 5 max 5515.997 2 162.007 1 0 1 60 min 710.678 1 117.885 2 0 1 61 M8 1 max 4649.657 2 186.455 1 17899.693 1 62 min -294.68 1 112.055 2 10757.289 2 63 2 max 4649.657 2 186.455 1 13424.77 1 64 min -294.68 1 112.055 2 8067.967 2 65 3 max 4649.657 2 186.455 1 8949.847 1 66 min -294.68 1 112.055 2 5378.645 2 67 4 max 4649.657 2 186.455 1 4474.923 1 68 min -294.68 1 112.055 2 2689.322 2 69 5 max 4649.657 2 186.455 1 0 1 70 min -294.68 1 112.055 2 0 1 71 M8A 1 max 452.224 2 2202.188 2 33866.771 2 72 min 363.776 1 -565.993 1 -19654.138 1 73 2 max 537.011 2 916.422 2 -1431.802 1 74 min 476.826 1 -712.768 1 -10573.428 2 75 3 max 621.799 2 -369.343 2 20973.622 1 76 min 589.876 1 -859.543 1 -18369.308 2 77 4 max 706.586 2 -1006.318 1 47562.134 1 78 min 702.926 1 -1655.109 2 10479.133 2 79 5 max 815.976 1 -1153.093 1 78333.733 1 80 min 791.374 2 -2940.874 2 75971.894 2 81 M9 1 max 2940.874 2 815.976 1 78333.733 1 82 min 1153.093 1 791.374 2 75971.894 2 83 2 max 2940.874 2 815.976 1 58750.3 1 84 min 1153.093 1 791.374 2 56978.92 2 85 3 max 2940.874 2 815.976 1 39166.866 1 86 min 1153.093 1 791.374 2 37985.947 2 87 4 max 2940.874 2 815.976 1 19583.433 1 88 min 1153.093 1 791.374 2 18992.973 2 89 5 max 2940.874 2 815.976 1 0 1 90 min 1153.093 1 791.374 2 0 1 Envelope Member Section Stresses Mamhar Rac AYinirnsil Ic RhaarrnQil It, Tnn Ranriinnrnsil If, Rnt+nm Randinnrmil If, 1 M 1 1 max 22.431 2 11.834 1 0 1 0 1 2 M min -7.624 1 5.725 2 1 ON 1 M 0 1 3 2 max 22.431 2 11.834 1 151.471 1 -73.279 2 4 min -7.624 1 5.725 2 73.279 2 -151.471 1 RISA-2D Version 6.0 [Z:\... \...\...\...\...\... \2-Lateral\1-Design\Coo er Deck - Frame - north south.r2d] Page 2 Page 25 of 2p8 Company Harriott Engineers, Inc. Designer Todd Fisher Job Number : Envelope Member Section Stresses (Continued) Aug 26, 2022 4:35 PM Checked By:_ Mamhar Sar. Axinirmil In ghaarrngil Ir. Tnn Ranrlinnrncil In Rnttnm Ranrlinnrncil In 5 3 max 22.431 2 11.834 1 302.942 1 -146.558 2 6 min -7.624 1 5.725 2 146.558 2 -302.942 1 7 4 max 22.431 2 11.834 1 454.412 1 -219.837 2 8 min -7.624 1 5.725 2 219.837 2 -454.412 1 9 5 max 22.431 2 11.834 1 605.883 1 -293.116 2 10 min -7.624 1 5.725 2 293.116 2 -605.883 1 11 M2 1 max -3.394 2 29.923 2 351.41 1 -170.006 2 12 min -7.016 1 -10.17 1 170.006 2 -351.41 1 13 2 max -2.265 2 4.245 2 312.623 2 -254.278 1 14 min 1 -5.511 1 -13.101 1 254.278 1 -312.623 2 15 3 max -1.137 2 -16.032 1 240.886 2 -132.676 1 16 min -4.006 1 -21.432 2 132.676 1 -240.886 2 17 4 max -.008 2 -18.964 1 -13.395 1 45.206 2 18 min -2.501 1 -47.11 2 -45.206 2 13.395 1 19 5 max 1.121 2 -21.895 1 -183.935 1 545.652 2 20 min 1 -.995 1 -72.788 2 -545.652 2 183.935 1 21 M3 1 max -.503 2 67.922 2 -43.929 1 464.284 2 22 min -3.791 1 6.024 1 -464.284 2 43.929 1 23 2 max 1.014 2 33.417 2 104.095 2 -1.552 1 24 min -1.768 1 2.085 1 1.552 1 -104.095 2 25 3 max 2.53 2 -1.088 2 285.421 2 -2.849 1 26 min 1 .254 1 -1.854 1 2.849 1 -285.421 2 27 4 max 4.047 2 -5.793 1 79.696 2 40.037 1 28 min 2.277 1 -35.592 2 -40.037 1 -79.696 2 29 5 max 5.564 2 -9.731 1 -127.107 1 513.081 2 30 min 4.299 1 -70.097 2 -513.081 2 127.107 1 31 M4 1 max 3.7 2 60.717 2 1.185 1 419.729 2 32 min 1 1.738 1 7.123 1 -419.729 2 -1.185 1 33 2 max 5.006 2 31.027 2 53.577 1 -23.039 2 34 min 3.478 1 3.733 1 23.039 2 -53.577 1 35 3 max 6.311 2 1.337 2 179.234 2 -73.255 1 36 min 5.219 1 .344 1 73.255 1 -179.234 2 37 4 max 7.616 2 -3.045 1 60.22 1 -48.855 2 38 min 1 6.959 1 -28.353 2 48.855 2 -60.22 1 39 5 max 8.921 2 -6.434 1 14.472 1 368.097 2 40 min 8.699 1 -58.043 2 -368.097 2 -14.472 1 41 M6 1 max 196.141 2 8.767 1 -355.731 2 612.09 1 42 min 38.917 1 5.095 2 -612.09 1 355.731 2 43 2 max 196.141 2 8.767 1 -266.799 2 459.068 1 44 min 1 38.917 1 5.095 2 -459.068 1 266.799 2 45 3 max 196.141 2 8.767 1 -177.866 2 306.045 1 46 min 38.917 1 5.095 2 -306.045 1 177.866 2 47 4 max 196.141 2 8.767 1 -88.933 2 153.023 1 48 min 38.917 1 5.095 2 -153.023 1 88.933 2 49 5 max 196.141 2 8.767 1 0 1 0 1 50 min 1 38.917 1 5.095 2 0 1 0 1 51 M7 1 max 182.347 2 8.033 1 -408.124 2 560.877 1 52 min 23.494 1 5.846 2 -560.877 1 408.124 2 53 2 max 182.347 2 8.033 1 -306.093 2 420.658 1 54 min 23.494 1 5.846 2 -420.658 1 306.093 2 55 3 max 182.347 2 8.033 1 -204.062 2 280.439 1 56 min 1 23.494 1 5.846 2 -280.439 1 204.062 2 57 4 max 182.347 2 8.033 1 -102.031 2 140.219 1 58 min 23.494 1 5.846 2 -140.219 1 102.031 2 59 5 max 182.347 2 8.033 1 0 1 0 1 60 min 23.494 1 5.846 2 0 1 0 1 61 M8 1 max 153.708 2 9.246 1 -387.941 2 645.519 1 RISA-2D Version 6.0 [Z:\... \...\...\...\...\... \2-Lateral\1-Design\Coo er Deck - Frame - north south.r2d] Page 3 Page 26 of 2p8 Company Harriott Engineers, Inc. Designer Todd Fisher Job Number : Aug 26, 2022 4:35 PM Checked By:_ Envelope Member Section Stresses (Continued) KAcmher Q., Avi.ir-a In Ch-rr-il In Tnn R-iinnr-n In Rn++nm R-iinnrneil Ir 62 min -9.741 1 5.556 2 -645.519 1 387.941 2 63 2 max 153.708 2 9.246 1 -290.956 2 484.139 1 64 min -9.741 1 5.556 2 -484.139 1 290.956 2 65 3 max 153.708 2 9.246 1 -193.971 2 322.759 1 66 min -9.741 1 5.556 2 -322.759 1 193.971 2 67 4 max 153.708 2 9.246 1 -96.985 2 161.38 1 68 min -9.741 1 5.556 2 -161.38 1 96.985 2 69 5 max 153.708 2 9.246 1 0 1 0 1 70 min -9.741 1 5.556 2 0 1 0 1 71 M8A 1 max 7.15 2 52.226 2 162.124 1 279.362 2 72 min 5.751 1 -13.423 1 -279.362 2 -162.124 1 73 2 max 8.49 2 21.733 2 87.219 2 -11.811 1 74 min 7.539 1 -16.904 1 11.811 1 -87.219 2 75 3 max 9.831 2 -8.759 2 151.525 2 173.008 1 76 min 9.326 1 -20.384 1 -173.008 1 -151.525 2 77 4 max 11.171 2 -23.865 1 -86.441 2 392.332 1 78 min 1 11.113 1 -39.252 2 -392.332 1 86.441 2 79 5 max 12.901 1 -27.346 1 -626.68 2 646.162 1 80 min 12.512 2 -69.744 2 -646.162 1 626.68 2 81 M9 1 max 46.496 2 19.351 1 -626.68 2 646.162 1 82 min 18.231 1 18.768 2 -646.162 1 626.68 2 83 2 max 46.496 2 19.351 1 -470.01 2 484.622 1 84 min 1 18.231 1 18.768 2 -484.622 1 470.01 2 85 3 max 46.496 2 19.351 1 -313.34 2 323.081 1 86 min 18.231 1 18.768 2 -323.081 1 313.34 2 87 4 max 46.496 2 19.351 1 -156.67 2 161.541 1 88 min 18.231 1 18.768 2 -161.541 1 156.67 2 89 5 max 46.496 2 19.351 1 0 1 0 1 90 min 18.231 1 18.768 2 0 1 0 1 Envelope Joint Displacements Inin+ Y rinl Ir V rinl In Dn+�+inn r-Ai Ir 1 N1 max 0 1 0 1 -1.831e-3 2 2 min Y 0 2 0 2 -3.026e-3 ow- 3 N2 max .212 1 0 1 -5.679e-4 1 4 min .138 2 0 2 -6.422e-4 2 5 N3 max .213 1 -.001 1 4.789e-5 1 6 min .138 2 -.006 2 -1.237e-4 2 7 N4 max .213 1 0 1 7.109e-5 2 8 min .138 2 -.006 2 -1.413e-4 1 9 N5 max .212 1 0 1 1.735e-4 1 10 min .138 2 -.005 2 -1.204e-6 2 11 N7 max 0 1 0 1 -2.092e-3 2 12 min 0 2 0 2 -3.338e-3 1 13 N8 max 0 1 0 1 -2.187e-3 2 14 min 0 2 0 2 -3.244e-3 1 15 N9 max 0 1 0 1 -2.147e-3 2 16 min 0 2 0 2 -3.398e-3 1 17 J9 max .212 1 0 1 -3.153e-4 2 18 min .137 2 -.001 2 -1.058e-3 1 19 J10 max 0 1 0 1 -1.973e-3 2 20 min 0 2 0 2 -2.768e-3 1 RISA-2D Version 6.0 [Z:\... \...\...\...\...\... \2-Lateral\1-Design\Coo er Deck - Frame - north south.r2d] Page 4 Page 27 of 2p8 Harriott Valentine Engineers Inc. Knee Brace Design Max Moment = 79000.00 in -lb F = 3291.67 Ib For bolts try 5/8" bolt with 5.5" main member and two side plates, LDF = 1.6 F perp = 2240.00 lb —GOVERNS F parallel = 3840.00 lb Apply Hankel's formula for bolts on diagonal brace Fh = 2830.33 lb # of bolts required = 2.00 bolts End distance = 2.50 in Edge distance = 2.50 in Spacing = 3.00 in 1932 First Avenue, Suite 720 Seattle, Washington 98101-2447 tel 206-624-4760 I fax 447-6971 2022-08-26 Page 28 of 28 Page 1 of 1