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REV 5 REVIEWED BLD CALCULATION REPORTMAINLAND ENGINEERING CONSULTANTS CORPORATION STRUCTURAL CALCULATIONS OF SINGLE FAMILY DWELLING 15712 - 72 AVE. WEST, EDMONDS,WASHINGTON PROJECT NO. UR801 2021-06-24 PREPARED BY: MAINLAND ENGG. CONSULTANTS CORPORATION SUITE 206 8363 128TH STREET SURREY, B.C. V3W 4G1 PHONE - (604) 543-8044, FAX (604) 543-8104 MAINLAND ENGINEERING CONSULTANTS CORPORATION INDEX NO PARTICULARS CONTENTS PAGE 1 LOAD CALCULATIONS 1 2 BEAMS CALCULATIONS B-1 TO B-36 2 to 37 3 HEADER CALCULATIONS H-1 TO H-2 38 to 39 4 FLOOR AND ROOF JOIST CALCULATIONS J-1 TO J-4, R-1 TO R-3 40 to 46 5 BUILDING LATERAL ANALYSIS SEISMIC ANALYSIS 47 to 48 WIND ANALYSIS 49 to 50 6 LATERAL ANLYSIS SHEETS FOR ROOF,UPPER FLOOR AND MAIN FLOOR 51 to 56 7 WALL LOAD CALCULATIONS 57 8 APPENDIX A TO D 58 to 61 9 RETAINING WALL DESIGN 4 FEET, 6 FEET, 8 FEET AND 10 FEET 62 to 73 10 LATERAL FORCE RESISTING SYSTEM CALCULATION ALONG GRID LINE #A 74 to 80 MAINLAND ENGINEERING CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet 1 Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 26-Aua-20 Bv: IBS Chk: IAB LOAD SHEET PER 2015 IBC (TABLE-1607.1) ROOF LOAD IN PSF 1 FLOOR LOAD IN PSF 1-1/2" CONC TOPPING 17.00 BUILD UP/ROOFING 2.50 BUILD UP 1.00 SHEATHING (1/2") 1.75 SHEATHING (3/4") 1.50 FLAT ROOF JOIST@16" O.C. 5.00 FLOOR JOIST 2.00 CEILING JOISTS 1.80 CEILING: HARD 2.00 DRYWALL 2.20 MECH & ELECT 1.00 INSULATION 1.00 INSULATION: RIGID 0.00 MISC. 3.75 PARTITION 9.00 FUTURE SOLAR PANELS 0.00 MISC. 0.50 TOTAL D.L. 1 18.00 ITOTAL D.L. 34.00 LIVE LOAD (L.L.) 1 20.00 ILIVE LOAD (L.L.)"* 40.00 SNOW LOAD (S.L) 1 25.00 ITOTAL LOAD 74.00 - LIVE LOAD (STAIRS AND EXIT WAYS) = 100 PSF TIMBER: WEST COAST USING DOUGLAS FIR SIZE/GRADE Fb (SINGLE/REPITITIVE) Fv (PSI) E (PSI) 2 x NO. 2 1000 95 1700000 4 x NO. 2 1000 95 1700000 6 x NO. 2 1350 85 1600000 PARTITION DEAD LOAD 1/2" GYP. BOARD 4.5 STUD FRAMING 2.0 INSULATION 1.5 MISC 2.0 TOTAL LOAD 1 10.0 CONCRETE: REINFORCED STEEL: EXTERIOR WALL DEAD LOAD STUCO 4.0 1/2" PLYWOOD 1.5 STUD FRAMING 2.3 INSULATION 1.5 1/2" GYP. BOARD 2.2 MISC 1 1.0 TOTAL 1 12.5 FOUNDATIONS AND SLAB ON GRADE 28 DAYS STRENGTH = 3000 PSI INTERMEDIATE GRADE A60 AS PER ASTM 615 ALL BARS EXCEPT #2 SHALL BE DEFORMED WELDED WIRE MESH AS PER ASTM A 185 i a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 131 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 10' 6 2, 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) 5668 @ 6' 7 1/4" 11172 (5.50") Passed (51%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2165 @ 5' 3" 8571 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 4107 @ 3' 1 13/16" 21832 Passed (19%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -2429 @ 6' 7 1/4" 16829 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.015 @ 3' 4 3/16" 0.212 1 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.025 @ 3' 3 11/16" 0.318 1 Passed (L/999+) 1.0 D + 1.0 S (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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 9 9/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 1/8". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - SPF 4.50" 3.25" 1.50" 1260 1818 3078 1 1/4" Rim Board 2 - Column - SPF 5.50" 5.50" 1 2.79" 2407 3261 5668 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) 8' 9" o/c Bottom Edge (Lu) 8' 9" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 10" N/A 10.3 -- 1 - Uniform (PSF) 0 to 8' 10" (Front) 22' 6" 18.0 25.0 Residential - Living Areas Member Notes CANT.BEAM System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported 2 Page 3 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 132 1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL Overall Length: 15' T i 13' 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) Member Reaction (Ibs) 832 @ V 10 3/4" 3981 (3.50") Passed (21%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 242 @ 7" 5353 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) -743 @ 1' 10 3/4" 13949 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.011 @ 0 0.200 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.016 @ 0 0.200 Passed (2L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) 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. Supports Bearing Length Loads to Supports (Ibs) Accessories If Total Available Required Dead Snow Total 1 - Beam - GLB 3.50" 3.50" 1.50" 384 447 831 Blocking 2 - Hanger on 14" GLB beam 3.50" Hangers 1 1.50" 24 -32 24/-32 See note s • 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) 15' 4" o/c Bottom Edge (Lu) 15' 4" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger IUS1.81/9.5 2.00" N/A 8-10dx1.5 2-10dx1.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 15' 3 1/2" N/A 7.2 1 - Uniform (PSF) 0 to 1' 9" (Front) 9' 6" 18.0 25.0 ROOF LOADS 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported 3 Page 4 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, B3 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 6' T FBI 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) 1347 @ 2' 1 3/4" 4648 (3.50") Passed (29%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 372 @ 3' 5" 8571 Passed (4%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 311 @ 4' 9 1/2" 21832 Passed (1%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -717 @ 2' 1 3/4" 16829 Passed (4%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.002 @ 0 0.200 1 Passed (2L/999+) I -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.003 @ 0 0.215 1 Passed (2L/999+) I -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 3". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 6 13/16". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 593 755 1348 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 167 255 422 1 1/4" Rim Board • 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' 6" o/c Bottom Edge (Lu) 6' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 5 3/4" N/A 10.3 1 - Uniform (PSF) 0 to 2' 3" (Front) 7' 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 2' 3" to 6' 7" (Front) 5' 3" 18.0 25.0 Residential - Living Areas Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported 4 Page 5 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 134 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam 2 0 Overall Length: I- 1 11 ' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. H Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4149 @ 13- 11" 4570 (2.25") Passed (91%) 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 3436 @ T Y 8571 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 11793 @ 8' 2 1/16" 21832 Passed (54%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -1645 @ 2' 1 3/4" 16829 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.147 @ 8' 3/4" 0.392 Passed (L/960) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.252 @ 8' 15/16" 0.589 1 Passed (L/560) 1.0 D + 1.0 S (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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 5 7/8". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 6 7/16". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - SPF 3.50" 3.50" 2.89" 2509 3368 5877 Blocking 2 - Column - SPF 3.50" 2.25" 1 2.04" 1785 2438 4223 1 1/4" Rim Board • 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) 14' o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 11 3/4" N/A 10.3 -- 1 - Uniform (PSF) 0 to 14' 1" (Front) 16' 4 1/2" 18.0 25.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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/w(>odproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported 5 Page 6 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 135 1 piece(s) 1 3/4" x 14" 2.0E Microllam@ LVL Overall Length: 22' a' 19' 6" ❑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) 1292 @ 2' 4 3/4" 2603 (3.50") Passed (50%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 748 @ T 8 1/2" 5353 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3102 @ 12' 5 3/8" 10916 Passed (28%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.078 @ 12' 4 7/8" 0.659 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.364 @ 12' 4 1/4" 0.989 Passed (L/652) 1.0 D + 1.0 S (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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.74" 842 450 1292 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 648 182 830 1 1/4" Rim Board • win board is assumes to carry aii ioaas appuea oirectiy above it, bypassing the memoer Ding 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) 13' 8" o/c Bottom Edge (Lu) 22' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 22' 2 3/4" N/A 7.2 1 - Uniform (PSF) 0 to 2' 9" (Front) 3' 9" 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 2' 9" to 22' 4" (Front) 9" 18.0 25.0 Residential - Living Areas 3 - Uniform (PLF) 2' 9" to 22' 4" (Front) N/A 45.0 - Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported 6 Page 7 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 136 1 piece(s) 5 1/8" x 13 1/2" 24F-V4 DF Glulam 6' 3" n 6' 9„ 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) 9126 @ 6' 5 1/4" 14991 (4.50") Passed (61%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4045 @ 7' 9" 14057 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 276 @ 12' 6 1/16" 35805 Passed (1%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -17118 @ 615 1/4" 27599 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.173 @ 0 0.429 1 Passed (2L/896) 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.377 @ 0 0.644 1 Passed (2L/410) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 8 7/8". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 2 3/16". • -432 Ibs uplift at support located at 13' 4 1/2". Strapping or other restraint may be required. • 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. Bearing Length Loads to Supports (Ibs) Supports Accessories Total Available Required Dead Snow Total 1 - Column Cap - steel 4.50" 4.50" 2.74" 4523 4604 9127 Blocking 2 - Hanger on 13 1/2" SPF beam 4.50" Hanger' 1.50" -150 1003/-283 1433 See note' • ClocKmg Panels are assumeo to carry no loaas appnea airectry anove tnem ano the tun loaa is appnea to the member Deing aesigneo. • 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) 13' 5" o/c Bottom Edge (Lu) 13' 5" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2- Face Mount Hanger HUC5.125/12 2.50" N/A 22-10dx1.5 8-10d • Refer to manufacturer notes and instructions for proper installation and use of all connectors. ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported 7 Page 8 / 55 a" O R T CM MEMBER REPORT UPPER FLOOR PLAN, 137 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam FAILED An excessive uplift of -1635 Ibs at support located at 9' 5" failed this product. 4'9" Overall Length: 9' 7" C 4' 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) 5610 @ 4' 10 3/4" 7109 (3.50") Passed (79%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2465 @ 6' 2" 8571 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 0 @ N/A N/A Passed (N/A) -- N/A Neg Moment (Ft-Ibs) -9798 @ 4' 10 3/4" 16829 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.088 @ 0 0.326 Passed (2L/999+) I -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.208 @ 0 0.490 Passed (2L/566) I -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 5". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - SPF 3.50" 3.50" 2.76" 3027 2582 5609 Blocking 2 - Column - SPF 3.50" 2.25" 1 1.50" -924 -711 -1635 1 1/4" Rim Board • 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' 6" o/c Bottom Edge (Lu) 9' 6" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 9' 5 3/4" N/A 10.3 1 - Uniform (PSF) 0 to 9' 7" (Front) 6' 9" 18.0 25.0 Residential - Living Areas 2 - Point (lb) 1 3/16" (Front) N/A 842 450 Linked from: B5, Support 1 Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported Page 10 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 138 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam 2' 6" 1❑ Overall Length: I- - 11' 6" 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) 3753 @ 2' 7 3/4" 4648 (3.50") Passed (81%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1996 @ 3' 11" 8571 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 6137 @ 8' 10 5/16" 21832 Passed (28%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -2352 @ 2' 7 3/4" 16829 Passed (14%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.079 @ 8' 6 15/16" 0.392 Passed (U999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.129 @ 8' 7 3/4" 0.589 Passed (U999+) 1.0 D + 1.0 S (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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 1 3/8". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 9 13/16". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Stud wall- SPF 3.50" 3.50" 2.83" 1767 387 1986 4140 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.68" 945 -71 1328 2271/ 1 1/4" Rim Board • 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) 14' 6" o/c Bottom Edge (Lu) 14' 6" 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) 0 to 14' 5 3/4" N/A 10.3 1 -Uniform (PSF) 0 to 14' 7" (Front) 9' 18.0 - 25.0 Residential - Living Areas Linked from: LVL 2 - Point (lb) 0 (Front) N/A 201 316 - BEAM (PT. 9), Support 1 Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported g Page 11 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, 139 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 11 1 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 2' 3" 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2778 @ 8' 8 1/4" 4648 (3.50") Passed (60%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1321 @ 7' 5" 8571 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 3208 @ 4' 2 1/4" 21832 Passed (15%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft-Ibs) -1140 @ 8' 8 1/4" 16829 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.021 @ 4' 4 1/2" 0.284 Passed (U999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.035 @ 4' 4 1/8" 0.426 Passed (U999+) 1.0 D + 1.0 S (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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 7/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 3' 13/16". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 703 958 1661 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 2.09" 1205 1573 2778 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) 11' o/c Bottom Edge (Lu) 11' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 11' 1" N/A 10.3 -- 1 - Uniform (PSF) 0 to 11' 1" (Front) 9' 18.0 25.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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/w(>odproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 0 Page 12 / 55 a" O R T CM MEMBER REPORT FAILED UPPER FLOOR PLAN, B10 1 piece(s) 3 1/8" x 13 1/2" 24F-V4 DF Glulam An excessive uplift of -1179 Ibs at support located at 11' 11" failed this product. Overall Length: 12' 1" 6' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Y 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3926 @ 5' 4 3/4" 4648 (3.50") Passed (84%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2441 @ 4' 1 1/2" 8571 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 0 @ N/A N/A Passed (N/A) -- N/A Neg Moment (Ft-Ibs) -8426 @ 5' 4 3/4" 16829 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.136 @ 0 0.360 Passed (2L/950) - 1.0 D + 1.0 S (Alt Spans) Total Load Defl.(in) 0.238 @ 0 0.540 Passed (2L/544) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Left cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 11". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 2.96" 1720 2206 3926 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" -478 -701 -1179 1 1/4" Rim Board • lum boara is assumea to carry aii ioaas appiiea airectry above it, Dypassing the 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) 12' o/c Bottom Edge (Lu) 12' o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 11' 11 3/4" N/A 10.3 -- 1 - Uniform (PSF) 0 to 2' 3" (Front) 7' 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 2' 3" to 12' 1" (Front) 9" 18.0 25.0 Residential - Living Areas 3 - Point (lb) 2' 3" (Front) N/A 703 958 Linked from: B9, Support 1 ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 0 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO 8/24/2020 4:49:18 PM UTC ForteWEB v3.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 .� Page 13 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, 1311 1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam Overall Length: 27' a 1/2" 26 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) 9239 @ 27' 1 1/2" 9872 (2.25") Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 8078 @ 2' 21465 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 61496 @ 13' 9" 66473 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.819 @ 13' 9" 0.892 Passed (L/392) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1.341 @ 13' 9" 1.337 Passed (L/239) 1 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. • Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 26' 9". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - SPF 6.00" 4.75" 2.14" 3675 5775 9450 1 1/4" Rim Board 2 - Column - SPF 3.50" 2.25" 2.11" 3620 5688 9308 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) 27' 1" o/c Bottom Edge (Lu) 27' 1" 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 272 1/4" N/A 29.5 1 - Uniform (PSF) 0 to 27' 3 1/2" (Front) 7' 34.0 60.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 2 Page 25 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B12 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam Overall Length: I- I I 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) 11411 @ 4" 14158 (4.25") Passed (81%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 8922 @ 1' 8 1/2" 13581 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 39386 @ 7' 5 1/2" 38438 Passed (102%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.293 @ 75 1/2" 0.475 Passed (L/583) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.555 @ 75 1/2" 1 0.712 1 Passed (L/308) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 3". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - SPF 5.50" 4.25" 3.43" 5455 6116 11571 1 1/4" Rim Board 2 - Column - SPF 5.50" 4.25" 3.43" 5455 6116 11571 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" o/c Bottom Edge (Lu) 14' 9" 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 14' 9 3/4" N/A 18.7 1 - Uniform (PSF) 0 to 14' 11" (Front) 10' 34.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 14' 11" (Front) 7' 34.0 60.0 Residential - Living Areas 3 - Uniform (PLF) 0 to 14' 11" (Front) N/A 135.0 - System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 3 Page 26 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B13 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam Overall Length: 1� 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) 10526 @ 4 1/2" 15823 (4.75") Passed (67%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 8618 @ P 10 1/2" 17180 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 48613 @ 9' 10 1/2" 52330 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.472 @ 9' 10 1/2" 0.633 Passed (L/483) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.915 @ 9' 10 1/2" 0.950 Passed (L/249) 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. • Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 19'. • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Column - SPF 6.00" 4.75" 3.16" 5143 5493 10636 1 1/4" Rim Board 2 - Column - SPF 6.00" 4.75" 3.16" 5143 5493 10636 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) 19' 4" o/c Bottom Edge (Lu) 19' 7" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 19' 7 3/4" N/A 20.5 1 - Uniform (PSF) 0 to 19' 9" (Front) 22' 3" 18.0 25.0 Residential - Living Areas 2 -Uniform (PLF) 0 to 19' 9" (Front) N/A 100.0 Residential - LivingAreas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 4 Page 27 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B14 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: I- - 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) 6377 @ 3 1/2" 6377 (1.91") Passed (100%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 5474 @ 1' 3 1/2" 10865 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 22519 @ 74 1/4" 24600 Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.324 @ 74 1/4" 0.471 Passed (L/524) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.609 @ 74 1/4" 1 0.706 1 Passed (L/278) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 1 1/2". • 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. IF Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on SPF studWall 3.50" Hanger' 1.91" 3106 3530 6636 See note 1 2 - Column - SPF 3.50" 2.25" 1.93" 3056 3470 6526 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) 14' 2" o/c Bottom Edge (Lu) 14' 2" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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. Dead Floor Live Vertical Loads 10 Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 14' 5 3/4" N/A 14.9 -- 1 - Uniform (PSF) 0 to 14' 7" (Front) 12' 34.0 40.0 Residential - Living Areas 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 5 Page 28 / 55 a FORTE M3 MEMBER REPORT MAIN FLOOR PLAN, B15 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: I- 1 14 3' L 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) 6387 @ 3 1/2" 6387 (1.92") Passed (100%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5491 @ 1' 3 1/2" 12495 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 22754 @ 75" 28290 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl.(in) 0.402 @ 7'5" 0.475 Passed (L/426) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.626 @ 7' 5" 0.712 Passed (L/273) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 3". • 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. vp Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on SPF studWall 3.50" Hanger' 1.92" 2380 593 4265 7238 See note' 2 - Hanger on SPF studWall 3.50" Hanger' 1.92" 2380 593 4265 7238 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) 14' 3" o/c Bottom Edge (Lu) 14' 3" o/c -Maximum allowable bracing intervals based on applied load. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 2 - 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. 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 14' 6 1/2" N/A 14.9 -- I - Uniform (PSF) 0 to 14' 10" (Front) 2' 34.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) 0 to 14' 10" (Front) 5' 9" 18.0 100.0 Residential - Living Areas 3 - Uniform (PLF) 0 to 14' 10" (Front) N/A 135.0 - ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 6 Page 29 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B16 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam Overall Length: 4' 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) 1440 @ 2" 2988 (2.25") Passed (48%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 658 @ 1' 3 1/2" 7619 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 1486 @ 2' 3 1/2" 17250 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 2' 3 1/2" 0.142 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.006 @ 2' 3 1/2" 1 0.213 1 Passed (L/999+) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 3". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 247 1260 1507 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 247 1260 1507 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) 4' 5" o/c Bottom Edge (Lu) 4' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 4' 5 3/4" N/A 9.1 1 - Uniform (PSF) 0 to 4' 7" (Front) 5' 6" 18.0 100.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 7 Page 31 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B17 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam Overall Length: 19' 10' 14' 3" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. r 2' 6" Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1197 @ IT 2 1/4" 4648 (3.50") Passed (26%) 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 373 @ 16' 1/2" 5963 Passed (6%) 0.90 1.0 D (All Spans) Pos Moment (Ft-Ibs) 1137 @ 9' 8 13/16" 13500 Passed (8%) 0.90 1.0 D (All Spans) Neg Moment (Ft-Ibs) -922 @ 172 1/4" 13297 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.016 @ 19' SO" 1 0.200 1 Passed (2L/999+) I -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.049 @ 9' SO" 1 0.727 1 Passed (L/999+) I -- 1.0 D (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/0.2") and TL (2L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 4 7/8". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 3/8". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 3.50" 1.50" 677 140 817 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1 1.50" 839 358 1197 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) 19' 10" o/c Bottom Edge (Lu) 19' 10" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 19' 10" N/A 9.1 1 - Uniform (PSF) 17' to 19' 10" (Front) 4' 9" 18.0 25.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 2' 6" (Front) 2' 3" 18.0 25.0 Residential - Living Areas 3 - Uniform (PLF) 0 to 19' 10" (Front) N/A 50.0 - Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported1 8 Page 32 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B18 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: 10' 11' 0 0 r 1I 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) 6260 @ 10' 7" 17617 (5.50") Passed (36%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6238 @ 9' 5 1/2" 12495 Passed (50%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 19878 @ 53" 24600 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.119 @ 5' 7 1/2" 0.342 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 1 0.248 @ 5' 7 3/16" 1 0.512 1 Passed (L/495) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - DF 5.50" 4.25" 1.50" 2132 1951 562 4645 1 1/4" Rim Board 2 - Stud wall - DF 5.50" 5.50" 1.95" 3156 2142 1997 7295 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) 10' 10" o/c Bottom Edge (Lu) 10' 10" 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 10' 11" N/A 14.9 -- -- 1 - Point (lb) 8' 4" (Front) N/A 2046 593 2559 Linked from: B15, Support 2 2 - Point (lb) 5' 3" (Front) N/A 3080 3500 - Linked from: B14, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 6/24/2021 3:07:39 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: UR801_Imported1 9 Page 1 / 1 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B19 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: 1� - 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) 3390 @ 2" 4901 (2.25") Passed (69%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2975 @ 1' 3 1/2" 10865 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 16210 @ 9' 9 1/2" 24600 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.581 @ 9' 9 1/2" 0.642 Passed (L/397) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.814 @ 9' 9 1/2" 1 0.962 1 Passed (L/284) 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 3". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.56" 977 2448 3425 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.56" 977 2448 3425 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) 19' 5" o/c Bottom Edge (Lu) 19' 5" 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 19' 5 3/4" N/A 14.9 1 - Uniform (PSF) 0 to 19' 7" (Front) 2' 6" 34.0 100.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported20 Page 35 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B20 1 piece(s) 8 3/4" x 12" 24F-V4 DF Glulam Overall Length: 12' 9" r 12 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) 9635 @ 2" 19906 (3.50") Passed (48%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 13590 @ 11' 3 1/2" 21333 Passed (64%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 46343 @ 73" 48300 Passed (96%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.241 @ 6' 6 3/8" 0.408 Passed (L/609) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.497 @ 6' 6 7/16" 1 0.613 1 Passed (L/296) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 12' 3". • 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. Supports IF Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column Cap - steel 3.50" 3.50" 1.69" 4929 1736 4540 11205 Blocking 2 - Column Cap - steel 5.50" 5.50" 2.60" 7682 4468 5032 17182 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) 12' 9" o/c Bottom Edge (Lu) 12' 9" 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) 0 to 12' 9" N/A 25.5 1 - Uniform (PSF) 0 to 12' 9" (Front) 22' 18.0 - 25.0 ROOF LOADS 2 - Point (lb) 7' 3" (Front) N/A 2046 593 2559 Linked from: B15, Support 1 3 - Point (lb) T 3" (Front) N/A 2110 2111 _ Linked from: B21, Support 2 4 - Point (lb) 10' 4" (Front) N/A 3080 3500 Linked from: 1314, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 6/24/2021 3:04:11 PM UTC ForteWEB 0.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: UR801_Imported2 1 Page 1 / 1 a FORTE"M3 MEMBER REPORT MAIN FLOOR PLAN, B21 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam PASSED Overall Length: 13' 1 1/2" I , i 13 L 19 3' 1❑ 0 ❑3 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) 7388 @ IT 5 1/4" 7623 (3.50") Passed (97%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3683 @ 14' 7" 10865 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 11701 @ 24' 9 3/8" 24600 Passed (48%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-Ibs) -13041 @ 13' 5 1/4" 18963 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.398 @ 23' 10 1/2" 1 0.651 1 Passed (L/589) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.530 @ 23' 11 9/16" 1 0.976 1 Passed (L/442) 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 4 1/4". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 5 3/16". • 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. Bearing Length Loads to Supports (Ibs) Total Available Required Dead Floor Live Total Supports Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.50" 398 1533/-508 1508 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.39" 2110 5278 7388 None 3 - Stud wall - SPF 3.50" 2.25" 1.50" 800 2119/-88 2 19/ 1 1/4" Rim Board • Kim board Is assumed to carry all loads applied directly above It, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 32' 11" o/c Bottom Edge (Lu) 32' 11" o/c -Maximum allowable bracing intervals based on applied load. 1111111 Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 1 1/4" to 33' 1/4" N/A 14.9 1 - Uniform (PSF) 0 to 33' 1 1/2" (Front) 2' 6" 34.0 100.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes mmmmm====! 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported22 Page 38 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B22 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam Overall Length: 16' T 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) 6643 @ 2" 9872 (2.25") Passed (67%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5596 @ 1' 3 1/2" 14310 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 25160 @ 79 1/2" 32339 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.325 @ 8' 3/4" 0.542 Passed (L/601) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.698 @ 8' 15/16" 0.813 Passed (L/279) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 3". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - SPF 3.50" 2.25" 1.51" 3575 2893 1277 7745 1 1/4" Rim Board 2 - Column - SPF 3.50" 2.25" 1.50" 3021 2924 501 6446 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) 16' 5" o/c Bottom Edge (Lu) 16' 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 wllllllllll 0 - Self Weight (PLF) 1 1/4" to 16' 5 3/4" N/A 19.7 1 - Uniform (PSF) 0 to 16' 7" (Front) 8' 10 1/2" 34.0 40.0 - Residential - Living Areas 2 -Point (lb) 4' 9" (Front) N/A 325 - 450 Residential - Living Areas 3 - Point (lb) 4' 9" (Front) N/A 945 -71 1328 Linked from: 68, Support 2 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported23 Page 39 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B23 1 piece(s) 3 1/8" x 10 1/2" 24F-V4 DF Glulam Overall Length: 9' 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) 4777 @ 3" 6602 (3.25") Passed (72%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3144 @ P 3" 5797 Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 10167 @ 4' 3" 13207 Passed (77%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.103 @ 4' 5 3/16" 0.283 Passed (L/987) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.228 @ 4' 5" 0.425 Passed (L/447) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 6". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - SPF 4.50" 3.25" 2.35" 2748 1598 1252 5598 1 1/4" Rim Board 2 - Column - SPF 4.50" 3.25" 1.79" 2003 1598 663 4264 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) 8' 10" o/c Bottom Edge (Lu) 8' 10" 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 wllllllllll 0 - Self Weight (PLF) 1 1/4" to 8' 10 3/4" N/A 8.0 1 - Uniform (PSF) 0 to 9' (Front) 8' 10 1/2" 34.0 40.0 - Residential - Living Areas 2 -Uniform (PSF) 0 to 4' 3" (Front) 9' 18.0 - 25.0 Residential - Living Areas 3 - Uniform (PLF) 0 to 4' 3" (Front) N/A 135.0 - Residential - Living Areas 4 - Point (lb) 4' 3" (Front) N/A 703 958 Linked from: B9, Support 1 user Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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/w(>odproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported24 Page 40 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B24 1 piece(s) 5 1/8" x 12" 24F-V4 DF Glulam Overall Length: 13 1 9' 31, ❑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) 11660 @ 3' 2 1/2" 16656 (5.00") Passed (70%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4945 @ 4' 5" 10865 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 11891 @ 8' 4 1/16" 24600 Passed (48%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft-Ibs) -6177 @ T 2 1/2" 18963 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.081 @ 8' 1/2" 0.319 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (Alt Spans) Total Load Defl. (in) 0.161 @ 8' 1 11/1"6" 0.479 1 Passed (L/715) 1.0 D + 0.75 L + 0.75 S (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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 10 13/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 4' 3 3/8". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - SPF 5.00" 5.00" 3.50" 6490 3756 3137 13383 Blocking 2 - Column - SPF 5.00" 3.75" 1.90" 3455 2237/-190 1769 7190 1 1/4" Rim Board • 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) 13' o/c Bottom Edge (Lu) 13' 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) 0 to 12' 11 3/4" N/A 14.9 1 - Uniform (PSF) 0 to 13' 1" (Front) 11' 34.0 40.0 _ Residential - Living Areas 2 - Uniform (PSF) 0 to 13' 1" (Front) 13' 1 1/2" 18.0 28 0 Residential - Living Areas 3 - Uniform (PLF) 0 to 13' 1" (Front) N/A 135.0 - Residential - Living Areas Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator I Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported25 Page 41 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B25 1 piece(s) 6 3/4" x 16 1/2" 24F-V4 DF Glulam Overall Length: 19' 10' L 19 L 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) 11521 @ 3 1/2" 16453 (3.75") Passed (70%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 9539 @ 1' 9 1/2" 19676 Passed (48%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 54383 @ 9' 11" 58229 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.421 @ 9' 11" 0.642 Passed (L/548) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.798 @ 9' 11" 1 0.962 1 Passed (L/290) 1 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. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 19' 3". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - SPF 5.00" 3.75" 2.63" 5492 6148 11640 1 1/4" Rim Board 2 - Column - SPF 5.00" 3.75" 2.63" 5492 6148 11640 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) 19' 8" o/c Bottom Edge (Lu) 19' 8" 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 19' 8 3/4" N/A 27.1 1 - Uniform (PSF) 0 to 19' 10" (Front) 15' 6" 34.0 40.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported26 Page 42 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B26 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam Overall Length:7' a 1/2" M9 6' 3" 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) 4711 @ 6' 10" 7637 (5.75") Passed (62%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear(lbs) 2778 @ 1'5 1/2" 7619 Passed (36%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 6903 @ 3' 7" 17250 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.036 @ 3'7" 0.217 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.065 @ 3' 7" 0.325 Passed (L/999+) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 6". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - SPF 5.50" 4.25" 2.24" 2103 1433 2007 5543 1 1/4" Rim Board 2 - Stud wall - SPF 7.00" 5.75" 3.55" 2176 1483 2077 5736 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' 1" o/c Bottom Edge (Lu) 7' 1" 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 7' 2 1/4" N/A 9.1 1 - Uniform (PSF) 0 to 7' 3 1/2" (Front) 10' 34.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) 0 to 7' 3 1/2" (Front) 7' 34.0 80.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported27 Page 43 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B27 1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam Overall Length: 27 1' 26 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) 9239 @ 2" 9872 (2.25") Passed (94%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 8078 @ 1' 9 1/2" 21465 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 61496 @ 13' 6 1/2" 66473 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.819 @ 13' 6 1/2" 0.892 Passed (L/392) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1.341 @ 13' 6 1/2" 1 1.337 1 Passed (L/239) 1 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. • Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L = 26' 9". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - SPF 3.50" 2.25" 2.11" 3620 5688 9308 1 1/4" Rim Board 2 - Column - SPF 3.50" 2.25" 2.11" 3620 5688 9308 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) 26' 11" o/c Bottom Edge (Lu) 26' 11" 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 26 11 3/4" N/A 29.5 1 -Uniform (PSF) 0 to 27' 1" (Front) 7' 34.0 60.0 Residential - LivingAreas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported28 Page 44 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B28 1 piece(s) 5 1/8" x 15" 24F-V4 DF Glulam Overall Length: 18' 5' L 17' 6" L 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) 6161 @ 4" 9257 (4.25") Passed (67%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5075 @ 1' 8 1/2" 15618 Passed (32%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 26650 @ 9' 2 1/2" 43961 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.362 @ 9' 2 1/2" 0.592 Passed (L/589) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.583 @ 9' 2 1/2" 1 0.887 1 Passed (L/366) 1 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. • Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 17' 9". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 5.50" 4.25" 2.83" 2362 3868 6230 1 1/4" Rim Board 2 - Stud wall - SPF 5.50" 4.25" 2.83" 2362 3868 6230 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) 18' 3" o/c Bottom Edge (Lu) 18' 3" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 18' 3 3/4" N/A 18.7 1 -Uniform (PSF) 0 to 18' S" (Front) 7' 34.0 60.0 Residential - LivingAreas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported29 Page 45 / 55 a" O R T CM MEMBER REPORT PASSED MAIN FLOOR PLAN, B29 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam Overall Length: 1 10' 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) 2116 @ 2" 4570 (2.25") Passed (46%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1747 @ 1' 3 1/2" 6625 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 7076 @ 6' 11" 15000 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.208 @ 6' 11" 0.450 Passed (L/780) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.287 @ 6' 11" 1 0.675 1 Passed (L/565) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 6". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Column - SPF 3.50" 2.25" 1.50" 591 1556 2147 1 1/4" Rim Board 2 - Column - SPF 3.50" 2.25" 1.50" 591 1556 2147 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) 13' 8" o/c Bottom Edge (Lu) 13' 8" 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 IT 8 3/4" N/A 9.1 1 - Uniform (PSF) 0 to 13' 10" (Front) 2' 3" 34.0 100.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported30 Page 46 / 55 a" O R T CM MEMBER REPORT PASSED BASEMENT FLOOR PLAN, B30 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam Overall Length: 1' 7' 6" L 11 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) 2658 @ 2" 2988 (2.25") Passed (89%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1857 @ 1' 3 1/2" 6625 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 5069 @ 4' 1/2" 15000 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.036 @ 4' 1/2" 0.258 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.068 @ 4' 1/2" 1 0.387 1 Passed (L/999+) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 7' 9". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 2.00" 1273 1455 2728 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 2.00" 1273 1455 2728 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' 11" o/c Bottom Edge (Lu) 7' 11" 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 7' 11 3/4" N/A 9.1 1 -Uniform (PSF) 0 to 8' 1" (Front) 9' 34.0 40.0 Residential - LivingAreas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported31 Page 48 / 55 a FORTE M3 MEMBER REPORT BASEMENT FLOOR PLAN, B31 1 piece(s) 5 1/8" x 16 1/2" 24F-V4 DF Glulam PASSED Overall Length: 1 T 112' 16' 3" 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) 15204 @ 3 1/2" 15204 (4.56") Passed (100%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 11314 @ 1' 8" 14939 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 46600 @ 8' 5" 46186 Passed (SOS%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.396 @ 8' 5 5/16" 0.546 Passed (L/496) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.772 @ 8' 5 3/16" 1 0.819 1 Passed (L/255) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 16' 4 1/2". • 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. IF Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on SPF studWall 3.50" Hanger' 4.56" 7718 6175 4477 18370 See note 1 2 - Column - SPF 6.00" 4.75" 4.23" 6871 6156 3591 16618 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) 4' 4" o/c Bottom Edge (Lu) 168" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 I N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported32 Page 49 / 55 a" O R T CM MEMBER REPORT PASSED BASEMENT FLOOR PLAN, B32 1 piece(s) 6 3/4" x 15" 24F-V4 DF Glulam Overall Length: 24' 9 1 j2' 0- 2. 3" 21' 9" 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) 13382 @ 2' 6" 17213 (6.00") Passed (78%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 11777 @ 4' 17888 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 44052 @ 6' 3" 47914 Passed (92%) 1.00 1.0 D + 1.0 L (All Spans) Neg Moment (Ft-Ibs) -77 @ 2' 6" 35121 Passed (0%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.455 @ 12' 5/8" 1 0.738 1 Passed (L/583) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.932 @ 12' 1 7/16" 1 1.106 1 Passed (L/285) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). Upward deflection on left cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 22' 1 7/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 2' 6 1/8". • Upward deflection on left cantilever exceeds 0.4". • 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. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Beam - SPF 6.00" 6.00" 4.66" 6747 5128 3718 15593 Blocking 2 - Plate on concrete - SPF 3.50" 2.25" 1.50" 1578 1047 759 3384 1 1/4" Rim Board • 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) 24' 8" o/c Bottom Edge (Lu) 24' 8" 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) 0 to 24' 8 1/4" N/A 24.6 1 - Point (lb) 6' 3" (Front) N/A 7718 6175 4477 Linked from: 631, Support 1 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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/wGodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported33 Page 51 / 55 a" O R T CM MEMBER REPORT PASSED BASEMENT FLOOR PLAN, B33 1 piece(s) 6 3/4" x 19 1/2" 24F-V4 DF Glulam Overall Length: 1= 11 6 M9 t 13 9' L ❑z 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) 20539 @ 14' 5 1/2" 25228 (5.75") Passed (81%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 17978 @ 12' 8 1/2" 23254 Passed (77%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 73562 @ 7191, 82569 Passed (89%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.160 @ 7'9 1/4" 0.467 Passed (L/999+) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.343 @ 79" 0.700 Passed (L/490) 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 14'. • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Column - PSL 7.00" 5.75" 3.13" 7452 5953 2488 15893 1 1/4" Rim Board 2 - Column - PSL 7.00" 5.75" 4.68" 10568 7656 5687 23911 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) 14' 9" o/c Bottom Edge (Lu) 14' 9" 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 wllllllllll 0 - Self Weight (PLF) 1 1/4" to 14' 9 3/4" N/A 32.0 1 - Uniform (PSF) 0 to 11' 3" (Front) 10' 6" 34.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) 11' 3" to 14' 11" (Front) 4' 6" 15.0 80.0 Residential - Living Areas 3 - Point (lb) 7' 9" (Front) N/A 6490 3756 3137 Linked from: 624, Support 1 4 - Point (lb) 11' 3" (Front) N/A 6747 5128 3718 Linked from: B32, Support 1 user Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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/w(>odproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported34 Page 52 / 55 a" O R T CM MEMBER REPORT PASSED BASEMENT FLOOR PLAN, B34 1 piece(s) 3 1/8" x 12" 24F-V4 DF Glulam Overall Length: 7 1' 6' 6" L 11 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) 1171 @ 2" 2988 (2.25") Passed (39%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 766 @ 1' 3 1/2" 7619 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 1940 @ 3' 6 1/2" 17250 Passed (11%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.015 @ T 6 1/2" 0.225 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.020 @ T 6 1/2" 0.338 Passed (L/999+) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 9". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 302 903 1205 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 302 903 1205 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' 11" o/c Bottom Edge (Lu) 6' 11" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 6' 11 3/4" N/A 9.1 1 - Uniform (PSF) 0 to 7' 1" (Front) 4' 3" 18.0 60.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported35 Page 53 / 55 a" O R T CM MEMBER REPORT PASSED BASEMENT FLOOR PLAN, B35 1 piece(s) 5 1/8" x 9" 24F-V4 DF Glulam Overall Length: 17 1' 16 6' L 11 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) 2276 @ 2" 4901 (2.25") Passed (46%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2023 @ 1' 1/2" 9371 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 9459 @ 8' 6 1/2" 15913 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.521 @ 8' 6 1/2" 0.558 Passed (L/385) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.852 @ 8' 6 1/2" 1 0.837 1 Passed (L/236) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 9". • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 893 1409 2302 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 893 1409 2302 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) 16' 11" o/c Bottom Edge (Lu) 16' 11" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 16 11 3/4" N/A 11.2 1 - Uniform (PSF) 0 to 17' 1" (Front) 2' 9" 34.0 60.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported36 Page 54 / 55 a" O R T CM MEMBER REPORT PASSED BASEMENT FLOOR PLAN, B36 1 piece(s) 3 1/8" x 9" 24F-V4 DF Glulam Overall Length: 14' a' 11 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) 1708 @ 2" 2988 (2.25") Passed (57%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1481 @ 1' 1/2" 5714 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 5925 @ 7' 2" 9703 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.379 @ 7' 2" 0.467 Passed (L/443) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.612 @ 72" 0.700 Passed (L/275) 1 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. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14'. • 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. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 657 1075 1732 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 657 1075 1732 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) 14' 2" o/c Bottom Edge (Lu) 14' 2" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 14' 2 3/4" N/A 6.8 1 - Uniform (PSF) 0 to 14' 4" (Front) 2' 6" 34.0 60.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported37 Page 55 / 55 a FORTE'M3 MEMBER REPORT UPPER FLOOR PLAN, H1 2 piece(s) 2 x 10 Douglas Fir -Larch No. 1 PASSED 1 a 0 Overall Length: 5' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Y 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1550 @ 2" 2869 (2.25") Passed (54%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 997 @ 1' 3/4" 3830 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1987 @ 2' 9 1/2" 4510 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.017 @ 2' 9 1/2" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.029 @ 2' 9 1/2" 0.262 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 - Stud wall - SPF 3.50" 2.25" 1.50" 685 925 1610 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 685 925 1610 1 1/4" Rim Board • Kim boaro is assumes to carry aii ioaas appuea oirectiy anove it, Dypassmg the memner Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 5" o/c Bottom Edge (Lu) 5' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 5' 5 3/4" N/A 7.0 1 - Uniform (PSF) 0 to 5' 7" (Front) IT 3" 18.0 25.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported38 Page 15 / 55 a FORTE'M3 MEMBER REPORT UPPER FLOOR PLAN, H2 2 piece(s) 2 x 10 Douglas Fir -Larch No. 1 PASSED 1 a 0 Overall Length: 3 8' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Y 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1515 @ 2" 2869 (2.25") Passed (53%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1168 @ 1' 3/4" 3830 Passed (31%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3078 @ 4' 3 1/2" 4510 Passed (68%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.064 @ 4' 3 1/2" 0.275 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.112 @ 4' 3 1/2" 0.412 Passed (L/883) 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 - Stud wall - SPF 3.50" 2.25" 1.50" 667 885 1552 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 667 885 1552 1 1/4" Rim Board • Kim boaro is assumes to carry aii ioaas appuea oirectiy anove it, Dypassmg the memner Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 5" o/c Bottom Edge (Lu) 8' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 8' 5 3/4" N/A 7.0 1 - Uniform (PSF) 0 to 8' 7" (Front) 8' 3" 18.0 25.0 Residential - Living Areas System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported39 Page 16 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, RI 1 piece(s) 14" TJI@ 560 @ 12" OC Overall Length: 2 10" 11 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) 551 @ 2 1/2" 1606 (2.25") Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Shear(lbs) 543 @ 3 1/2" 2749 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3472 @ 12' 11" 12966 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.257 @ 12' 11" 0.847 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.442 @ 12' 11" 1 1.271 1 Passed (L/690) 1.0 D + 1.0 S (All Spans) TI-ProTm Rating 42 1 40 1 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling, bridging or blocking at max. 8' o.c.. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 233 323 556 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 233 323 556 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) 10' 6" o/c Bottom Edge (Lu) 25' 8" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 25' 10" 12" 18.0 25.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported40 Page 17 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, R2 1 piece(s) 14" TJI@ 560 @ 16" OC Overall Length: 22' a' 11 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) 634 @ 2 1/2" 1606 (2.25") Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Shear(lbs) 624 @ 3 1/2" 2749 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3442 @ 11' 2" 12966 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.192 @ 11' 2" 0.731 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.330 @ 11' 2" 1.096 1 Passed (L/796) 1.0 D + 1.0 S (All Spans) TI-ProTm Rating 48 40 1 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 268 372 640 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 268 372 640 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) 10' 7" o/c Bottom Edge (Lu) 22' 2" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 22' 4" 16" 18.0 25.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported41 Page 18 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, R3 1 piece(s) 14" TJI@ 230 @ 16" OC Overall Length: 20' 1' 19 6' L 11 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) 570 @ 2 1/2" 1360 (2.25") Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Shear(lbs) 559 @ 3 1/2" 2237 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2772 @ 10' 1/2" 5739 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.208 @ 10' 1/2" 0.656 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.358 @ 10' 1/2" 1 0.983 1 Passed (L/660) 1.0 D + 1.0 S (All Spans) TI-ProTm Rating 47 1 40 1 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 241 335 576 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 241 335 576 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) 5' 8" o/c Bottom Edge (Lu) 19' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Load Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 20' 1" 16" 18.0 25.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported42 Page 19 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, J1 1 piece(s) it 7/8" TJI@ 560 @ 16" OC Overall Length: 20' 1' 19 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) 981 @ 2 1/2" 1396 (2.25") Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Shear(lbs) 962 @ 3 1/2" 2050 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 4770 @ 10' 1/2" 9500 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.289 @ 10' 1/2" 0.656 Passed (L/818) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.534 @ 10' 1/2" 1 0.983 1 Passed (L/442) 1 1.0 D + 1.0 L (All Spans) TJ-ProTm Rating 49 1 40 1 Passed I -- • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge' Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 455 536 991 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 455 536 991 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) 8' 1" o/c Bottom Edge (Lu) 19' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 20' 1" 16" 34.0 40.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported43 Page 20 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, J2 1 piece(s) it 7/8" TJI@ 230 @ 16" OC Overall Length: 1u' a' 17 9' � 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) 894 @ 2 1/2" 1183 (2.25") Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Shear(lbs) 876 @ 3 1/2" 1655 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3959 @ 9' 2" 4215 Passed (94%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.332 @ 9' 2" 0.597 Passed (L/648) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.614 @ 9' 2" 0.896 1 Passed (L/350) 1.0 D + 1.0 L (All Spans) TJ-Pro'"" Rating 46 40 1 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProTM Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall - SPF 3.50" 2.25" 1.75" 416 489 905 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.75" 416 489 905 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) 4' 1" o/c Bottom Edge (Lu) 18' 2" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 4" 16" 34.0 40.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ForteWEB Software Operator ForteWEB Software Operator Job Notes JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported44 Page 21 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, J3 1 piece(s) 2 x 10 Douglas Fir -Larch No. 1 @ 12" OC Overall Length: 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) 253 @ 2 1/2" 1434 (2.25") Passed (18%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 163 @ 1' 3/4" 1665 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 314 @ 2' 9 1/2" 2255 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.006 @ 2' 9 1/2" 0.172 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.009 @ 2' 9 1/2" 1 0.258 1 Passed (L/999+) 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/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 Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 95 167 262 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 95 167 262 1 1/4" Rim Board • Kim boara is assumea to carry au ioaas appiiea airectry aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 5" o/c Bottom Edge (Lu) 5' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 7" 12" 34.0 60.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ,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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported45 Page 22 / 55 a" O R T CM MEMBER REPORT PASSED UPPER FLOOR PLAN, J4 2 piece(s) 2 x 10 Douglas Fir -Larch No. 1 @ 16" OC Overall Length: 11' 14' 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) 901 @ 2 1/2" 2869 (2.25") Passed (31%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 781 @ 1' 3/4" 3330 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 3144 @ 7' 3 1/2" 4510 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.216 @ 7' 3 1/2" 0.472 Passed (L/789) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.338 @ 73 1/2" 1 0.708 1 Passed (L/503) 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/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 Total 1 - Stud wall - SPF 3.50" 2.25" 1.50" 331 583 914 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1 1.50" 331 583 914 1 1/4" Rim Board • Kim boara is assumea to carry au ioaas appiiea airectry aoove it, Dypassing me memoer Demg aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 1T 3" o/c Bottom Edge (Lu) 14' 5" o/c -Maximum allowable bracing intervals based on applied load. Dead Floor Live Vertical Load Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 14' 7" 16" 34.0 60.0 Residential - Living Areas System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 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 ,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 JATIN SINGLA MAINLAND ENGINEERING (604) 126-4545 ajitstr8@gmail.com 8/24/2020 4:49:18 PM UTC ForteWEB 0.0, Engine: V8.1.3.1, Data: V8.0.0.0 Weyerhaeuser File Name: UR801_Imported46 Page 23 / 55 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 801 Engineer: Project ID: Printed: 19 AUG 2020, 6:16AM ASCE Seismic Base Shear File=C:lUsersIGLIRJIN-11DesktoplBASEPLATE WITH MOMENT -Copy.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:12.19.11.30 . 0.0r rr MAINLAND ENGINEERING CONSULTANTS•• •• • Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure : "II" : All Buildings and other structures except those listed as Category I, III, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: SS = 1.330 g, 0.2 sec response S 1 = 0.520 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" :Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.330 ASCE 7-10 Eq. 11.4-1 S M1 = Fv * S1 = 0.780 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS S MS2/3 = 0.887 ASCE 7-10 Eq. 11.4-3 S D1 S M12/3 = 0.520 ASCE7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 & -2 Resistina Svstem ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems 13.1-ight-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient " R " = 6.50 Building height Limits: System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit: No Limit Deflection Amplification Factor " Cd " = 4.00 Category "C" Limit: Category "D" Limit: No Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 Lateral Force Procedure ASCE7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1012.8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 28.0 ft "x"value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct * (hn ^ x) = 0.243 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 > 22-16 8.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.243 sec Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S DS: Short Period Design Spectral Response = 0.887 From Eq. 12.8-2, Preliminary Cs = 0.136 " R " : Response Modification Factor = 6.50 From Eq.12.8-3 & 12.8-4 , Cs need not exceed = 0.329 " I " : Seismic Importance Factor = 1 From Eq.12.8-5 & 12.8-6, Cs not be less than = 0.039 Cs :Seismic Response Coefficient = = 0.1364 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1364 from 12.8.1.1 W ( see Sum Wi below) = 384.30 k Seismic Base Shear V = Cs * W = 52.42 k M MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: JUR801 Date: 20-Aug-20 By: JBS Chk: JAB SEISMIC ANALYSIS (BUILDING) DEAD WEIGHT OF ROOF = 18 # /SQ. FT. DEAD WEIGHT OF FLOOR = 36 # /SQ. FT. AVG. WEIGHT OF WALLS = 12.5 # /SQ. FT. AREA OF ROOF = 3010 SQ FT. AREA OF UPPER FLOOR = 2390 SQ FT. AREA OF MAIN FLOOR = 3690 SQ FT. PARAPET WALL LENGTH AT ABOVE ROOF = 0.25 FT. TOTAL AVG. WALL LENGTH AT EACH FLOOR = 450 FT. HEIGHT OF WALLS UNDER ROOF FRAMING = 9 FT. HEIGHT OF WALLS UNDER UPPER FLOOR FRAMING = 9 FT. HEIGHT OF WALLS UNDER MAIN FLOOR FRAMING = 9 FT. HEIGHT OF PARAPET (AVEGAGE) = 0 FT. BUILDING WEIGHT: WT. OF MAIN ROOF (1/2 OF WALL HT.+PARAPET) = 79492.5 # WT. OF UPPER FLOOR AND WALLS(1/2UPPER+1/2 BELOW HEIGHT) _ = 136665 # WT. OF MAIN FLOOR AND WALLS(1/2UPPER+1/2 BELOW HEIGHT) _ = 183465 # TOTAL WEIGHT OF BUILDING (W) = 399622.5 # DESIGN BASE SHEAR SEE NEXT PAGE (EQUIVALENT LATERAL FORCE PROCEDURE) V = 0.1364 x W = 0.1364 x 399622.500 = 54509 # (SD) = 38156 # (ASD) DISTRIBUTION OF SEISMIC FORCES LEVEL HT. OF STORY "H" WEIGHT OF STORY "W" W x H # FT. FORCE (#) _ [(WxH)xV]/(TOTAL W xH) FORCE (PSF) FORCE (PSF) SD ASD ROOF 30.25 79492.5 2404648.125 18798 6.2 3.75 UPPER FLOOR 20 1136665 2733300 21368 8.9 5.36 MAIN FLOOR 10 183465 1834650 14342 3.9 2.33 TOTAL = 399622.5 1 16972598.125 154508.5 119.1 111.44 48 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: 801 Engineer: Project ID: 57 Printed: 20 AUG 2020, 9:33PM ASCE 7-10 Wind Forces Ch t 28, Pt2 & Ch t 30, Pt2 File=CALC,INC.1983-202 ,Buil1UR80.2.24 . p p Software copyright ENERCALC, INC.1983-2020, BuiId:12.20.2.24 . CORPORATION DESCRIPTION: --None-- Analytical Values Calculations per ASCE 7-10 V : Basic Wind Speed per Sect 26.5-1 A, B or C 110.0 mph Roof Slope Angle 0 to 5 degrees Occupancy per Table 1.5-1 11 All Buildings and other structures except those listed as Category I, III, and IV Exposure Category per 26.7 Exposure D MRH : Mean Roof Height 30.250 ft Lambda: per Figure 28.6-1, Page 305 1.70 Effective Wind Area of Component & Cladding 10.0 ft^2 Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10.0 psf Topographic Factor Kzt per 26.8 1.00 LHD : Least Horizontal Dimension 30.0 ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) 3.00 ft max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) Design Wind Pressures Horizontal Pressures ... Zone: A = 32.64 psf Zone: C = 21.59 psf Zone: B = -17.00 psf Zone: D = -10.03 psf Vertical Pressures ... Zone: E = -39.27 psf Zone: G = -27.20 psf Zone: F = -22.27 psf Zone: H = -17.17 psf Overhangs... Zone: Eoh = -54.91 psf Zone: Goh = -43.01 psf ASCE 7-10 Section 28.6.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.6.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones B and D equal to +8 psf, while assuming ps for Zones E, F, G, and H are equal to 0 psf. )mponent & Cladding Design Wind Pressures Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.5-1 Roof Zone 1 : Positive : 15.130 psf Negative: -37.060 psf Roof Zone 2 : Positive : 15.130 psf Negative : -62.050 psf Roof Zone 3 : Positive : 15.130 psf Negative: -93.500 psf Wall Zone 4 : Positive : 37.060 psf Negative : -40.120 psf Wall Zone 5 : Positive : 37.060 psf Negative: -49.470 psf Roof Overhang Zone 2: -53.380 psf Roof Overhang Zone 3: -87.720 psf me MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: JUR801 Date: 20-Aua-20 Bv: lis Chk: IAB HORIZONTAL WIND FORCE: HORZ. WIND PRESSURE (ZONE A) HORZ. WIND PRESSURE (ZONE C) BUILDING LENGTH = 96.5 FT. BUILDING WIDTH = 51.5 FT. MEAN ROOF HEIGHT = 30.25 FT. AVG. PARAPET HEIGHT = 0.25 FT. a = 3 FT. PARAPET WIND PRESSURE = 2.25' WALL PRESSURE WIND FORCES AT EACH STORY (ASD) 32.64 PSF = 19.58 PSF (ASD) 21.59 PSF = 12.95 PSF (ASD) (SEE WIND ANALYSIS PAGE) DESG. PARAPET WIND (PSF) PARAPET HEIGHT INT. WALL WIND(PSF) END WALL WIND(PSF) WALL TRIB. HEIGHT WIND(PLF) WIND(PLF) WIND INT. ZONE END ZONE UPWARD (P£ ROOF 29.1465 0.25 12.95 19.58 5.75 82 120 -17.77 UPPER FLOOR 12.95 19.58 10.00 130 196 MAIN FLOOR 12.95 19.58 10.00 130 196 F) 50 MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet Location: 15712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 25-Aug-20 By: JS Chk: AB ROOF SEISMIC FORCE (SF) = 3.8 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GRID #1 TO #7) WIND FORCE (WF) = 82 PLF (INTERIOR ZONE) 120 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE 2 3 4 5 616.1 7 TRIB. WALL LENGTH FOR WIND FORCES ='B' ft 3.8 9.8 8.3 5.3 6.8 3.8 WIND SHEAR FORCE = B*WF 450 1169 675 433 809 450 TRIB. SEISMIC AREA = 'A' SQ.FT= 348 828 744 484 548 156 SEISMIC SHEAR FORCE 'V' = A*SF 1305 3105 2790 1815 2055 585 GOVERNING LOAD (W (wind) or E (Seismic) SEISMIC SEISMIC SEISMIC SEISMIC SEISMIC SEISMIC ROOF DIAPH. LENGTH 'L' -- FT. 61 92.8 92.8 96.8 11.5 11.5 ROOF DIAPH. SHEAR=V/L --- #/LF 21.4 33.5 30.1 18.8 178.7 50.9 USE ROOF DIAPH. R1/F1 ROOF-1 ROOF-1 ROOF-1 ROOF-1 ROOF-1 ROOF-1 SHEAR WALL PANELS--+---+-- 3.5+3+5.5 4+4.75 9.5 14 11.5+17.5 9.25 TOTAL 'I' =-------- FT 12 8.75 9.5 14 29 9.25 * SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 108.8 354.9 293.7 129.6 70.9 63.2 SHEAR PANEL USED(SEE SCHEDULE) 9 10 9 9 9 9 ANCHOR BOLT USE u N.A. N.A. N.A. N.A. N.A. N.A. PENAL HIGHT 'H1' FT. 9.0 9.0 9.0 9.0 9.0 9.0 SMALLEST PENAL LENGTH = 'L' FT 3 4 9.5 14 11.5 9.25 M.O.T. #FT 2936.25 12774.86 25110.00 16335.00 7334.22 5265.00 PANEL DL (ROOF+WALL) = 'W' #/FT 112.5 112.5 328.5 112.5 112.5 112.5 M.O.R = WLZ/2 #FT 506.3 900.0 14823.6 11025.0 7439.1 4812.9 D.L. REACTION FROM HEADER ='R' 0.0 0.0 0.0 0.0 0.0 0.0 UPLIFT ON PANEL # {(MOT-0.60xMOR)-R 877.5 3058.7 1706.9 694.3 1249.6 257.0 STRAP WITH FLOOR BELOW CS16 CS16 ICS16 ICS16 ICS16 ICS16 * 'Co' SHEAR CAPACITY ADJUSTMENT FACTOR : ACCOUNTS FOR STRENGTH REDUCING EFFECT OF OPENING ON SHEAR WALL CAPACITY 51 MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet Location: 15712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 25-Aug-20 By: BS Chk: AB UPPER SEISMIC FORCE (SF) = 5.4 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GRID #1 TO #7) WIND FORCE (WF) = 130 PLF (INTERIOR ZONE) 196 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE for level above 1 2 3 4 5 6/ 6.1 7 SHEAR FROM ROOF @ LINE 'Vr' 0 1305 3105 2790 1815 2055 585 SHEAR LINE AT THIS LEVEL 1 2 3 4 5 6/ 6.1 7 TRIB. WALL LENGTH FOR WIND FORCES ='B' ft 0.0 3.8 6.0 8.3 5.3 4.3 3.0 WIND SHEAR FORCE(THIS LEVEL) = B*WF 0 734 1175 1069 687 842 588 TRIB. SEISMIC AREA = 'A' SQ.FT= 195 290 443 590 441 283 171 SEISMIC SHEAR FORCE(THIS LEVEL) 'V' = A*SF 1045 1554 2374 3162 2364 1517 917 GOVERNING LOAD (W (wind) or E (Seismic) SEISMIC SEISMIC SEISMIC SEISMIC SEISMIC SEISMIC SEISMIC TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 1045 2859 5479 5952 4179 3572 1502 FLOOR DIAPH. LENGTH 'L' -- FT. 27.5 61 92.8 92.8 96.8 71.5 22.5 FLOOR DIAPH. SHEAR=V/L --- #/LF 38.0 25.5 25.6 34.1 24.4 21.2 40.7 USE ROOF/ FLOOR DIAPH. FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+-- 0 z m D Lw 0 N J Lu Lu m � O = 3.75+3.5 6 3.25+3.25+5.7 5 4.5+3.25 11+28 22.5 TOTAL 'I' =-------- FT 7.25 6 12.25 7.75 39 22.5 * SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 394.4 913.2 485.9 539.2 91.6 66.7 SHEAR PANEL USED(SEE SCHEDULE) 10 13 11 11 9 9 ANCHOR BOLT USE 1 N.A. N.A. N.A. 1 1 PENAL HIGHT 'H1' FT. 9.0 9.0 9.0 9.0 9.0 9.0 SMALLEST PENAL LENGTH = 'L' FT 3.5 6 3.25 3.25 11 22.5 M.O.T. #FT 13604.9 59694.9 24731.6 16505.4 17881.2 33862.6 PANEL DL (ROOF+FLOOR+WALL) = 'W' #/FT 225.0 225.0 260.0 170.0 387.0 225.0 M.O.R = WLZ/2 #FT 1378.1 4050.0 1373.1 897.8 23413.5 56953.1 D.L. REACTION FROM HEADER ='R' 0.0 200.0 0.0 0.0 0.0 0.0 UPLIFT ON PANEL # {(MOT-0.60xMOR)-R 3650.9 9344.1 7356.2 4912.8 95.0 -13.7 STRAP WITH FLOOR BELOW HD5B 2-CMST14 CMST12 ICMST14 I NOT REQ. I NOT REQ. 52 MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet Location: 15712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 25-Aug-20 By: BS Chk: AB MAIN SEISMIC FORCE (SF) = 2.3 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GRID #1 TO #7) WIND FORCE (WF) = 130 PLF (INTERIOR ZONE) 196 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE for level above 1 2 3 4 5 6/ 6.1 7 TOTAL SHEAR FROM ABOVE @ LINE 'Vr' 1045 2859 5479 5952 4179 3572 1502 SHEAR LINE AT THIS LEVEL 1 2 3 4 5 6/ 6.1 7 TRIB. WALL LENGTH FOR WIND FORCES ='B' ft 0.0 7.5 6.0 8.3 6.3 6.8 2.8 WIND SHEAR FORCE(THIS LEVEL) = B*WF 0 1469 1175 1069 810 1322 548 TRIB. SEISMIC AREA = 'A' SQ.FT= 319 1088 480 797 535 393 78 SEISMIC SHEAR FORCE(THIS LEVEL) 'V' = A*SF 744 2537 1119 1859 1248 917 182 GOVERNING LOAD (W (wind) or E (Seismic) SEISMIC SEISMIC WIND SEISMIC SEISMIC WIND WIND TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 1789 5397 6655 7811 5426 4894 2050 FLOOR DIAPH. LENGTH 'L' -- FT. 45 61 92.8 92.8 96.8 94.25 22.5 FLOOR DIAPH. SHEAR=V/L --- #/LF 16.5 41.6 12.7 20.0 12.9 14.0 24.4 USE ROOF/ FLOOR DIAPH. FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+-- z o f H O U N J w owc CO N O0 = Q z O U } CO8.0 0 w w O 4.75+4.25+3.7 5 20+5+13 7 J Q z O m F- cn Lu w O ~ J Q z Ov m � cn Lu Lu O ~ TOTAL 'I' =-------- FT 12.75 38 7 SHEAR CAPACITY ADJUSTMENT FACTOR 'Co' 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 521.9 205.6 775.2 SHEAR PANEL USED(SEE SCHEDULE) 11 9 13 ANCHOR BOLT USE 2 1 3 PENAL HIGHT H1' FT. 8.0 0 8.v SMALLEST PENAL LENGTH = 'L' FT 3.75 5 7 M.O.T. #FT 49235.8 47209.2 73760.3 PANEL DL (ROOF+FLOOR+WALL) _ 'W' #/FT 382.5 470.0 430.0 M.O.R = WL2/2 #FT 2689.5 5875.0 10535.0 D.L. REACTION FROM HEADER ='R' 500.0 100.0 225.0 UPLIFT ON PANEL # {(MOT-0.60xMOR)-R 12199.2 4504.5 9409.2 HOLDOWN WITH FLOOR BELOW HD12 HD513 jHD9B 53 MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING Sheet Location: 15712 - 72 AVE. WEST,EDMONDS WA Job No.: UR801 Date: 25-Aug-20 By: BS Chk: AB ROOF SEISMIC FORCE (SF) = 3.8 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GIRD #ATO #G) WIND FORCE (WF) = 82 PLF (INTERIOR ZONE) 120 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE A/A.1 B C D G TRIB. WALL LENGTH FOR WIND FORCES ='B' ft 13.0 16.0 16.5 24.0 25.0 WIND SHEAR FORCE = B*WF 1559 1308 1349 1963 2997 TRIB. SEISMIC AREA = 'A' SQ.FT= 412 518 555 867 779 SEISMIC SHEAR FORCE 'V' = A*SF 1545 1943 2081 3251 2921 GOVERNING LOAD (W (wind) or E (Seismic) WIND SEISMIC SEISMIC SEISMIC WIND ROOF DIAPH. LENGTH 'L' -- FT. 34.25 34.25 36.5 35.5 33.7 ROOF DIAPH. SHEAR=V/L --- #/LF 45.1 56.7 57.0 91.6 86.7 USE ROOF DIAPH. R1/F1 ROOF-1 ROOF-1 ROOF-1 ROOF-1 ROOF-1 SHEAR WALL PANELS--+---+-- 8 7.5+5.5 12+7.5 8.75 18.25+10 TOTAL 'I' =-------- FT 8 13 19.5 8.75 28.25 * SHEAR CAPACITY ADJUSTMENT FACTOR ' Co' 1 1 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 194.8 149.4 106.7 371.6 106.1 SHEAR PANEL USED(SEE SCHEDULE) 9 9 9 10 9 ANCHOR BOLT USE N.A. N.A. N.A. N.A. N.A. PENAL HIGHT 'H1' FT. 9.0 9.0 9.0 9.0 9.0 SMALLEST PENAL LENGTH = 'L' FT 8 5.5 7.5 8.75 10 M.O.T. #FT 14027.67 7396.44 7204.33 29261.25 9549.13 PANEL DL (ROOF+WALL) = 'W' #/FT 274.5 310.5 229.5 409.5 337.5 M.O.R = WL2/2 #FT 8784.0 4696.3 6454.7 15676.2 16875.0 D.L. REACTION FROM HEADER ='R' 0.0 0.0 0.0 595.0 0.0 UPLIFT ON PANEL # {(MOT-0.60xMOR)-R 1094.7 832.5 444.2 1674.2 -57.6 STRAP WITH FLOOR BELOW CS16 ICS16 ICS16 ICS16 I NOT REQ. 54 MAINLAND ENGG. CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING ISheet Location: 15712 - 72 AVE. WEST,EDMONDS WA lJob No.: JUR801 Date: 25-Aug-20 I By: IBS Chk: JAB UPPER SEISMIC FORCE (SF) = 5.4 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GIRD #ATO #G) WIND FORCE (WF) = 130 PLF (INTERIOR ZONE) 196 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE for level above A/A.1 B C D E G SHEAR FROM ROOF @ LINE 'Vr' 1559 1943 2081 3251 0 2997 SHEAR LINE AT THIS LEVEL A/A.1 B C D E G TRIB. WALL LENGTH FOR WIND FORCES ='B' ft 11.3 17.8 17.5 8.5 26.5 13.0 WIND SHEAR FORCE(THIS LEVEL) = B*WF 2213 2306 2267 1101 3433 2546 TRIB. SEISMIC AREA = 'A' SQ.FT= 273 494 176 41 774 606 SEISMIC SHEAR FORCE(THIS LEVEL) 'V' = A*SF 1463 2648 943 220 4149 3248 GOVERNING LOAD (W (wind) or E (Seismic) WIND SEISMIC WIND WIND SEISMIC SEISMIC TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 3772 4590 4348 4352 4149 6246 FLOOR DIAPH. LENGTH 'L' -- FT. 30 30 17 4.5 52 52 FLOOR DIAPH. SHEAR=V/L --- #/LF 73.8 88.3 133.4 202.0 79.8 62.5 USE ROOF/ FLOOR DIAPH. FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+-- 6.5 5.5+7 7.5+12 8.75 7.75 21+5 TOTAL 'I' =-------- FT 6.5 12.5 19.5 8.75 7.75 26 * SHEAR CAPACITY ADJUSTMENT FACTOR ' Co' 1 1 1 1 1 1 WALL SHEAR v = V/ (I * Co) (#/LF) 580.2 367.2 223.0 497.4 535.3 240.2 SHEAR PANEL USED(SEE SCHEDULE) A 12 10 9 11 11 9 ANCHOR BOLT USE N.A. 1 N.A. N.A. N.A. 1 PENAL HIGHT 'H1' FT. 9.0 9.0 9.0 9.0 9.0 9.0 SMALLEST PENAL LENGTH = 'L' FT 6.5 5.5 7.5 8.75 7.75 5 M.O.T. #FT 42711.9 25278.3 22255.8 68432.3 52138.9 5621.8 PANEL DL (ROOF+FLOOR+WALL) = 'W' #/FT 508.5 706.5 319.5 522.0 90.0 510.0 M.O.R = WL2/2 #FT 10742.1 10685.8 8985.9 19982.8 2702.8 6375.0 D.L. REACTION FROM HEADER ='R' 0.0 0.0 0.0 595.0 0.0 0.0 UPLIFT ON PANEL # {(MOT-0.60xMOR)-R 5579.5 3430.3 2248.E 5855.E 6518.4 359.4 STRAP WITH FLOOR BELOW ICMST14 HD5B ICS16 ICMST14 ICMST12 HD5113 55 MAINLAND ENGG. CONSULTANTS CORPORATION Project: ISINGLE FAMILY DWELLING Sheet Location: 115712 - 72 AVE. WEST,EDMONDS WA Job No.: JUR801 Date: 25-Aug-20 By: IBS Chk: JAB MAIN SEISMIC FORCE (SF) = 2.3 #/SQ FT. (ASD) LATERAL ANALYSIS (ALONG GIRD #ATO #G) WIND FORCE (WF) = 130 PLF (INTERIOR ZONE) 196 PLF (END ZONE) END ZONE INTERIOR ZONE END ZONE SHEAR LINE for level above A/A.1 B C D E B/W E& F G TOTAL SHEAR FROM ABOVE @ LINE 'Vr' 3772 4590 4348 4352 4149 0 6246 SHEAR LINE AT THIS LEVEL A/A.1 B C D E B/W E& F G TRIB. WALL LENGTH FOR WIND FORCES ='B' ft 11.3 20.8 14.5 7.0 0.0 35.5 9.8 WIND SHEAR FORCE(THIS LEVEL) = B*WF 2213 2694 1878 907 0 4599 1909 TRIB. SEISMIC AREA = 'A' SO.FT= 410 656 1446 1212 10 1695 418 SEISMIC SHEAR FORCE(THIS LEVEL) 'V' = A*SF 956 1530 1040 494 0 3953 975 GOVERNING LOAD (W (wind) or E (Seismic) WIND WIND WIND WIND WIND WIND WIND TOTAL SHEAR FORCE AT THIS LEVEL'V'-= 5985 2306 6227 5259 4149 4599 8155 FLOOR DIAPH. LENGTH 'L' -- FT. 35 30 17 46 50 20.5 50 FLOOR DIAPH. SHEAR=V/L --- #/LF 63.2 189.8 1110.5 119.7 10.0 1205.5 138.2 USE ROOF/ FLOOR DIAPH. FLOOR-1 FLOOR-1 FLOOR-1 FLOOR-1 I FLOOR-1 I FLOOR-1 FLOOR-1 SHEAR WALL PANELS--+---+- 12+7.25 114.75 1 115.5 TOTAL 'I' =-------- FT Lu O -j < 19.25 14.75 15.5 1 296.7 J SHEAR CAPACITY ADJUSTMENT FACTOR ' Co' 1 1 J WALL SHEAR v = V/ (I . Co) (#/LF) 323.5 356.6 Q � SHEAR PANEL USED(SEE SCHEDULE) Q = Co 0 Ln w v z uv Coco7.25 � I--- N cc 10 10 10 6 0 } H N Lu ANCHOR BOLT USE 1 1 z 1 8.0 14.75 35009.2 80.0 PENAL HIGHT 'H1' FT. 8.0 8.0 O c� SMALLEST PENAL LENGTH = 'L' FT 14.75 Co M.O.T. #FT 40292.5 168470.4 0 PANEL DL (ROOF+FLOOR+WALL) = 'W' #/FT 697.5 1057.5 V) M.O.R = WL2/2 #FT 18331.2 115036.2 w 8702.5 m Lu < -- " m O m D.L. REACTION FROM HEADER ='R' 0.0 600.0 U-im 0.0 UPLIFT ON PANEL # {(MOT-0.60xMOR)-R 4040.5 4250.0 p 2019.5 HOLDOWN WITH FLOOR BELOW HD5B HD5B ~ HD5B 56 MAINLAND ENGINEERING CONSULTANTS CORPORATION Project: SINGLE FAMILY DWELLING ISheet Location: 15712 - 72 AVE. WEST,EDMONDS WA lJob No.: UR801 Date: 26-Aug-20 By: BS Chk: AB MAX FRAMING / WALL LOAD AT CONC GRADE BEAM FRAMING/WALL LOAD ROOF LOAD FLOOR LOAD WALL -LOAD GRADE BEAM (GRID LINES) DL+LL Max. Span CONC. WALL STUD WALL LOAD HEIGHT TOTAL LBS/FT SEE CAL LL+DL HEIGHT DL+LL Span WALL - 1 / 7' 43 28 100 10 74 28 12 30 4636 CF-2 4039.75 WALL - A / G 43 20.75 100 10 74 20.75 12 51 CF-2 57 MAINLAND ENGINEERING CONSULTANTS CORPORATION APPENDIX - A DOUGLAS FIR- LARCH FRAMING LUMBER 2" - 4" THICK 2" - 4" THICK BEAMS & POSTS & 2" & WIDER 2" & WIDER STRINGERS TIMBERS GRADE #2 GRADE #1 GRADE #1 GRADE #1 (PSI) (PSI) (PSI) (PSI) Fb (SGL) 875 1000 1350 1200 Fb (REP) 1006 1000 Ft 575 675 675 825 Fv 95 95 85 85 Fc (PERP) 625 1 1 625 625 625 Fc(PAR) 1300 1450 925 1000 E 1600000 1700000 1600000 1600000 SECTION PROPERTIES SIZE b d A Cf S CFS I WEIGHT (IN) (IN) (IN2)(IN3) (IN3) (IN4)(PSF) 2 x 4 1.50 3.50 5.25 1.500 3.06 4.59 5.36 1.28 2 x 6 1.50 5.50 8.25 1.300 7.56 9.83 20.80 2.01 2 x 8 1.50 7.25 10.88 1.200 13.14 15.77 47.63 2.64 2 x 10 1.50 9.25 13.88 1.100 21.39 23.53 98.93 3.37 2 x 12 1.50 11.25 16.88 1.000 31.64 31.64 177.98 4.10 2 x 14 1.50 13.25 19.88 0.900 43.89 39.50 290.78 4.83 4 x 4 1 3.50 3.50 12.25 1.500 7.15 10.72 12.51 2.98 4 x 6 3.50 5.50 19.25 1.300 17.65 22.94 48.53 4.68 4 x 8 3.50 7.25 25.38 1.200 30.66 36.79 111.15 6.17 4 x 10 3.50 9.25 32.38 1.100 49.91 54.90 230.84 7.87 4 x 12 3.50 11.25 39.38 1.000 73.83 73.83 415.28 9.57 4 x 14 3.50 13.50 47.25 0.900 106.31 95.68 717.61 11.48 6 x 6 5.50 5.50 30.25 1.000 27.73 27.73 76.26 7.35 6 x 8 5.50 7.50 41.25 1.000 51.56 51.56 193.36 10.03 6 x 10 5.50 9.50 52.25 1.000 82.73 82.73 392.96 12.70 6 x 12 5.50 11.50 63.25 1.000 121.23 121.23 697.07 15.37 6 x 14 5.50 13.50 74.25 0.987 167.06 164.89 1127.67 18.05 8 x 8 7.50 7.50 56.25 1.000 70.31 70.31 263.67 13.67 8 x 10 7.50 9.50 71.25 1.000 112.81 112.81 535.86 17.32 8 x 12 7.50 11.50 86.25 1.000 165.31 165.31 950.55 20.96 8 x 14 7.50 13.50 101.25 0.987 227.81 224.85 1537.73 24.61 MAINLAND ENGINEERING CONSULTANTS CORPORATION APPENDIX -B SHEAR WALL SCHEDULE PER 2015 IBC FRAMING NOTES: - A) ALL EXTERIOR WALL TO BE SECURED WITH 1/2" DIA.x12" ANCHOR BOLTS AT 64" O.C. UNLESS NOTED OTHERWISE. B) AN ALTERNATE TO ANCHOR BOLTS USE PHILLIPS RED HEAD SCREWS C) ALL INTERIOR WALLS TO BE ANCHORED WITH SHOT PINS (RAMSET # 3348 OR EQUIV.) AT 36" O.C. AT BEARING WALLS AND 48" O.. AT NON BEARING D) WHERE PANELS ARE APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS 6 INCHES ON CENTER ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3 INCHES NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. E) A MINIMUM OF 1/2" EDGE DISTANCE IS REQUIRED FOR NAILING AT THE 3x BOUNDARY AND PANEL EDGE MEMBERS OF THE SHEAR WALL UNLESS OTHERWISE NOTED. MARK DESCRIPTION SHEAR PLATE TO BLKG. 0 #/FT. NAILING REQ.. 2 1/2" DRYWALL WITH 5d COOLER NAILS @ 7" O.C. EDGES 100 16d @ 12" O.C. & FIELD (TABLE 4.3C SDPWS) OR A35 @ 40" O.C. 3 5/8" DRYWALL WITH 6d COOLER NAILS @ 7" O.C. EDGES 115 16d @ 12" O.C. & FIELD (TABLE 4.3C SDPWS) OR A35 @ 40" O.C. 4 5/8" DRYWALL WITH 6d COOLER NAILS @ 4" O.C. EDGES 145 16d @ 12" O.C. & FIELD (TABLE 4.3C SDPWS) OR A35 @ 40" O.C. 5 1/2" DRYWALL BLOCKED WITH 5d COOLER NAILS @ 4" O.C. 150 16d @ 12" O.C. EDGES & FIELD (TABLE 4.3C SDPWS) OR A35 @ 40" O.C. 6 5/8" DRYWALL BLOCKED WITH 6d COOLER NAILS @ 4" O.C. 175 16d @ 8" O.C. EDGES & FIELD (TABLE 4.3C SDPWS) OR A35 @ 32" O.C. 7 7/8" STUCCO OVER PAPER BACKED LATH W/16 GAUGE GALV. 180 16d @ 8" O.C. STAPLES AT 6" O.C. AT TOP & BOTTOM PLATES, EDGE OR A35 @ 32" O.C. OF SHEAR WALL & ON FIELD (TABLE 4.3C SDPWS) 8 NOT USED ----- -------- 9 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS @ 6" O.C. AT 280 16d @ 5" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2008 SDPWS) W/2x FRAMING * OR A35 @ 20" O.C. 10 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS @ 4" O.C. AT 430 16d @ 3-1/2" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2008 SDPWS) W/2x FRAMING * OR A35 @ 12" O.C. 11 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS @ 3" O.C. AT 550 16d @ 3" O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2008 SDPWS) W/2x FRAMING * OR A35 @ 10" O.C. 12 15/32" STRUCTURAL I PLYWOOD WITH 10d NAILS @ 3" O.C. AT 665 A35 @ T' O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2008 SDPWS) W/2x FRAMING ** 13 15/32" STRUCTURAL I PLYWOOD WITH 10d NAILS @ 2" O.C. AT 870 A35 @ T' O.C. EDGES & 12" O.C. FIELD (TABLE 4.3A 2008 SDPWSC) W/2x FRAMING ** NOTE: * 1. STUDS ARE SPACED A MAXIMUM OF 16" O/C OR 2. PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. * FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER, AND NAILS SHALL BE STAGGERED WHERE BOTH OF THE FOLLOWING CONDITIONS ARE MET: 1. 10d NAILS HAVING PENETRATION IN TO FRAMING OF MORE THAN 1-1/2 IN. 2. NAILS ARE SPACED 3 IN. O/C MAINLAND ENGINEERING CONSULTANTS CORPORATION APPENDIX - C ANCHOR BOLT SCHEDULE MARK DESCRIPTION SHEAR O PER NDS2005 #/FT. 1 5/8" DIA. x 12" ANCHOR BOLTS @ 48" O/C IN 2 x PLATE' 429 2 5/8" DIA. x 12" ANCHOR BOLTS @ 32" O/C IN 2 x PLATE' 644 3 5/8" DIA. x 12" ANCHOR BOLTS @ 24" O/C IN 2 x PLATE 859 4 5/8" DIA x 12" ANCHOR BOLTS @ 16" O/C IN 2 x PLATE 1289 ROOF / FLOOR DIAPHRAGM SCHEDULE MARK DESCRIPTION SHEAR 0 PER TABLE4.2A/4.2C 2008 SDPWS (AF&PA) #/FT. ROOF-1 15/32" STRUCTURAL I UNBLOCKED W/10d" NAILS @ 6", 6", & 215 12" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES ROOF-2 15/32" STRUCTURAL I UNBLOCKED W/10d" NAILS @ 6", 6", & 285 10" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY CASE 1 ROOF-3 15/32" STRUCTURAL I BLOCKED W/10d" NAILS @ 4", 6", & 425 10" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ROOF-4 15/32" STRUCTURAL I BLOCKED W/10d" NAILS @ 2.5", 4", & 575 10" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ROOF-5 15/32" STRUCTURAL I BLOCKED W/10d" NAILS @ 2", 3", & 10" O/C AT 730 BOUNDARY, EDGE AND FIELD RESPECTIVELY FLOOR-1 19/32" CDX PLYWOOD UNBLOCKED W/10d" NAILS @ 6", 6", & 215 12" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY ALL CASES FLOOR-2 19/32" CDX PLYWOOD UNBLOCKED W/10d" NAILS @ 6", 6", & 285 12" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY CASE 1 FLOOR-3 19/32" CDX PLYWOOD BLOCKED W/10d" NAILS @ 4", 6", & 425 10" O/C AT BOUNDARY, EDGE AND FIELD RESPECTIVELY Note : * Sill plate is anchored by two times the required number of bolts per table 1911.2 Framing at adjoining panel edges shall be 3 inches nominal or wider and nails shall be staggered where both of the following conditions are met: 1. 10d nails having penetration into framing of more than 1-1/2 inches and 2. Nails are spaced 3 inches o/c or less. MAINLAND ENGINEERING CONSULTANTS CORPORATION APPENDIX - D ALLOWABLE LOADS SOIL BEARING CAPACITY = 3000 PSF PER SOIL REPORT BY GEOTECH CONSULTANTS, INC. 2401 10TH AVE. E SEATTLE, WASHINGTON 98102 PROJECT NO.- JN 18021 DATED- JANUARY 25, 2018 PHONE NO.- (425) 747-5618 A. CONTINUOUS FOOTINGS FOR 24" DEEP CONTINUOUS FOOTINGS NET SOIL BEARING = 2,700 PLF CF-1 18" WIDE x 24" DEEP W/ 1 #4 AT TOP & 244 AT BOTTOM W/ #4 TRANSVERSE REBARS @ 24" O.0 CAPACITY = 2700 X 1.5 = 4,050 PLF CF-2 24" WIDE x 24" DEEP W/ 2 #5 AT TOP & 245 AT BOTTOM W/ #4 TRANSVERSE REBARS @ 24" O.0 CAPACITY = 2,700 x 2.0 = 5,400 PLF CF-3 27" WIDE x 24" DEEP W/ 2 #5 AT TOP & 345 AT BOTTOM W/ #4 TRANSVERSE REBARS @16" O.0 CAPACITY = 2,700 2.25 = 6,075 PLF B. ISOLATED PAD FOOTINGS F-1 2'-6" x2'-6" SQ. X 18" DEEP W/ -3 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 2.5 2 = 16,875 # F-2 T-0" xT-0" SQ. X 18" DEEP W/ -4 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 3 2 = 24,300 # F-3 T-6" x3'-6" SQ. X 18" DEEP W/ -5 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 3.5 2 = 33,075 # F-4 4'-0" x4'-0" SQ. X 18" DEEP W/ -5 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 4.0 2 = 43,200 # F-5 5-0" x5'-0" SQ. X 18" DEEP W/ -7 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 5.0 2 = 67,500 # F-6 6'-0" x6'-0" SQ. X 20" DEEP W/ -10 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 6.0 2 = 97,200 # F-7 8'-0" x8'-0" SQ. X 24" DEEP W/ -14 #5 REBAR AT BOTTOM EA. WAY CAPACITY = 2,700 x 6.5 2 = 172,800 # 61 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 0.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 3.93 OK Sliding = 1.71 OK Total Bearing Load = 1,841 Ibs ...resultant ecc. = 2.40 in Soil Pressure @ Toe = 706 psf OK Soil Pressure @ Heel = 346 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 989 psf ACI Factored @ Heel = 484 psf Footing Shear @ Toe = 3.2 psi OK Footing Shear @ Hee = 3.0 psi OK Allowable = 90.0 psi Sliding Calcs Lateral Sliding Force 539.6 Ibs less 0 % Passive Force = - 0.0 Ibs less 100% Friction Force = - 920.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Dead Load (D) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 38.667 Total Seismic Force = 186.889 Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. Wall Wei ht sf = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,AC1 1.200 1.600 1.600 1.000 1.000 9 p Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 16.00 Edge 0.145 602.7 906.7 6,274.3 8.1 90.0 6.19 11111111: Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 3,600.0 60,000.0 62 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0343 in2/ft (4/3) * As : 0.0458 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 1.207 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 2.50 Total Footing Width = 3.50 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,600 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 1.50 @ Btm: 3.00 in Footing Design Results Tee Heel Factored Pressure = 989 484 psf Mu': Upward = 470 962 ft-# Mu': Downward = 127 1,301 ft-# Mu: Design = 343 339 ft-# Actual 1-Way Shear = 3.18 3.01 psi Allow 1-Way Shear = 48.00 48.00 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.76 in2 Min footing T&S reinf Area per foot 0.22 in2 tft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 408.8 1.61 658.7 Soil Over Heel = 953.3 2.58 2,462.8 Surcharge over Heel = Sloped Soil Over Hee = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Sterr = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 130.8 2.42 316.2 Soil Over Toe = 0.50 = Surcharge Over Toe = Total 539.6 O.T.M. 974.8 Stem Weight(s) = 450.0 1.33 600.0 Earth @ Stem Transitions = _ = Footing Weigh = 437.5 1.75 765.6 Resisting/Overturning Ratio = 3.93 Key Weight = Vertical Loads used for Soil Pressure = 1,840.8 Ibs Vert. Component = 3.50 Total = 1,840.8 Ibs R.M.= 3,828.4 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. 63 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.025 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. •E Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing - 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 0.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 3.63 OK Sliding = 1.69 OK Total Bearing Load = 3,649 Ibs ...resultant ecc. = 4.70 in Soil Pressure @ Toe = 1,148 psf OK Soil Pressure @ Heel = 389 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,607 psf ACI Factored @ Heel = 544 psf Footing Shear @ Toe = 6.0 psi OK Footing Shear @ Hee = 6.3 psi OK Allowable = 90.0 psi Sliding Calcs Lateral Sliding Force 1,078.6 Ibs less 0 % Passive Force = - 0.0 Ibs less 100% Friction Force = - 1,824.4lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Dead Load (D) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 54.667 Total Seismic Force = 373.556 Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. Wall Wei ht sf = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,AC1 1.200 1.600 1.600 1.000 1.000 9 p Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 12.00 Edge 0.362 1,336.0 3,000.0 8,277.2 18.0 90.0 6.19 11111111: Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 3,600.0 60,000.0 65 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1136 in2/ft (4/3) * As : 0.1515 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 1.207 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 3.75 Total Footing Width = 4.75 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,600 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 1.50 @ Btm: 3.00 in Footing Design Results Tee Heel Factored Pressure = 1,607 544 psf Mu': Upward = 766 3,679 ft-# Mu': Downward = 127 5,162 ft-# Mu: Design = 639 1,483 ft-# Actual 1-Way Shear = 6.05 6.33 psi Allow 1-Way Shear = 48.00 48.00 psi Toe Reinforcing = # 5 @ 10.00 in Heel Reinforcing = # 5 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.03 in2 Min footing T&S reinf Area per foot 0.22 in2 tft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 817.2 2.28 1,861.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 261.5 3.42 893.4 Total 1,078.6 O.T.M. 2,754.7 Resisting/Overturning Ratio = 3.63 Vertical Loads used for Soil Pressure = 3,648.8 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 2,405.0 3.21 7,716.0 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Sterr = * Axial Live Load on Stem = Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 650.0 1.33 866.7 Earth @ Stem Transitions = Footing Weigh = 593.8 2.38 1,410.2 Key Weight = Vert. Component = 4.75 Total = 3,648.8 Ibs R.M.= 9,992.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. e Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.044 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 67 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 0.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 3.99 OK Sliding = 1.71 OK Total Bearing Load = 6,169 Ibs ...resultant ecc. = 4.42 in Soil Pressure @ Toe = 1,272 psf OK Soil Pressure @ Heel = 626 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,781 psf ACI Factored @ Heel = 877 psf Footing Shear @ Toe = 14.2 psi OK Footing Shear @ Hee = 9.9 psi OK Allowable = 90.0 psi Sliding Calcs Lateral Sliding Force 1,802.4 Ibs less 0 % Passive Force = - 0.0 Ibs less 100% Friction Force = - 3,084.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Dead Load (D) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 70.667 Total Seismic Force = 624.222 Stem Construction I - Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. Wall Wei ht sf = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,AC1 1.200 1.600 1.600 1.000 1.000 9 p Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 10.00 Edge 0.715 2,357.3 7,040.0 9,847.6 31.7 90.0 6.19 11111111: Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 3,600.0 60,000.0 e Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.2666 in2/ft (4/3) * As : 0.3554 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.2666 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.372 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 1.207 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 5.00 Total Footing Width = 6.50 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,600 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 1.50 @ Btm: 3.00 in Footing Design Results Tee Heel Factored Pressure = 1,781 877 psf Mu': Upward = 1,925 10,119 ft-# Mu': Downward = 286 13,126 ft-# Mu: Design = 1,639 3,007ft-# Actual 1-Way Shear = 14.23 9.92 psi Allow 1-Way Shear = 48.00 90.00 psi Toe Reinforcing = # 5 @ 6.00 in Heel Reinforcing = # 5 @ 14.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: #4@ 10.00 in, #5@ 15.50 in, #6@ 22.00 in, #7@ 30.00 in, #8@ 39.50 in, #9@ 5 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 1.40 in2 0.22 in2 tft If two layers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,365.5 2.94 4,020.6 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 437.0 4.42 1,929.9 Total 1,802.4 O.T.M. 5,950.5 Resisting/Overturning Ratio = 3.99 Vertical Loads used for Soil Pressure = 6,169.2 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 4,506.7 4.33 19,528.9 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Sterr = * Axial Live Load on Stem = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 850.0 1.83 1,558.3 Earth @ Stem Transitions = Footing Weigh = 812.5 3.25 2,640.6 Key Weight = Vert. Component = 6.50 Total = 6,169.2 Ibs R.M.= 23,727.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. M Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.046 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 70 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 2,700.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 0.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 3.50 OK Sliding = 1.64 OK Total Bearing Load = 9,015 Ibs ...resultant ecc. = 7.63 in Soil Pressure @ Toe = 1,813 psf OK Soil Pressure @ Heel = 590 psf OK Allowable = 2,700 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,539 psf ACI Factored @ Heel = 827 psf Footing Shear @ Toe = 17.3 psi OK Footing Shear @ Hee = 14.3 psi OK Allowable = 90.0 psi Sliding Calcs Lateral Sliding Force 2,752.9 Ibs less 0 % Passive Force = - 0.0 Ibs less 100% Friction Force = - 4,507.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Dead Load (D) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 87.333 Total Seismic Force = 953.389 Stem Construction Design Height Above Ftc ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data f'm psi = Fs psi = Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio 'n' _ considered in the calculation of soil bearing pressures. Wall Wei ht sf = Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2018,AC1 1.200 1.600 1.600 1.000 1.000 9 p Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 8.00 # 5 6.00 Edge 0.865 3,673.3 13,700.0 15, 845.7 49.5 90.0 6.19 11111111: Masonry Design Method = ASD Concrete Data f'c psi = Fy psi = 3,600.0 60,000.0 71 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.5188 in2/ft (4/3) * As : 0.6917 in2/ft Min Stem T&S Reinf Area 2.016 in2 200bd/fy : 200(12)(6.1875)/60000 : 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.5188 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.62 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 1.207 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths Toe Width = 1.50 ft Heel Width = 6.00 Total Footing Width = 7.50 Footing Thickness = 11.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 3,600 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 1.50 @ Btm: 3.00 in Footing Design Results Tee Heel Factored Pressure = 2,539 827 psf Mu': Upward = 2,728 17,528 ft-# Mu': Downward = 303 24,533 ft-# Mu: Design = 2,425 7,005 ft-# Actual 1-Way Shear = 17.30 14.30 psi Allow 1-Way Shear = 48.00 90.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(f'c)*Sm Heel: #4@ 9.09 in, #5@ 14.09 in, #6@ 20.00 in, #7@ 27.27 in, #8@ 35.91 in, #9@ 45 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 10.10 in #5@ 15.66 in #6@ 22.22 in 1.78 in2 0.24 in2 tft If two layers of horizontal bars: #4@ 20.20 in #5@ 31.31 in #6@ 44.44 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,085.5 3.64 7,589.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 667.4 5.46 3,642.7 Total 2,752.9 O.T.M. 11,231.8 Resisting/Overturning Ratio = 3.50 Vertical Loads used for Soil Pressure = 9,014.6 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 6,933.3 4.83 33,511.1 Sloped Soil Over Hee = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Sterr = * Axial Live Load on Stem = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) = 1,050.0 1.83 1,925.0 Earth @ Stem Transitions = Footing Weigh = 1,031.3 3.75 3,867.2 Key Weight = Vert. Component = 7.50 Total = 9,014.6 Ibs R.M.= 39,303.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 72 Retain Pro (c) 1987-2018, Build 11.18.06.30 License : KW-06060370 Cantilevered Retaining Wall Code: IBC 2018,AC1 318-14,TMS 402-16 License To: MAINLAND ENGINEERING CONSULTANTS CORPORATION Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 73 Tuesday, April 02, 2019, 11:00 PM PAGE NO. 1 **************************************************** * * * STAAD.Pro V8i SELECTseries5 * Version 20.07.10.64 * Proprietary Program of * Bentley Systems, Inc. * Date= APR 2, 2019 * Time= 22:59:27 * * * USER ID: **************************************************** 1. STAAD SPACE INPUT FILE: STEEL COLUMN.STD 2. START JOB INFORMATION 3. ENGINEER DATE 02-APR-19 4. END JOB INFORMATION 5. INPUT WIDTH 79 6. UNIT FEET KIP 7. JOINT COORDINATES 8. 1 0 0 0; 2 0 10 0; 3 0 21 0; 4 0 30 0 9. MEMBER INCIDENCES 10. 1 1 2; 2 2 3; 3 3 4 11. DEFINE MATERIAL START 12. ISOTROPIC STEEL 13. E 4.176E+006 14. POISSON 0.3 15. DENSITY 0.489024 16. ALPHA 6E-006 17. DAMP 0.03 18. TYPE STEEL 19. STRENGTH FY 5184 FU 8352 RY 1.5 RT 1.2 20. END DEFINE MATERIAL 21. MEMBER PROPERTY AMERICAN 22. 1 TO 3 TABLE ST HSST6X6X0.25 23. CONSTANTS 24. MATERIAL STEEL ALL 25. SUPPORTS 26. 1 FIXED 27. 2 TO 4 FIXED BUT FY MY 28. DEFINE WIND LOAD *** NOTE: If any floor diaphragm is present in the model Wind Load definition should be defined after Floor Diaphragm definition. Otherwise wind load generation may be unsuccessful during analysis. 29. TYPE 1 WIND 1 30. <! STAAD PRO GENERATED DATA DO NOT MODIFY !!! 31. ASCE-7-2010:PARAMS 110.000 MPH 0 1 3 0 0.000 FT 0.000 FT 0.000 FT 1 - 32. 1 30.000 FT 26.000 FT 14.000 FT 2.000 0.010 0 - 33. 0 0 0 0 0.701 1.000 1.000 0.850 0 - C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST, EDMONDS, WASHINGTON\ SWORK\ CALCULAT74S\2 STAAD SPACE -- PAGE NO. 2 Tuesday, April 02, 2019, 11:00 PM 34. 0 0 0 0.877 0.800 -0.550 35. !> END GENERATED DATA BLOCK 36. INT 0.0207644 0.0207644 0.0209916 0.0212075 0.0214134 0.0216103 0.021799 - 37. 0.0219805 0.0221552 0.0223238 0.0224867 0.0226445 0.0227974 0.0229458 0.02309 - 38. HEIG 0 15 16.1539 17.3077 18.4615 19.6154 20.7692 21.9231 23.0769 - 39. 24.2308 25.3846 26.5385 27.6923 28.8462 30 40. EXP 0.5 JOINT 1 TO 4 41. LOAD 1 LOADTYPE DEAD TITLE LOAD CASE 1 42. SELFWEIGHT Y -1 43. JOINT LOAD 44. 4 FY -2.86 45. 3 FY -4.5 46. 2 FY -5 47. LOAD 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 48. JOINT LOAD 49. 4 FY -3 50. 3 FY -6.5 51. 2 FY -6.2 52. MEMBER LOAD 53. 1 TO 3 UNI GX 0.235 54. LOAD COMB 3 COMBINATION LOAD CASE 3 55. 1 1.25 2 1.5 56. PERFORM ANALYSIS PRINT ALL P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 4 SOLVER USED IS THE OUT -OF -CORE BASIC SOLVER ORIGINAL/FINAL BAND -WIDTH= TOTAL PRIMARY LOAD CASES = TOTAL LOAD COMBINATION CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE = 1/ 1/ 4 DOF 2, TOTAL DEGREES OF FREEDOM = 1 SO FAR. 1 DOUBLE KILO -WORDS 12.0/ 227984.9 MB 6 C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULAT7(f5S \ 2 Tuesday, April 02, 2019, 11:00 PM STAAD SPACE -- PAGE NO. 3 LOADING 1 LOADTYPE DEAD TITLE LOAD CASE 1 SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE = 0.534 KIP JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 4 0.00 -2.86 0.00 0.00 0.00 0.00 3 0.00 -4.50 0.00 0.00 0.00 0.00 2 0.00 -5.00 0.00 0.00 0.00 0.00 LOADING 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 JOINT LOAD - UNIT KIP FEET JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 4 0.00 -3.00 0.00 0.00 0.00 0.00 3 0.00 -6.50 0.00 0.00 0.00 0.00 2 0.00 -6.20 0.00 0.00 0.00 0.00 MEMBER LOAD - UNIT KIP FEET MEMBER UDL L1 L2 CON L LIN1 LIN2 1 0.2350 GX 0.00 10.00 2 0.2350 GX 0.00 11.00 3 0.2350 GX 0.00 9.00 FOR LOADING - 1 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00-8.89752E-02 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 2 0.00000E+00-5.18685E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 3 0.00000E+00-4.67795E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 4 0.00000E+00-2.94008E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1 LOADTYPE DEAD TITLE LOAD CASE 1 C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULAT7(OS\2 Tuesday, April 02, 2019, 11:00 PM STAAD SPACE -- PAGE NO. 4 CENTER OF FORCE BASED ON Y FORCES ONLY (FEET). (FORCES IN NON -GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.184822805E+02 Z = 0.000000000E+00 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = -12.89 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 ***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00 SUMMATION FORCE-Y = 12.89 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.0000000E+00 MY= 0.0000000E+00 MZ= 0.0000000E+00 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 1) MAXIMUMS AT NODE X = 0.00000E+00 0 Y = -1.88187E-02 4 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KIP FEET )- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT=1 1 0.00 -0.09 0.00 0.00 0.00 0.00 0.00 -12.80 0.00 0.00 0.00 0.00 111111 FOR LOADING - 2 APPLIED JOINT EQUIVALENT LOADS JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 1.17500E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.95833E+00 2 2.46750E+00-6.20000E+00 0.00000E+00 0.00000E+00 0.00000E+00-4.11250E-01 3 2.35000E+00-6.50000E+00 0.00000E+00 0.00000E+00 0.00000E+00 7.83333E-01 4 1.05750E+00-3.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.58625E+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2 LOADTYPE LIVE REDUCIBLE TITLE LOAD CASE 2 C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULAT707S\2 Tuesday, April 02, 2019, 11:00 PM STAAD SPACE -- PAGE NO. 5 CENTER OF FORCE BASED ON X FORCES ONLY (FEET). (FORCES IN NON -GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.150000006E+02 Z = 0.000000000E+00 CENTER OF FORCE BASED ON Y FORCES ONLY (FEET). (FORCES IN NON -GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.000000000E+00 Y = 0.183757968E+02 Z = 0.000000000E+00 ***TOTAL APPLIED LOAD ( KIP FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 7.05 SUMMATION FORCE-Y = -15.70 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ=-105.75 ***TOTAL REACTION LOAD( KIP FEET ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = -7.05 SUMMATION FORCE-Y = 15.70 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN- MX= 0.00 MY= 0.00 MZ= 105.75 MAXIMUM DISPLACEMENTS ( INCH /RADIANS) (LOADING 2) MAXIMUMS AT NODE X = 0.00000E+00 0 Y = -2.27823E-02 4 Z = 0.00000E+00 0 RX= 0.00000E+00 0 RY= 0.00000E+00 0 RZ= 0.00000E+00 0 EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KIP FEET )- JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/ INT FX INT FY INT FZ INT MX INT MY INT MZ SUPPORT=1 1 1.17 0.00 0.00 0.00 0.00 -1.96 0.00 -15.70 0.00 0.00 0.00 0.00 111111 2 2.47 -6.20 0.00 0.00 0.00 -0.41 0.00 6.20 0.00 0.00 0.00 0.00 101101 3 2.35 -6.50 0.00 0.00 0.00 0.78 0.00 6.50 0.00 0.00 0.00 0.00 101101 4 1.06 -3.00 0.00 0.00 0.00 1.59 0.00 3.00 0.00 0.00 0.00 0.00 101101 C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST, EDMONDS, WASHINGTON\ SWORK\ CALCULAT7(aS\2 Tuesday, April 02, 2019, 11:00 PM STAAD SPACE -- PAGE NO. 6 LOAD COMBINATION NO. 3 COMBINATION LOAD CASE 3 LOADING- 1. 2. FACTOR - 1.25 1.50 ************ END OF DATA FROM INTERNAL STORAGE ************ 57. PARAMETER 1 58. CODE AISC UNIFIED 2010 59. CHECK CODE ALL C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST,EDMONDS,WASHINGTON\SWORK\CALCULAT7(gS\2 Tuesday, April 02, 2019, 11:00 PM STAAD SPACE -- PAGE NO. 7 STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.3a ******************************************** ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX ---------------------------------------------------------------------- ---------------------------------------------------------------------- MY MZ LOCATION 1 ST HSST6X6X0.25 (AISC SECTIONS) PASS Eq. H1-1a 0.355 3 39.67 C 0.00 35.25 0.00 2 ST HSST6X6X0.25 (AISC SECTIONS) PASS Eq. H1-1b 0.201 3 23.89 C 0.00 42.65 0.00 3 ST HSST6X6X0.25 (AISC SECTIONS) PASS Eq. H1-1b 0.106 3 8.28 C 0.00 28.55 0.00 60. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= APR 2,2019 TIME= 22:59:33 **** C:\Users\AECPARVINDER\Dropbox\US PROJECTS\UR801 MIKE BAKSHI 15712 - 72 AVE. WEST, EDMONDS, WASHINGTON\ SWORK\ CALCULATWS \ 2