The URL can be used to link to this page

Home My WebLink About1545 - Avana Ridge Structural Calcs - 2015-12-18STRUCTURAL CALCULATIONS AVANA RIDGE 10616 SE 172nd Street Renton, WA 98055 PROJECT NO.: 15-203 DATE: December 28, 2015 1735 WESTLAKE AVENUE NORTH, SUITE 205 SEATTLE, WASHINGTON 98109 P: 206.456.3071 F: 206.456.3076 W: www.fossatti.com 12/28/15STRU CTURAL E N G INEER December 28, 2015 FOSSATTI PAWLAK STRUCTURAL ENGINEERS 15‐203 Avana Ridge TABLE OF CONTENTS WOOD FRAME CALCULATIONS GRAVITY CALCULATIONS 1. General, Loading Parameters .............................................................................. Page G‐1 2. Gravity Typical Framing ........................................................................... Page G‐2 – G‐36 3. Gravity West Building .............................................................................Page G‐37 – G‐68 4. Gravity East Building ...............................................................................Page G‐69 – G‐96 5. Wall and Post Loading .......................................................................... Page G‐97 – G‐107 6. Spread Footings .................................................................................. Page G‐108 – G‐116 7. Foundation Wall ................................................................................. Page G‐117 – G‐119 8. Connections ........................................................................................ Page G‐120 – G‐126 LATERAL CALCULATIONS 1. Seismic Design Parameters .................................................................................. Page L‐1 2. Lateral West Building ................................................................................. Page L‐2 – L‐32 2. Lateral East Building ................................................................................ Page L‐33 – L‐50 GRAVITY Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. GRAVITY LOADING 15-203 PROJECT NO. SUBJECT AVANA RIDGE 12/14/15 PROJECT DATE GROUP ARCH TCB CLIENT DESIGN SHEET NO. ROOF: ROOFING 3 INSULATION 1.5 PLY 2.2 (2) 5/8" GYP 5 SPRINKLERS 1 ROOF TOTAL 15 psf TYPICAL FLOOR: 1-1/4" TOPPING 12.5 2.53/4" PLY INSULATION 1 (2) 5/8" GYP 5 JOIST 3 PARTITIONS 10 (ACTUAL WEIGHT) FLOOR TOTAL 35 psf LIVE LOADS: SNOW 25 psf RESIDENTIAL 40 psf CORRIDOR 80 psf BALCONIES 60 psf COMMON 100 psf SPRINKLERS 1 G-1/G-126 JOISTS/TRUSSES 2.3 GRAVITY TYPICAL FRAMING Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. G-2/G-126 G-3/G-126 G-4/G-126 G-5/G-126 G-6/G-126 01: Roof Member Name Results Current Solution Comments Roof: Joist (11.5 + 14.5) RJ Passed 1 Piece(s) 11 7/8" TJI® 210 @ 24" OC Roof: Joist (12.5 + 12.5) RJ Passed 1 Piece(s) 11 7/8" TJI® 210 @ 24" OC Wall: Header (9 ft) R1 Passed 1 Piece(s) 4 x 12 Douglas Fir-Larch No. 2 Wall: Header (7.5 ft) R2 Passed 1 Piece(s) 4 x 10 Douglas Fir-Larch No. 2 Wall: Header (6 ft) R3 Passed 1 Piece(s) 4 x 8 Douglas Fir-Larch No. 2 Floor: Flush Beam (TJI roof GL N) R4 Passed 1 Piece(s) 5 1/2" x 9" 24F-V4 DF Glulam Floor: Flush Beam (TJI roof GL 3.5) R5 Passed 1 Piece(s) 5 1/2" x 9" 24F-V4 DF Glulam Flush Beam (TJI roof GL I) R6 Passed 1 Piece(s) 4 x 8 Douglas Fir-Larch No. 2 Flush Beam (TJI roof GL 6 @ Elevator) R7 Passed 1 Piece(s) 4 x 8 Douglas Fir-Larch No. 2 Floor: Flush Beam (TJI roof GL I.5) R8 Passed 1 Piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam Wall: Header (corr I.5) R9 Passed 1 Piece(s) 4 x 8 Douglas Fir-Larch No. 2 Flush Beam (TJI roof GL F.3) R10 Passed 1 Piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam Flush Beam (TJI roof GL F.3) R11 Passed 1 Piece(s) 4 x 12 Douglas Fir-Larch No. 2 Wall: Header (3 ft) GL 4.6 R12 Passed 1 Piece(s) 4 x 10 Douglas Fir-Larch No. 2 Roof: Flush Beam Passed 1 Piece(s) 4 x 12 Douglas Fir-Larch No. 2 02: Typical Floor Member Name Results Current Solution Comments Floor: Joist FJ1 Passed 1 Piece(s) 11 7/8" TJI® 360 @ 16" OC Floor: Joist FJ2 Passed 1 Piece(s) 11 7/8" TJI® 210 @ 16" OC Floor: Joist FJ3 Passed 1 Piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC Wall: Header (9 ft) F1 Passed 1 Piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Wall: Header (6 ft) F2 Passed 1 Piece(s) 4 x 10 Douglas Fir-Larch No. 2 Wall: Header (6 ft) demising F3 Passed 1 Piece(s) 4 x 12 Douglas Fir-Larch No. 2 Wall: Header (9 ft) demising F4 Passed 1 Piece(s) 4 x 12 Douglas Fir-Larch No. 2 Wall: Header (3 ft) demising F5 Passed 2 Piece(s) 2 x 6 Douglas Fir-Larch No. 2 Wall: Header (corridor) F6 Passed 2 Piece(s) 4 x 8 Douglas Fir-Larch No. 2 Flush Beam (demising GL F.6) F7 Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL Flush Beam (demising GL F.3) F8 Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL Wall: Header (3 ft) GL 4.6 F9 Passed 2 Piece(s) 2 x 12 Douglas Fir-Larch No. 2 Wall: Header (corridor) F10 Passed 1 Piece(s) 4 x 8 Douglas Fir-Larch No. 2 Wall: Header (GL 7.2) F11 Passed 1 Piece(s) 4 x 10 Douglas Fir-Larch No. 2 03: East L3 Member Name Results Current Solution Comments Floor: Flush Beam (GL 6 H-H.2) EB1 Passed 1 Piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL Floor: Flush Beam (GL 3 H-H.3) EB3 Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL Floor: Flush Beam (GL H 3-4.5) EB4 Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL Floor: Flush Beam (GL H 4.5-6) EB5 Passed 1 Piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand® LSL Wall: Header (GL H6 4.5-4.6) EB 7 Passed 1 Piece(s) 4 x 12 Douglas Fir-Larch No. 2 Floor: Flush Beam (GL 4.1 H.1-H.3) EB 8 Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL 04: West L2 Member Name Results Current Solution Comments Floor: Flush Beam (elevator)Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL Floor: Flush Beam (GL 8.4 h-h2)Passed 1 Piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL Job.4te JOB SUMMARY REPORT Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 1 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes EAST & WEST BEAMS ARE LOCATED UNDER THEIR RESPECTIVE SECTIONS G-7/G-126 1 piece(s) 11 7/8" TJI® 210 @ 24" OC •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - DF 5.50"5.50"1.75"239 312 551 Blocking 2 - Beveled Plate - DF 3.50"3.50"3.50"654 817 1471 Blocking 3 - Beveled Plate - DF 5.50"5.50"1.75"176 249 425 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1471 @ 14' 7 1/4"2467 (3.50")Passed (60%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)723 @ 14' 5 1/2"1903 Passed (38%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-1948 @ 14' 7 1/4"4364 Passed (45%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.108 @ 6' 10 7/16"0.474 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.184 @ 6' 9 3/8"0.712 Passed (L/926)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0.25/12 •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 6 13/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Roof, Roof: Joist (11.5 + 14.5) RJMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 26' 8 1/2"24"20.0 25.0 Roof Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 2 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-8/G-126 1 piece(s) 11 7/8" TJI® 210 @ 24" OC •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - DF 5.50"5.50"1.75"206 277 483 Blocking 2 - Beveled Plate - DF 3.50"3.50"3.50"637 796 1433 Blocking 3 - Beveled Plate - DF 5.50"5.50"1.75"206 277 483 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1432 @ 13' 1 1/4"2467 (3.50")Passed (58%)1.15 1.0 D + 1.0 S (All Spans) Shear (lbs)665 @ 13' 3"1903 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-1823 @ 13' 1 1/4"4364 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.070 @ 6' 1 5/8"0.424 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.116 @ 5' 11 3/4"0.637 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0.25/12 •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 8 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Roof, Roof: Joist (12.5 + 12.5) RJMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location Spacing (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 26' 2 1/2"24"20.0 25.0 Roof Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 3 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-9/G-126 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"1187 1900 3087 None 2 - Trimmer - DF 3.00"3.00"1.50"1187 1900 3087 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3087 @ 1 1/2"6563 (3.00")Passed (47%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2316 @ 1' 2 1/4"5434 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)6952 @ 4' 9"7004 Passed (99%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.099 @ 4' 9"0.308 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.161 @ 4' 9"0.463 Passed (L/689)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Wall: Header (9 ft) R1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 9' 6"16'15.0 25.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 4 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-10/G-126 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"993 1600 2593 None 2 - Trimmer - DF 3.00"3.00"1.50"993 1600 2593 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2593 @ 1 1/2"6563 (3.00")Passed (40%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1931 @ 1' 1/4"4468 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4867 @ 4'5166 Passed (94%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.088 @ 4'0.258 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.142 @ 4'0.387 Passed (L/653)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Wall: Header (7.5 ft) R2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 8'16'15.0 25.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 5 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-11/G-126 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"801 1300 2101 None 2 - Trimmer - DF 3.00"3.00"1.50"801 1300 2101 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2101 @ 1 1/2"6563 (3.00")Passed (32%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1549 @ 10 1/4"3502 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)3156 @ 3' 3"3438 Passed (92%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.077 @ 3' 3"0.208 Passed (L/971)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.125 @ 3' 3"0.313 Passed (L/601)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (5/16"). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Wall: Header (6 ft) R3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 6' 6"16'15.0 25.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 6 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-12/G-126 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"1341 1475 2816 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"1341 1475 2816 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2778 @ 2"5259 (2.25")Passed (53%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2420 @ 1' 1/2"10057 Passed (24%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)9925 @ 7' 3 1/4"17078 Passed (58%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.323 @ 7' 4 1/2"0.360 Passed (L/535)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.617 @ 7' 4 1/2"0.721 Passed (L/280)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 6 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 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. Roof, Floor: Flush Beam (TJI roof GL N) R4MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 14' 9"8'15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 14' 9"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 7 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-13/G-126 1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"954 830 1784 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"954 830 1784 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1760 @ 2"5259 (2.25")Passed (33%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1533 @ 1' 1/2"10057 Passed (15%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)6288 @ 7' 3 1/4"17078 Passed (37%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.182 @ 7' 4 1/2"0.360 Passed (L/952)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.391 @ 7' 4 1/2"0.721 Passed (L/442)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 6 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 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. Roof, Floor: Flush Beam (TJI roof GL 3.5) R5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 14' 9"4' 6"15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 14' 9"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 8 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-14/G-126 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"659 838 1497 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"659 838 1497 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1442 @ 2"3347 (2.25")Passed (43%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1017 @ 10 3/4"3502 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1848 @ 2' 9 1/2"3438 Passed (54%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.029 @ 2' 9 1/2"0.131 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.052 @ 2' 9 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Flush Beam (TJI roof GL I) R6MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 5' 7"12'15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 5' 7"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 9 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-15/G-126 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"869 1186 2055 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"869 1186 2055 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1979 @ 2"3347 (2.25")Passed (59%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1396 @ 10 3/4"3502 Passed (40%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2537 @ 2' 9 1/2"3438 Passed (74%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.041 @ 2' 9 1/2"0.131 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.071 @ 2' 9 1/2"0.262 Passed (L/890)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Flush Beam (TJI roof GL 6 @ Elevator) R7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 5' 7"17'15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 5' 7"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 10 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-16/G-126 1 piece(s) 5 1/2" x 7 1/2" 24F-V4 DF Glulam •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"943 944 1887 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"943 944 1887 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1856 @ 2"5259 (2.25")Passed (35%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1613 @ 11"8381 Passed (19%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)5628 @ 6' 2 1/4"11859 Passed (47%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.218 @ 6' 3 1/2"0.306 Passed (L/673)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.437 @ 6' 3 1/2"0.613 Passed (L/337)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •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. Roof, Floor: Flush Beam (TJI roof GL I.5) R8MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 12' 7"6'15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 12' 7"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 11 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-17/G-126 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"492 472 964 None 2 - Trimmer - DF 3.00"3.00"1.50"492 472 964 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)964 @ 1 1/2"6563 (3.00")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)959 @ 10 1/4"3502 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2980 @ 3' 3"3438 Passed (87%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.047 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.095 @ 3' 3"0.313 Passed (L/794)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (5/16"). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Wall: Header (corr I.5) R9MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Point (lb)3' 3"N/A 943 944 Linked from: Floor: Flush Beam (TJI roof GL i.5), Support 1 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 12 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-18/G-126 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"1478 1608 3086 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"1478 1608 3086 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3048 @ 2"5259 (2.25")Passed (58%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2640 @ 1' 2"11733 Passed (23%)1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-lbs)11908 @ 7' 11 1/4"23244 Passed (51%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.290 @ 8' 1/2"0.394 Passed (L/652)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.557 @ 8' 1/2"0.788 Passed (L/339)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 15' 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. Roof, Flush Beam (TJI roof GL F.3) R10MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 16' 1"8'15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 16' 1"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 13 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-19/G-126 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.93"1284 1639 2923 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.93"1284 1639 2923 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2864 @ 2"3347 (2.25")Passed (86%)--1.0 D + 1.0 S (All Spans) Shear (lbs)2211 @ 1' 2 3/4"5434 Passed (41%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)6892 @ 5' 1/2"7004 Passed (98%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.099 @ 5' 1/2"0.244 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.177 @ 5' 1/2"0.488 Passed (L/659)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 9 5/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Flush Beam (TJI roof GL F.3) R11MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 10' 1"13'15.0 25.0 Residential - Roof 2 - Uniform (PSF)0 to 10' 1"5'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 14 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-20/G-126 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - DF 3.00"3.00"1.77"1858 2016 3874 None 2 - Trimmer - DF 3.00"3.00"1.50"990 1067 2057 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3873 @ 1 1/2"6563 (3.00")Passed (59%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3865 @ 1' 1/4"4468 Passed (87%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4351 @ 1' 3"5166 Passed (84%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.009 @ 1' 8 5/16"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.017 @ 1' 8 5/16"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Wall: Header (3 ft) GL 4.6 R12MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Point (lb)1' 3"N/A 1478 1608 Linked from: Flush Beam (TJI roof GL F.3) R10, Support 1 2 - Point (lb)1' 3"N/A 1341 1475 Linked from: Floor: Flush Beam (TJI roof GL N) R4, Support 1 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 15 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-21/G-126 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 •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. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50"3.50"2.72"1565 2481 4046 Blocking 2 - Stud wall - SPF 3.50"2.25"1.50"552 1016 1568 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4045 @ 3' 4 3/4"5206 (3.50")Passed (78%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1671 @ 4' 5 3/4"5434 Passed (31%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-3056 @ 3' 4 3/4"7004 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.033 @ 0 0.226 Passed (2L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.042 @ 0 0.340 Passed (2L/999+)--1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 2 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Roof, Roof: Flush BeamMEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location Width (0.90)(1.15)Comments 1 - Uniform (PSF)0 to 10' 4"13'15.0 25.0 Roof Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 16 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-22/G-126 1 piece(s) 11 7/8" TJI® 360 @ 16" OC •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50"5.50"1.75"400 474/-17 874/-17 Blocking 2 - Stud wall - DF 3.50"3.50"3.50"989 1130 2119 Blocking 3 - Stud wall - DF 5.50"5.50"1.75"137 304/-147 441/-147 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2119 @ 20' 7 1/4"2460 (3.50")Passed (86%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)1118 @ 20' 5 1/2"1876 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-3869 @ 20' 7 1/4"6180 Passed (63%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.302 @ 9' 8 11/16"0.506 Passed (L/805)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.540 @ 9' 7 7/16"1.011 Passed (L/450)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 42 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling. Typical Floor, Floor: Joist FJ1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 32' 8 1/2"16"35.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 17 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-23/G-126 1 piece(s) 11 7/8" TJI® 210 @ 16" OC •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - DF 5.50"5.50"1.75"284 375/-51 659/-51 Blocking 2 - Stud wall - DF 3.50"3.50"3.50"888 1015 1903 Blocking 3 - Stud wall - DF 5.50"5.50"1.75"284 375/-51 659/-51 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1904 @ 15' 7 1/4"2145 (3.50")Passed (89%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)881 @ 15' 9"1821 Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-2899 @ 15' 7 1/4"3795 Passed (76%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.145 @ 7' 6 15/16"0.381 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.229 @ 7' 3 5/16"0.761 Passed (L/799)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 54 40 Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 8 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling. Typical Floor, Floor: Joist FJ2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 31' 2 1/2"16"35.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 18 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-24/G-126 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16" OC •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.50"140 439 579 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.50"140 439 579 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)561 @ 2 1/2"1434 (2.25")Passed (39%)--1.0 D + 1.0 L (All Spans) Shear (lbs)447 @ 9"990 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)837 @ 3' 3 1/2"848 Passed (99%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.130 @ 3' 3 1/2"0.154 Passed (L/568)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.172 @ 3' 3 1/2"0.308 Passed (L/430)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating N/A N/A ------ System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 1' 10 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •A 15% increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Typical Floor, Floor: Joist FJ3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 7"16"32.0 100.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 19 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-25/G-126 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.87"2282 1963 4245 None 2 - Trimmer - DF 3.00"3.00"1.87"2282 1963 4245 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4245 @ 1 1/2"6825 (3.00")Passed (62%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3351 @ 1'5565 Passed (60%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)9558 @ 4' 9"9450 Passed (101%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.178 @ 4' 9"0.308 Passed (L/624)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.385 @ 4' 9"0.463 Passed (L/289)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 9' 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. Typical Floor, Wall: Header (9 ft) F1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 9' 6"10' 4"38.0 40.0 Residential - Living Areas 2 - Uniform (PSF)0 to 9' 6"8'10.0 -Wall Above Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 20 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-26/G-126 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"1398 1170 2568 None 2 - Trimmer - DF 3.00"3.00"1.50"1398 1170 2568 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2568 @ 1 1/2"6563 (3.00")Passed (39%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1761 @ 1' 1/4"3885 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3858 @ 3' 3"4492 Passed (86%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.033 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.073 @ 3' 3"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (6 ft) F2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 6"9'38.0 40.0 Residential - Living Areas 2 - Uniform (PSF)0 to 6' 6"8'10.0 -Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 21 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-27/G-126 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.52"1638 1690 3328 None 2 - Trimmer - DF 3.00"3.00"1.52"1638 1690 3328 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3328 @ 1 1/2"6563 (3.00")Passed (51%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2112 @ 1' 2 1/4"4725 Passed (45%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5000 @ 3' 3"6091 Passed (82%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.027 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.053 @ 3' 3"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (6 ft) demising F3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 6"13'38.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 22 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-28/G-126 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"1130 1140 2270 None 2 - Trimmer - DF 3.00"3.00"1.50"1130 1140 2270 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2270 @ 1 1/2"6563 (3.00")Passed (35%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1703 @ 1' 2 1/4"4725 Passed (36%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5112 @ 4' 9"6091 Passed (84%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.059 @ 4' 9"0.308 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.118 @ 4' 9"0.463 Passed (L/937)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (9 ft) demising F4MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 9' 6"6'38.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 23 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-29/G-126 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"872 910 1782 None 2 - Trimmer - DF 3.00"3.00"1.50"872 910 1782 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1782 @ 1 1/2"5625 (3.00")Passed (32%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1061 @ 8 1/2"1980 Passed (54%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)1344 @ 1' 9"1475 Passed (91%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.020 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.038 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (3 ft) demising F5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 3' 6"13'38.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 24 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-30/G-126 2 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"1147 1620 2767 None 2 - Trimmer - DF 3.00"3.00"1.50"1147 1620 2767 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2767 @ 1 1/2"13125 (3.00")Passed (21%)--1.0 D + 1.0 L (All Spans) Shear (lbs)2402 @ 10 1/4"6090 Passed (39%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)5381 @ 2' 7"5979 Passed (90%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.031 @ 2' 7"0.164 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.056 @ 2' 7"0.246 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (corridor) F6MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 5' 2"3'38.0 100.0 Residential - Living Areas 2 - Point (lb)2' 7"N/A 1638 1690 Linked from: Wall: Header (6 ft) demising, Support 1 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 25 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-31/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"2.15"2447 2413 4860 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"2.15"2447 2413 4860 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4798 @ 2"5020 (2.25")Passed (96%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4087 @ 1' 3 3/8"12053 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)18744 @ 8' 1/2"29854 Passed (63%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.301 @ 8' 1/2"0.394 Passed (L/629)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.606 @ 8' 1/2"0.788 Passed (L/312)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Typical Floor, Flush Beam (demising GL F.6) F7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 16' 1"7' 6"38.0 40.0 Residential - Roof Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 26 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-32/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"2.29"2587 2622 5209 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"2.29"2587 2622 5209 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5103 @ 2"5020 (2.25")Passed (102%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3886 @ 1' 3 3/8"12053 Passed (32%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)12281 @ 5' 1/2"29854 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.084 @ 5' 1/2"0.244 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.166 @ 5' 1/2"0.488 Passed (L/704)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Typical Floor, Flush Beam (demising GL F.3) F8MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 10' 1"13'38.0 40.0 Residential - Roof Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 27 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-33/G-126 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"2.10"1981 1963 3944 None 2 - Trimmer - DF 3.00"3.00"1.50"1228 1220 2448 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3943 @ 1 1/2"5625 (3.00")Passed (70%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3424 @ 1' 2 1/4"4050 Passed (85%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4098 @ 1' 3"4746 Passed (86%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.006 @ 1' 8 7/16"0.108 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.011 @ 1' 8 7/16"0.162 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (3 ft) GL 4.6 F9MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 3' 6"5' 6"38.0 40.0 Residential - Living Areas 2 - Point (lb)1' 3"N/A 2447 2413 Linked from: Flush Beam (demising GL F.6) F7, Support 1 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 28 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-34/G-126 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"391 975 1366 None 2 - Trimmer - DF 3.00"3.00"1.50"391 975 1366 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1366 @ 1 1/2"6563 (3.00")Passed (21%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1007 @ 10 1/4"3045 Passed (33%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2053 @ 3' 3"2989 Passed (69%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.058 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.081 @ 3' 3"0.313 Passed (L/924)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (5/16"). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (corridor) F10MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 6' 6"3'38.0 100.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 29 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-35/G-126 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - DF 3.00"3.00"1.50"1351 1400 2751 None 2 - Trimmer - DF 3.00"3.00"1.50"1351 1400 2751 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2751 @ 1 1/2"6563 (3.00")Passed (42%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1627 @ 1' 1/4"3885 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3103 @ 2' 6"4492 Passed (69%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.017 @ 2' 6"0.158 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.034 @ 2' 6"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 5' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Typical Floor, Wall: Header (GL 7.2) F11MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 5'14'38.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 30 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-36/G-126 GRAVITY WEST BLDG Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. G-37/G-126 G-38/G-126 G-39/G-126 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - DF 5.50" 5.50" 3.14" 6503 4284 963 11750 Blocking 2 - Stud wall - SPF 5.50" 5.50" 2.75" 3953 2484 138 6575 Blocking 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 (lbs)10787 @ 4" 18906 (5.50") Passed (57%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs)9597 @ 1' 5 1/2" 11660 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)23290 @ 6' 1 5/16" 26400 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.209 @ 6' 9 1/4" 0.444 Passed (L/767) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.535 @ 6' 9 3/8" 0.667 Passed (L/299) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 14' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 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. 4th, Beam 1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PLF)0 to 14'N/A 488.0 312.0 -Residential - Living Areas 2 - Point (lb)2'N/A 3400 2400 1100 Residential - Living Areas 12/23/2015 1:10:48 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 Job.4te Forte Software Operator Nathan Bonck Fossatti Pawlak Structural Engineers (206) 456-3071 NBonck@Fossatti.com Job Notes G-40/G-126 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - DF 5.50" 5.50" 1.50" 2717 728 42 3487 Blocking 2 - Stud wall - SPF 5.50" 5.50" 3.79" 5857 2945 1058 9860 Blocking 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 (lbs)8859 @ 15' 7" 12856 (5.50") Passed (69%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)5069 @ 14' 5 1/2" 11660 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)13527 @ 8' 6 1/16" 26400 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.093 @ 8' 2 15/16" 0.508 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.405 @ 8' 1 3/8" 0.762 Passed (L/451) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 15' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 15' 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. 4th, Beam 2MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PLF)0 to 15' 11" N/A 309.0 80.0 -Residential - Living Areas 2 - Point (lb)15'N/A 3400 2400 1100 Residential - Living Areas 12/23/2015 1:11:03 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 Job.4te Forte Software Operator Nathan Bonck Fossatti Pawlak Structural Engineers (206) 456-3071 NBonck@Fossatti.com Job Notes G-41/G-126 WB1G-42/G-126 G-43/G-126 G-44/G-126 1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL • 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. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Seismic Total Accessories 1 - Stud wall - DF 5.50" 5.50" 1.72" 4490 1163 291 -5944 Blocking 2 - Hanger on 11 1/4" GLB beam 5.50" Hanger¹ 1.50" 4558 1183 296 1060/-1060 7097/-1060 See note 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 (lbs) 5394 @ 14' 2 1/2" 5906 (1.50") Passed (91%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs)4665 @ 13' 3 1/4" 11419 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)18709 @ 7' 3 1/4" 26955 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.115 @ 7' 3 1/4" 0.463 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.557 @ 7' 3 1/4" 0.694 Passed (L/299) -- 1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 2 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 2nd, BM1MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Top Mount Hanger HB5.50/11.25 3.50"6-16d common 16-16d common 10-16d x 2-1/2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Seismic Loads Location Width (0.90)(1.00)(1.15)(1.60)Comments 1 - Uniform (PLF)0 to 14' 8" N/A 599.0 160.0 40.0 -Residential - Living Areas 2 - Point (lb)14' 8"N/A ----1060 12/23/2015 12:46:16 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 Job.4te Forte Software Operator Nathan Bonck Fossatti Pawlak Structural Engineers (206) 456-3071 NBonck@Fossatti.com Job Notes G-45/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 12:46:33 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (10.25,0.00) Maximum Depth Limitation specified = 12.00 in Beam Size (User Selected) = W10X12 Fy = 50.0 ksi Total Beam Length (ft) = 10.25 Cantilever on left (ft)= 2.00 Mp (kip-ft) = 52.50 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 0.000 4.56 1.18 No No 0.000 0.00 1.06 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.012 0.000 2.000 0.012 0.000 2 0.000 1.529 1.240 2.000 1.529 1.240 3 2.000 0.012 0.000 10.250 0.012 0.000 4 2.000 1.529 1.240 10.250 1.529 1.240 SHEAR: Max Va (DL+LL) = 13.79 kips Vn/1.50 = 37.51 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb W Mn / W kip-ft ft ft kip-ft Left Max - DL+LL -19.2 2.0 2.0 1.00 1.67 31.21 Center Max + DL+LL 18.0 6.7 0.0 1.00 1.67 31.21 Max - DL+LL -19.2 2.0 8.3 2.64 1.67 31.21 Controlling DL+LL -19.2 2.0 8.3 2.64 1.67 31.21 REACTIONS (kips): Left Right DL reaction 15.48 4.88 Max +LL reaction 10.68 5.11 Max -LL reaction 0.00 -0.84 Max +total reaction 26.16 9.99 DEFLECTIONS: Left cantilever: Dead load (in)= -0.011 L/D = 4243 Pos Live load (in)= -0.052 L/D = 927 Neg Live load (in)= 0.064 L/D = 747 Pos Total load (in)= -0.063 L/D = 761 G-46/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 12:46:33 Left cantilever: Neg Total load (in)= 0.053 L/D = 907 Center span: Dead load (in)at 6.37 ft = -0.046 L/D = 2134 Live load (in)at 6.37 ft = -0.082 L/D = 1200 Net Total load (in)at 6.37 ft = -0.129 L/D = 768 Page 2/2 G-47/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 12:46:57 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (12.63,0.00) Maximum Depth Limitation specified = 12.00 in Beam Size (Optimum) = W10X22 Fy = 50.0 ksi Total Beam Length (ft) = 12.63 Mp (kip-ft) = 108.33 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.022 0.000 12.625 0.022 0.000 2 0.000 1.529 1.240 12.625 1.529 1.240 SHEAR: Max Va (DL+LL) = 17.62 kips Vn/1.50 = 48.96 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb W Mn / W kip-ft ft ft kip-ft Center Max + DL+LL 55.6 6.3 0.0 1.00 1.67 64.87 Controlling DL+LL 55.6 6.3 0.0 1.00 1.67 64.87 REACTIONS (kips): Left Right DL reaction 9.79 9.79 Max +LL reaction 7.83 7.83 Max +total reaction 17.62 17.62 DEFLECTIONS: Dead load (in)at 6.31 ft = -0.259 L/D = 585 Live load (in)at 6.31 ft = -0.207 L/D = 731 Net Total load (in)at 6.31 ft = -0.466 L/D = 325 G-48/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 12:47:33 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (16.42,0.00) Maximum Depth Limitation specified = 12.00 in Beam Size (User Selected) = W10X22 Fy = 50.0 ksi Total Beam Length (ft) = 16.42 Mp (kip-ft) = 108.33 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 2.000 4.88 5.11 No No 2.000 -32.19 0.00 No No 2.000 9.79 7.83 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.022 0.000 16.420 0.022 0.000 2 0.000 0.704 0.280 2.000 0.704 0.280 3 2.000 0.035 0.040 16.420 0.035 0.040 SHEAR: Max Va (DL+LL) = 13.66 kips Vn/1.50 = 48.96 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb W Mn / W kip-ft ft ft kip-ft Center Max + DL+LL 0.6 12.8 0.0 1.00 1.67 64.87 Max - DL -28.8 2.0 16.4 1.61 1.67 50.29 Controlling DL -28.8 2.0 16.4 1.61 1.67 50.29 REACTIONS (kips): Left Right DL reaction -13.66 -1.58 Max +LL reaction 12.14 1.93 Max +total reaction -1.52 0.35 Max -total reaction -13.66 -1.58 DEFLECTIONS: Dead load (in)at 6.90 ft = 0.261 L/D = 754 Live load (in)at 4.76 ft = -0.220 L/D = 897 Net Total load (in)at 6.90 ft = 0.261 L/D = 754 G-49/G-126 Fossatti Pawlak NAB 15-203 Beam 5, 2-Span SK - 1 Dec 23, 2015 at 12:59 PM Beam 5 (2-span).r3d N1 N2 N3 Y XZ Envelope Only Solution G-50/G-126 Fossatti Pawlak NAB 15-203 Beam 5, 2-Span SK - 2 Dec 23, 2015 at 1:00 PM Beam 5 (2-span).r3d N1 N2 N3 W16x67 W 16x67 Y XZ Envelope Only Solution G-51/G-126 Fossatti Pawlak NAB 15-203 Beam 5, 2-Span SK - 3 Dec 23, 2015 at 1:00 PM Beam 5 (2-span).r3d N1 N2 N3 14 15.5 Y XZ Member Length (ft) Displayed Envelope Only Solution G-52/G-126 Fossatti Pawlak NAB 15-203 Beam 5, 2-Span SK - 4 Dec 23, 2015 at 1:00 PM Beam 5 (2-span).r3d N1 N2 N3 14 15.5 -143.1 -8.8 Y XZ Member Length (ft) Displayed Envelope Only Solution Member z Bending Moments (k-ft) (Enveloped) G-53/G-126 Fossatti Pawlak NAB 15-203 Beam 5, 2-Span SK - 5 Dec 23, 2015 at 1:01 PM Beam 5 (2-span).r3d N1 N2 N3 .44 .03 Y XZ Code Check ( Env ) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Member Code Checks Displayed (Enveloped) Envelope Only Solution G-54/G-126 Company : Fossatti Pawlak Dec 23, 2015 Designer : NAB Job Number : 15-203 Checked By: FP Model Name : Beam 6(2-span) Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 HR1A W8x10 Beam Wide Flange A992 Typical 2.96 2.09 30.8 .043 Joint Coordinates and Temperatures Label X [ft]Y [ft]Z [ft]Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 29 0 0 0 3 N3 18 0 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction Reaction Fixed 2 N2 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N3 W16x67 Beam Wide Flange A992 Typical 2 M2 N3 N2 W16x67 Beam Wide Flange A992 Typical Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M1 W16x67 18 Lbyy Lateral 2 M2 W16x67 11 Lbyy Lateral Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive Seismic Design ... 1 M1 BenPIN BenPIN Yes None 2 M2 BenPIN BenPIN Yes None Joint Loads and Enforced Displacements (BLC 1 : DL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N3 L Y -19.58 Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... RISA-3D Version 13.0.0 Page 1 [P:\...\15-203 Avana Ridge - GroupArch\Calcs\NAB\Beam 6 (2 - span).r3d] G-55/G-126 Company : Fossatti Pawlak Dec 23, 2015 Designer : NAB Job Number : 15-203 Checked By: FP Model Name : Beam 6(2-span) Joint Loads and Enforced Displacements (BLC 2 : LL) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N3 L Y -15.66 Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 1 M1 Y -2.446 -2.446 0 0 2 M2 Y -1.705 -1.705 0 0 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 1 M1 Y -1.033 -1.033 0 0 2 M2 Y -1.22 -1.22 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 1 2 2 LL LL 1 2 3 EL EL Load Combinations Description Sol...PD...SR...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact... 1 1.4D Yes Y 1 1.4 2 1.2D+1.6L Yes Y 1 1.2 2 1.6 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0 1 42.012 2 0 1 NC NC 0 1 0 1 2 min 0 1 31.66 1 0 1 NC NC 0 1 0 1 3 N2 max 0 1 22.429 2 0 1 0 1 0 1 0 1 4 min 0 1 13.642 1 0 1 0 1 0 1 0 1 5 N3 max 0 1 112.993 2 0 1 0 1 0 1 0 1 6 min 0 1 72.714 1 0 1 0 1 0 1 0 1 7 Totals:max 0 1 177.435 2 0 1 8 min 0 1 118.016 1 0 1 Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max 0 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 0 2 0 1 0 1 0 1 0 1 3 N2 max 0 1 0 1 0 1 0 1 0 1 0 1 4 min 0 1 0 2 0 1 0 1 0 1 0 1 5 N3 max 0 1 0 1 0 1 0 1 0 1 0 2 6 min 0 1 0 2 0 1 0 1 0 1 0 1 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code C...Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn 1 M1 W16x67 .640 9 2 .326 0 y 2 334.574 586.826 88.573 295.594 1....H1-1b 2 M2 W16x67 .190 5.5 2 .174 0 y 2 475.751 586.826 88.573 324.351 1....H1-1b RISA-3D Version 13.0.0 Page 2 [P:\...\15-203 Avana Ridge - GroupArch\Calcs\NAB\Beam 6 (2 - span).r3d] G-56/G-126 Company : Fossatti Pawlak Dec 23, 2015 Designer : NAB Job Number : 15-203 Checked By: FP Model Name : Beam 5, 2-Span Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.2 7 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 1 HR1A W8x10 Beam Wide Flange A992 Typical 2.96 2.09 30.8 .043 Joint Coordinates and Temperatures Label X [ft]Y [ft]Z [ft]Temp [F] Detach From Diap... 1 N1 0 0 0 0 2 N2 29.5 0 0 0 3 N3 14 0 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footing 1 N1 Reaction Reaction Reaction Fixed 2 N2 Reaction Reaction Reaction 3 N3 Reaction Reaction Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M1 N1 N3 W16x67 Beam Wide Flange A992 Typical 2 M2 N3 N2 W16x67 Beam Wide Flange A992 Typical Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function 1 M1 W16x67 14 Lbyy Lateral 2 M2 W16x67 15.5 Lbyy Lateral Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical TOM Inactive Seismic Design ... 1 M1 BenPIN BenPIN Yes None 2 M2 BenPIN BenPIN Yes None Joint Loads and Enforced Displacements (BLC 1 : DL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N3 L Y -19.58 Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... RISA-3D Version 13.0.0 Page 1 [P:\...\15-203 Avana Ridge - GroupArch\Calcs\NAB\Beam 5 (2-span).r3d] G-57/G-126 Company : Fossatti Pawlak Dec 23, 2015 Designer : NAB Job Number : 15-203 Checked By: FP Model Name : Beam 5, 2-Span Joint Loads and Enforced Displacements (BLC 2 : LL) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N3 L Y -15.66 Joint Loads and Enforced Displacements (BLC 3 : EL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/ft... 1 N1 L Y 13.76 Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 1 M1 Y -2.189 -2.189 0 0 2 M2 Y -.07 -.07 0 0 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%] 1 M1 Y -1.96 -1.96 0 0 2 M2 Y -.08 -.08 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(P... 1 DL DL -1 1 2 2 LL LL 1 2 3 EL EL 1 1 Load Combinations Description Sol...PD...SR...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact...BLCFact... 1 1.4D Yes Y 1 1.4 2 1.2D+1.6L Yes Y 1 1.2 2 1.6 3 1.2D+0.5L...Yes Y 1 1.2 2 .5 3 1.43 4 0.9D+1.0E Yes Y 1 .9 3 1.43 5 1.2D+0.5L...Yes Y 1 1.2 2 .5 3 1.43 6 0.9D-1.0E Yes Y 1 .9 2 .5 3 -1.43 7 D Yes Y 1 1 8 L Yes Y 2 1 9 E Yes Y 3 1 Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 N1 max 0 1 40.9 2 0 1 NC NC 0 1 0 1 2 min 0 1 -10.074 9 0 1 NC NC 0 1 0 1 3 N2 max 0 1 2.263 2 0 1 0 1 0 1 0 1 4 min 0 1 0 9 0 1 0 1 0 1 0 1 5 N3 max 0 1 91.715 2 0 1 0 1 0 1 0 1 6 min 0 1 10.074 9 0 1 0 1 0 1 0 1 7 Totals:max 0 1 134.878 2 0 1 8 min 0 1 0 9 0 1 RISA-3D Version 13.0.0 Page 2 [P:\...\15-203 Avana Ridge - GroupArch\Calcs\NAB\Beam 5 (2-span).r3d] G-58/G-126 Company : Fossatti Pawlak Dec 23, 2015 Designer : NAB Job Number : 15-203 Checked By: FP Model Name : Beam 5, 2-Span Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC 1 N1 max 0 1 0 9 0 1 0 1 0 1 0 1 2 min 0 1 0 2 0 1 0 1 0 1 0 1 3 N2 max 0 1 0 9 0 1 0 1 0 1 0 1 4 min 0 1 0 2 0 1 0 1 0 1 0 1 5 N3 max 0 1 0 9 0 1 0 1 0 1 0 1 6 min 0 1 0 2 0 1 0 1 0 1 0 1 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code C...Loc[ft] LC Shear ... Loc[ft] Dir LC Pnc/om [k] Pnt/om [k] Mnyy/om ...Mnzz/om ...Cb Eqn 1 M1 W16x67 .441 7 2 .318 0 y 2 417.729 586.826 88.573 324.351 1....H1-1b 2 M2 W16x67 .028 7.75 2 .018 15.5 y 2 386.872 586.826 88.573 315.221 1....H1-1b RISA-3D Version 13.0.0 Page 3 [P:\...\15-203 Avana Ridge - GroupArch\Calcs\NAB\Beam 5 (2-span).r3d] G-59/G-126 Fossatti Pawlak NAB 15-203 Beam 6(2-span) SK - 1 Dec 23, 2015 at 1:02 PM Beam 6 (2 - span).r3d N1 N2 N3 Y XZ Envelope Only Solution G-60/G-126 Fossatti Pawlak NAB 15-203 Beam 6(2-span) SK - 2 Dec 23, 2015 at 1:03 PM Beam 6 (2 - span).r3d N1 N2 N3 W 16x67 W16x67 Y XZ Envelope Only Solution G-61/G-126 Fossatti Pawlak NAB 15-203 Beam 6(2-span) SK - 3 Dec 23, 2015 at 1:03 PM Beam 6 (2 - span).r3d N1 N2 N3 18 11 Y XZ Member Length (ft) Displayed Envelope Only Solution G-62/G-126 Fossatti Pawlak NAB 15-203 Beam 6(2-span) SK - 4 Dec 23, 2015 at 1:03 PM Beam 6 (2 - span).r3d N1 N2 N3 W 16x67 W16x67 -189.1 -61.7 Y XZ Envelope Only Solution Member z Bending Moments (k-ft) (Enveloped) G-63/G-126 Fossatti Pawlak NAB 15-203 Beam 6(2-span) SK - 5 Dec 23, 2015 at 1:04 PM Beam 6 (2 - span).r3d N1 N2 N3 .64 .19 Y XZ Code Check ( Env ) No Calc > 1.0 .90-1.0 .75-.90 .50-.75 0.-.50 Member Code Checks Displayed (Enveloped) Envelope Only Solution G-64/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 12:56:36 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (20.00,0.00) Maximum Depth Limitation specified = 18.00 in Beam Size (User Selected) = W16X67 Fy = 50.0 ksi Total Beam Length (ft) = 20.00 Mp (kip-ft) = 541.67 Top flange braced by decking. LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.067 0.000 20.000 0.067 0.000 2 0.000 2.465 1.044 20.000 2.465 1.044 SHEAR: Max Va (DL+LL) = 35.76 kips Vn/1.50 = 128.77 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb W Mn / W kip-ft ft ft kip-ft Center Max + DL+LL 178.8 10.0 0.0 1.00 1.67 324.35 Controlling DL+LL 178.8 10.0 0.0 1.00 1.67 324.35 REACTIONS (kips): Left Right DL reaction 25.32 25.32 Max +LL reaction 10.44 10.44 Max +total reaction 35.76 35.76 DEFLECTIONS: Dead load (in)at 10.00 ft = -0.329 L/D = 728 Live load (in)at 10.00 ft = -0.136 L/D = 1767 Net Total load (in)at 10.00 ft = -0.465 L/D = 516 G-65/G-126 Gravity Beam Design RAM SBeam v5.0 12/24/15 10:09:49 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (11.50,0.00) Beam Size (User Selected) = HSS16X4X5/16 Fy = 46.0 ksi Total Beam Length (ft) = 11.50 Mp (kip-ft) = 195.88 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 5.750 0.00 32.50 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.038 0.000 11.500 0.038 0.000 2 0.000 1.156 0.880 11.500 1.156 0.880 SHEAR: Max Va (DL+LL) = 28.17 kips Vn/1.67 = 153.90 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Mn /  kip-ft ft ft kip-ft Center Max + DL+LL 127.7 5.8 0.0 1.00 1.67 117.30 Controlling DL+LL 127.7 5.8 0.0 1.00 1.67 117.30 REACTIONS (kips): Left Right DL reaction 6.86 6.86 Max +LL reaction 21.31 21.31 Max +total reaction 28.17 28.17 DEFLECTIONS: Dead load (in)at 5.75 ft = -0.053 L/D = 2624 Live load (in)at 5.75 ft = -0.238 L/D = 580 Net Total load (in)at 5.75 ft = -0.291 L/D = 475 1.2 * 117.3 = 140.76 k-ft for seismic load ASCE 7-10 12.4.3.3 WB1 G-66/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 4.00"2.75"2.46"1627 3950 5577 1 1/4" Rim Board 2 - Stud wall - SPF 4.00"2.75"2.46"1627 3950 5577 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5491 @ 2 1/2"6136 (2.75")Passed (89%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4458 @ 1' 3 7/8"12053 Passed (37%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)17221 @ 6' 7"29854 Passed (58%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.266 @ 6' 7"0.319 Passed (L/575)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.376 @ 6' 7"0.637 Passed (L/407)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 11 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. West L2, Floor: Flush Beam (elevator)MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 2"6'38.0 100.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 37 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-67/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 7.00"5.75"5.15"6322 5413 1812 13547 1 1/4" Rim Board 2 - Stud wall - SPF 7.00"5.75"5.15"6322 5413 1812 13547 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)11491 @ 5 1/2"12830 (5.75")Passed (90%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)7918 @ 1' 6 7/8"12053 Passed (66%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)23241 @ 4' 10"29854 Passed (78%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.121 @ 4' 10"0.219 Passed (L/870)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.262 @ 4' 10"0.438 Passed (L/401)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 5 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. West L2, Floor: Flush Beam (GL 8.4 h-h2)MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 9' 8"15'15.0 -25.0 Residential - Living Areas 2 - Uniform (PSF)0 to 9' 8"7'152.0 160.0 -Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 38 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-68/G-126 GRAVITY EAST BLDG Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. G-69/G-126 EB8EB7G-70/G-126 1 piece(s) 3 1/2" x 11 7/8" 1.55E TimberStrand® LSL •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. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 5.50"5.50"3.86"4768 970 121 5859 Blocking 2 - Stud wall - SPF 3.50"2.25"1.50"150 -250 -31 150/-281 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5739 @ 2' 8 3/4"8181 (5.50")Passed (70%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3302 @ 1' 6 1/8"8590 Passed (38%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)-8911 @ 2' 8 3/4"15953 Passed (56%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.050 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.195 @ 0 0.273 Passed (2L/336)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (0.2") and TL (2L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 7 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. East L3, Floor: Flush Beam (GL 6 H-H.2) EB1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 10' 9"24'10.0 --Wall 2 - Point (lb)0 N/A 2200 720 90 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 31 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-71/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 6.00"4.75"3.91"4949 3483 1600 10032 1 1/4" Rim Board 2 - Stud wall - SPF 6.00"4.75"3.91"4949 3483 1600 10032 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)8731 @ 4 1/2"10598 (4.75")Passed (82%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)7902 @ 1' 5 7/8"12053 Passed (66%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)19345 @ 6' 3"29854 Passed (65%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.178 @ 6' 3"0.294 Passed (L/792)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.410 @ 6' 3"0.587 Passed (L/344)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 3 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. East L3, Floor: Flush Beam (GL 3 H-H.3) EB3MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 12' 6"4' 4"38.0 40.0 -Residential - Living Areas 2 - Point (lb)2' 6"N/A 1000 -1600 3 - Point (lb)2' 6"N/A 2800 2400 - 4 - Point (lb)10'N/A 1000 -1600 5 - Point (lb)10'N/A 2800 2400 - Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 32 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-72/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.99"3376 1093 4469 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.98"3365 1082 4447 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4443 @ 2"5020 (2.25")Passed (89%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4138 @ 1' 3 3/8"12053 Passed (34%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)28440 @ 8' 9"29854 Passed (95%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.265 @ 8' 9"0.431 Passed (L/781)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.868 @ 8' 9"0.863 Passed (L/238)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. East L3, Floor: Flush Beam (GL H 3-4.5) EB4MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 17' 7"24'10.0 -Residential - Living Areas 2 - Point (lb)8' 9"N/A 2182 2175 Linked from: Floor: Flush Beam (GL 4.1 H.1-H.3) EB 8, Support 1 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 33 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-73/G-126 1 piece(s) 1 3/4" x 11 7/8" 1.55E TimberStrand® LSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.94"1468 1468 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.94"1468 1468 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1443 @ 2"1673 (2.25")Passed (86%)--1.0 D (All Spans) Shear (lbs)1153 @ 1' 3 3/8"3865 Passed (30%)0.90 1.0 D (All Spans) Moment (Ft-lbs)4134 @ 5' 11 1/2"7179 Passed (58%)0.90 1.0 D (All Spans) Live Load Defl. (in)0.000 @ 1 1/4"0.290 Passed (L/999+)--1.0 D (All Spans) Total Load Defl. (in)0.293 @ 5' 11 1/2"0.579 Passed (L/474)--1.0 D (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 5 15/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. East L3, Floor: Flush Beam (GL H 4.5-6) EB5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Loads Location Width (0.90)Comments 1 - Uniform (PSF)0 to 11' 11"24'10.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 34 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-74/G-126 1 piece(s) 4 x 12 Douglas Fir-Larch No. 2 Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - DF 3.00"3.00"1.52"1808 1270 740 3818 None 2 - Trimmer - DF 3.00"3.00"1.52"1808 1270 740 3818 None All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3316 @ 1 1/2"6563 (3.00")Passed (51%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)3005 @ 1' 2 1/4"4725 Passed (64%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)4908 @ 1' 9"6091 Passed (81%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.006 @ 1' 9"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.012 @ 1' 9"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. East L3, Wall: Header (GL H6 4.5-4.6) EB 7MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 3' 6"1'12.0 40.0 -Residential - Living Areas 2 - Point (lb)1' 9"N/A 3540 2400 1480 Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 35 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-75/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50"2.25"1.92"2182 2175 4357 1 1/4" Rim Board 2 - Stud wall - SPF 3.50"2.25"1.92"2182 2175 4357 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4284 @ 2"5020 (2.25")Passed (85%)--1.0 D + 1.0 L (All Spans) Shear (lbs)3435 @ 1' 3 3/8"12053 Passed (28%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)12451 @ 6' 1/2"29854 Passed (42%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.117 @ 6' 1/2"0.294 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.234 @ 6' 1/2"0.587 Passed (L/602)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. East L3, Floor: Flush Beam (GL 4.1 H.1-H.3) EB 8MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 12' 1"9'38.0 40.0 Residential - Living Areas Forte v5.0, Design Engine: V6.4.0.40 12/24/2015 11:38:09 AM Page 36 of 38 Job.4te Forte Software Operator Ty Bartley Fossatti Pawlak Structural Engineers (206) 456-3071 tbartley@fossatti.com Job Notes G-76/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 17:08:48 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (14.00,0.00) Beam Size (User Selected) = W18X46 Fy = 50.0 ksi Total Beam Length (ft) = 14.00 Mp (kip-ft) = 377.92 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 7.000 0.00 31.75 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.046 0.000 14.000 0.046 0.000 2 0.000 2.470 2.540 14.000 2.470 2.540 SHEAR: Max Va (DL+LL) = 51.27 kips Vn/1.50 = 130.32 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Mn /  kip-ft ft ft kip-ft Center Max + DL+LL 235.0 7.0 0.0 1.00 1.67 226.30 Controlling DL+LL 235.0 7.0 0.0 1.00 1.67 226.30 REACTIONS (kips): Left Right DL reaction 17.61 17.61 Max +LL reaction 33.65 33.65 Max +total reaction 51.27 51.27 DEFLECTIONS: Dead load (in)at 7.00 ft = -0.105 L/D = 1595 Live load (in)at 7.00 ft = -0.258 L/D = 651 Net Total load (in)at 7.00 ft = -0.364 L/D = 462 1.2 * 226.3 = 271.6 k-ft for seismic load ASCE 7-10 12.4.3.3 EB2 G-77/G-126 FB15FB1FB2FB3FB4FB5FB6FB7FB8FB9FB10FB11FB12FB13FB14FB16FB17East Bldg Level 2 Framing PlanEB6G-78/G-126 1 piece(s) 7" x 11 7/8" 2.0E Parallam® PSL •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 5.50"5.50"3.84"5418 5993 11411 Blocking 2 - Stud wall - SPF 5.50"5.50"3.84"5418 5993 11411 Blocking 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 (lbs)11411 @ 4"16363 (5.50")Passed (70%)--1.0 D + 1.0 L (All Spans) Shear (lbs)8948 @ 1' 5 3/8"16071 Passed (56%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)34565 @ 6' 8 1/2"39805 Passed (87%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.297 @ 6' 8 1/2"0.425 Passed (L/515)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.566 @ 6' 8 1/2"0.637 Passed (L/271)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level 2, Floor Beam FB1MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location Width (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 13' 5"1' 4"35.0 40.0 Residential - Living Areas 2 - Uniform (PSF)0 to 13' 5"7'35.0 40.0 Residential - Living Areas 3 - Uniform (PSF)0 to 13' 5"7'35.0 40.0 Residential - Living Areas 4 - Uniform (PSF)0 to 13' 5"7'35.0 40.0 Residential - Living Areas 12/22/2015 2:56:12 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 East Lvl 2 Framing.4te Forte Software Operator Asrade Mengstu Fossatti Pawlak Structural Engineers (206) 456-3071 amengstu@fossatti.com Job Notes G-79/G-126 LVL2 FB2 G-80/G-126 LVL 2 FB3 G-81/G-126 LVL 2 FB4 G-82/G-126 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam® PSL •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 5.50"5.50"4.78"5656 5000 1303 11959 Blocking 2 - Stud wall - SPF 5.50"5.50"4.32"4637 5000 177 9814 Blocking 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 (lbs)10656 @ 4"12272 (5.50")Passed (87%)--1.0 D + 1.0 L (All Spans) Shear (lbs)8022 @ 1' 5 3/8"12053 Passed (67%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)22409 @ 5' 1 7/16"29854 Passed (75%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.154 @ 5' 2 9/16"0.325 Passed (L/758)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.305 @ 5' 2 1/4"0.488 Passed (L/384)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Level 2, Floor Beam FB5MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 10' 5"6'35.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)0 to 10' 5"6'35.0 40.0 -Residential - Living Areas 3 - Uniform (PSF)0 to 10' 5"6'35.0 40.0 -Residential - Living Areas 4 - Uniform (PSF)0 to 10' 5"6'35.0 40.0 -Residential - Living Areas 5 - Point (lb)1' 6"N/A 1340 -1480 12/22/2015 3:09:34 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 East Lvl 2 Framing.4te Forte Software Operator Asrade Mengstu Fossatti Pawlak Structural Engineers (206) 456-3071 amengstu@fossatti.com Job Notes G-83/G-126 LVL 2 FB6 G-84/G-126 LVL 2 FB7 G-85/G-126 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 5.50"5.50"3.21"3779 2601 2359 8739 Blocking 2 - Stud wall - SPF 5.50"5.50"3.21"3779 2601 2359 8739 Blocking 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 (lbs)7499 @ 4"12856 (5.50")Passed (58%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)5910 @ 1' 4"11733 Passed (50%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)21158 @ 6' 3 1/2"23244 Passed (91%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.281 @ 6' 3 1/2"0.397 Passed (L/509)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.566 @ 6' 3 1/2"0.596 Passed (L/253)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Critical positive 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. Level 2, Floor Beam FB8MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 12' 7"1' 4"35.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)0 to 12' 7"3'35.0 40.0 -Residential - Living Areas 3 - Uniform (PSF)0 to 12' 7"3'35.0 40.0 -Residential - Living Areas 4 - Uniform (PSF)0 to 12' 7"3'35.0 40.0 -Residential - Living Areas 5 - Uniform (PSF)0 to 12' 7"15'15.0 -25.0 Residential - Living Areas 12/23/2015 1:44:56 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 East Lvl 2 Framing.4te Forte Software Operator Asrade Mengstu Fossatti Pawlak Structural Engineers (206) 456-3071 amengstu@fossatti.com Job Notes G-86/G-126 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 5.50"5.50"2.64"2130 4047 323 6500 Blocking 2 - Stud wall - SPF 5.50"5.50"2.64"2130 4047 323 6500 Blocking 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 (lbs)6178 @ 4"12856 (5.50")Passed (48%)--1.0 D + 1.0 L (All Spans) Shear (lbs)4902 @ 1' 4"10203 Passed (48%)1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs)17943 @ 6' 5 1/2"20213 Passed (89%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.332 @ 6' 5 1/2"0.408 Passed (L/442)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.507 @ 6' 5 1/2"0.613 Passed (L/290)--1.0 D + 1.0 L (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 12' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •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. Level 2, Floor Beam FB9MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 12' 11"8"35.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)0 to 12' 11"2' 6"35.0 80.0 -Residential - Living Areas 3 - Uniform (PSF)0 to 12' 11"2' 6"35.0 80.0 -Residential - Living Areas 4 - Uniform (PSF)0 to 12' 11"2' 6"35.0 80.0 -Residential - Living Areas 5 - Uniform (PSF)0 to 12' 11"2'15.0 -25.0 Residential - Living Areas 12/22/2015 2:58:16 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 East Lvl 2 Framing.4te Forte Software Operator Asrade Mengstu Fossatti Pawlak Structural Engineers (206) 456-3071 amengstu@fossatti.com Job Notes G-87/G-126 LVL 2 FB10 G-88/G-126 LVL 2 FB11 G-89/G-126 LVL 2 FB12 G-90/G-126 LVL 2 FB13 G-91/G-126 LVL2 FB14 G-92/G-126 LVL 2 FB15 G-93/G-126 LVL 2 FB16 G-94/G-126 1 piece(s) 4 x 12 Hem-Fir No. 2 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - SPF 5.50"5.50"2.69"1914 1326 1203 4443 Blocking 2 - Stud wall - SPF 5.50"5.50"2.69"1914 1326 1203 4443 Blocking 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 (lbs)3811 @ 4"7796 (5.50")Passed (49%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2153 @ 1' 4 3/4"4528 Passed (48%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)4909 @ 3' 2 1/2"6615 Passed (74%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.027 @ 3' 2 1/2"0.192 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.054 @ 3' 2 1/2"0.287 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. •Applicable calculations are based on NDS. Level 2, Floor Beam FB17MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Snow Loads Location Width (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 6' 5"1' 4"35.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)0 to 6' 5"3'35.0 40.0 -Residential - Living Areas 3 - Uniform (PSF)0 to 6' 5"3'35.0 40.0 -Residential - Living Areas 4 - Uniform (PSF)0 to 6' 5"3'35.0 40.0 -Residential - Living Areas 5 - Uniform (PSF)0 to 6' 5"15'15.0 -25.0 Residential - Living Areas 12/23/2015 1:45:11 PM Forte v5.0, Design Engine: V6.4.0.40 Page 1 of 1 East Lvl 2 Framing.4te Forte Software Operator Asrade Mengstu Fossatti Pawlak Structural Engineers (206) 456-3071 amengstu@fossatti.com Job Notes G-95/G-126 Gravity Beam Design RAM SBeam v5.0 12/23/15 17:12:57 STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (3.00,0.00) Beam Size (Optimum) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 3.00 Mp (kip-ft) = 102.92 Top flange braced by decking. POINT LOADS (kips): Flange Bracing Dist (ft) DL LL Top Bottom 1.500 35.00 35.60 Yes No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.019 0.000 3.000 0.019 0.000 SHEAR: Max Va (DL+LL) = 35.33 kips Vn/1.50 = 57.34 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb Mn /  kip-ft ft ft kip-ft Center Max + DL+LL 53.0 1.5 0.0 1.00 1.67 61.63 Controlling DL+LL 53.0 1.5 0.0 1.00 1.67 61.63 REACTIONS (kips): Left Right DL reaction 17.53 17.53 Max +LL reaction 17.80 17.80 Max +total reaction 35.33 35.33 DEFLECTIONS: Dead load (in)at 1.50 ft = -0.009 L/D = 3985 Live load (in)at 1.50 ft = -0.009 L/D = 3922 Net Total load (in)at 1.50 ft = -0.018 L/D = 1977 EB6 G-96/G-126 Avana RidgeMAX Capacity of Exterior Stud WallDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:2x6Fb 0.9001.4 1.31 1.151.884Fv 0.1811110.180Width = 1.5Fc II 1.35011.11 1.151.708Fc I 0.62511110.625Depth = 5.5 E 160011111600`Maximum vertical load =4000plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =10psf for wind loadsStud spacing =16inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 18.55Moment = 120.4 lb-ftFce= 1396 psiSx = 7.56 in^3Fce/Fc* = 0.817fb = M/Sx = 191.1 psiF'c= 0.618 Fc*F'c= 1055 (psi)Combined StressesActual fc = 646 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.613<1.0 (ok)0.376 + 0.189 =0.565 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 646.5 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =1.034<1.0 (ok)G-97/G-126 Avana RidgeMAX Capacity of Interior 3x4 Stud WallDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:3x4Fb 0.9001.15 1.51 1.151.785Fv 0.1811110.180Width = 2.5Fc II 1.35011.151 1.151.785Fc I 0.62511110.625Depth = 3.5 E 160011111600`Maximum vertical load =3100plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =5psf for wind loadsStud spacing =16inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 29.14Moment = 60.2 lb-ftFce= 565 psiSx = 5.10 in^3Fce/Fc* = 0.317fb = M/Sx = 141.6 psiF'c= 0.292 Fc*F'c= 522 (psi)Combined StressesActual fc = 472 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.905<1.0 (ok)0.819 + 0.483 =1.302 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 472.4 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =0.756<1.0 (ok)G-98/G-126 Avana RidgeMAX Capacity of Interior 2x4 Stud WallDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:2x4Fb 0.9001.15 1.51 1.151.785Fv 0.1811110.180Width = 1.5Fc II 1.35011.151 1.151.785Fc I 0.62511110.625Depth = 3.5 E 160011111600`Maximum vertical load =1750plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =5psf for wind loadsStud spacing =16inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 29.14Moment = 60.2 lb-ftFce= 565 psiSx = 3.06 in^3Fce/Fc* = 0.317fb = M/Sx = 235.9 psiF'c= 0.292 Fc*F'c= 522 (psi)Combined StressesActual fc = 444 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.851<1.0 (ok)0.725 + 0.619 =1.343 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 444.4 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =0.711<1.0 (ok)G-99/G-126 Avana RidgeMAX Capacity of Interior 2x4 Stud WallDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:2x4Fb 0.9001.15 1.51 1.151.785Fv 0.1811110.180Width = 1.5Fc II 1.35011.151 1.151.785Fc I 0.62511110.625Depth = 3.5 E 160011111600`Maximum vertical load =2450plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =5psf for wind loadsStud spacing =12inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 29.14Moment = 45.2 lb-ftFce= 565 psiSx = 3.06 in^3Fce/Fc* = 0.317fb = M/Sx = 176.9 psiF'c= 0.292 Fc*F'c= 522 (psi)Combined StressesActual fc = 467 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.894<1.0 (ok)0.799 + 0.569 =1.368 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 466.7 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =0.747<1.0 (ok)G-100/G-126 Avana RidgeMAX Capacity of Interior 2x4 Stud WallDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:(2) 2x4Fb 0.9001.15 1.51 1.151.785Fv 0.1811110.180Width = 3Fc II 1.35011.151 1.151.785Fc I 0.62511110.625Depth = 3.5 E 160011111600`Maximum vertical load =3850plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =5psf for wind loadsStud spacing =16inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 29.14Moment = 60.2 lb-ftFce= 565 psiSx = 6.13 in^3Fce/Fc* = 0.317fb = M/Sx = 118.0 psiF'c= 0.292 Fc*F'c= 522 (psi)Combined StressesActual fc = 489 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.937<1.0 (ok)0.877 + 0.490 =1.367 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 488.9 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =0.782<1.0 (ok)G-101/G-126 Avana RidgeMAX Capacity of Interior (2) 2x4 Stud WallDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:(2) 2x4Fb 0.9001.15 1.51 1.151.785Fv 0.1811110.180Width = 3Fc II 1.35011.151 1.151.785Fc I 0.62511110.625Depth = 3.5 E 160011111600`Maximum vertical load =5500plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =0psf for wind loadsStud spacing =12inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 29.14Moment = 0.0 lb-ftFce= 565 psiSx = 6.13 in^3Fce/Fc* = 0.317fb = M/Sx = 0.0 psiF'c= 0.292 Fc*F'c= 522 (psi)Combined StressesActual fc = 524 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =1.003<1.0 (ok)1.007 + 0.000 =1.007 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 523.8 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =0.838<1.0 (ok)G-102/G-126 Avana RidgeMAX Capacity of 3x4 PostDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:3x4Fb 0.9001.15 1.51 1.151.785Fv 0.1811110.180Width = 2.5Fc II 1.35011.151 1.151.785Fc I 0.62511110.625Depth = 3.5 E 160011111600`Maximum vertical load =4750plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =0psf for wind loadsStud spacing =12inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 29.14Moment = 0.0 lb-ftFce= 565 psiSx = 5.10 in^3Fce/Fc* = 0.317fb = M/Sx = 0.0 psiF'c= 0.292 Fc*F'c= 522 (psi)Combined StressesActual fc = 543 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =1.040<1.0 (ok)1.081 + 0.000 =1.081 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 542.9 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =0.869<1.0 (ok)G-103/G-126 Avana RidgeMAX Capacity of Exterior (2) 2x6 PostDesign: TcBDate:23-Dec-15STUDS:Doug Fir #2 StudsProperty Tab. StressFactorsCr Cf Cb Cd Allow. StressPLATES:(ksi)(ksi)SIZE:(2) 2x6Fb 0.9001.4 1.31 1.151.884Fv 0.1811110.180Width = 3Fc II 1.35011.11 1.151.708Fc I 0.62511110.625Depth = 5.5 E 160011111600`Maximum vertical load =10500plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =10psf for wind loadsStud spacing =12inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 18.55Moment = 90.3 lb-ftFce= 1396 psiSx = 15.13 in^3Fce/Fc* = 0.817fb = M/Sx = 71.7 psiF'c= 0.618 Fc*F'c= 1055 (psi)Combined StressesActual fc = 636 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.603<1.0 (ok)0.364 + 0.070 =0.434 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 636.4 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =1.018<1.0 (ok)G-104/G-126 Avana RidgeMAX Capacity of 4x6 PostDesign:Date:23-Dec-15POST:Doug Fir #2 Property Tab. StressFactorsCr Cf Cb Cd Allow. Stress(ksi)(ksi)SIZE:4x6Fb 0.9001 1.3111.170Fv 0.1811110.180Width = 3.5Fc II 1.35011.1111.485Fc I 0.62511110.625Depth = 5.5 E 160011111600`Maximum vertical load =21000plfMaximum lateral load =0psf Cr =1.5 for 2x4, =1.4 for 2x6for wind loadsStud spacing =12inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 18.55Moment = 0.0 lb-ftFce= 1396 psiSx = 17.65 in^3Fce/Fc* = 0.940fb = M/Sx = 0.0 psiF'c= 0.669 Fc*F'c= 994 (psi)Combined StressesActual fc = 1091 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =1.098<1.0 (ok)1.205 + 0.000 =1.205 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 1090.9 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =1.745<1.0 (ok)G-105/G-126 Avana RidgeMAX Capacity of 6x6 PostDesign:Date:23-Dec-15POST:Doug Fir #1Property Tab. StressFactorsCr Cf Cb Cd Allow. Stress(ksi)(ksi)SIZE:6x6Fb 1.20011111.200Fv 0.1711110.170Width = 5.5Fc II 1.00011111.000Fc I 0.62511110.625Depth = 5.5 E 160011111600`Maximum vertical load =19000plf Cr =1.5 for 2x4, =1.4 for 2x6Maximum lateral load =0psf for wind loadsStud spacing =12inches o.c.Clear Height of wall =8.5feetCompression due to vertical load FlexureStuds are supported laterallykl/d= 18.55Moment = 0.0 lb-ftFce= 1396 psiSx = 27.73 in^3Fce/Fc* = 1.396fb = M/Sx = 0.0 psiF'c= 0.792 Fc*F'c= 792 (psi)Combined StressesActual fc = 628 (psi)[ fc ]^2 + fb < 1.33[ F'c] F'b ( 1 - (fc/Fce) )(fc/F'c) =0.793<1.0 (ok)0.629 + 0.000 =0.629 < 1.33 (ok)...where:Compression Perpendicular to Grain at Bottom PlateFce= .3*E'/(kl/d)^2,fc I = 628.1 psiF'c =Fc*x[ (1+(Fce/Fc*)/2C)-((1+(Fce/Fc*)/2C)^2-((Fce/Fc*)/C))^0.5, andF'c I = 625 psiC = 0.8fc/F'c perp =1.005<1.0 (ok)G-106/G-126 G-107/G-126 Avana Ridge Spread Footings12/23/2015TCB B WH W (k)Typ Col 5.5 5.500Beta 10F'c 4000 (psi)0qa 2500 (psf)COL #InitialWide Beam ActionTwo Way ActionFor ReinforcementCOL #L2 (k) L1 (k) L2+L1+Col WM (k‐ft)b (ft)P/A+M/S1.2DL+1.6LL+1.2Col WP/A+M/STA (ft2)Vu (k)t (in) d (in)Vn (k) TA (ft2)Vu (k)bo (in)2+4/beta a*d/b0+2Vc (k)Mu (k‐ft)b (ft)F3.022.5 3.00 2.532.6253.625 1.5 5.4375 12 930.73734OK 7.539930556 27.33225 58 6 8.206897148.5638045183 F3.0F3.530.625 3.50 2.544.406253.625 2.625 9.515625 12 935.86023OK 10.78993056 39.1135 58 6 8.206897148.5638045293.5 F3.5F4.040 4.00 2.5583.625 4 14.5 12 940.98312OK 14.53993056 52.70725 58 6 8.206897148.5638045454 F4.0F4.550.625 4.50 2.573.406253.625 5.625 20.39063 12 946.10601OK 18.78993056 68.1135 58 6 8.206897148.5638045674.5 F4.5F5.062.5 5.00 2.590.6253.625 7.5 27.1875 12 951.2289OK 23.53993056 85.33225 58 6 8.206897148.5638045935 F5.0F5.575.625 5.50 2.5109.656253.625 9.625 34.89063 12 956.35179OK 28.78993056 104.3635 58 6 8.206897148.56380451275.5 F5.5F6.090 6.00 2.5130.53.625 12 43.5 12 961.47468OK 34.53993056 125.2072 58 6 8.206897148.56380451676 F6.0F6.5105.625 6.50 2.5153.156253.625 14.625 53.01563 12 966.59757OK 40.78993056 147.8635 58 6 8.206897148.56380452156.5 F6.5G-108/G-126 b= 36 in h= 12 in Mu=18k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))0.508 in2 Try (3) #4 As= 0.6 in2 a=As*fy/(.85*f'c*b)0.294 in dActual= 9.0 in a/d= 0.033 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)26.56 k-ft Mn=23.90 k-ft OK ld= 16.45 (in) 12" X 3'-0"SQ Footing G-109/G-126 b= 42 in h= 12 in Mu=29k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))0.818 in2 Try (4) #4 As= 0.8 in2 a=As*fy/(.85*f'c*b)0.336 in dActual= 9.0 in a/d= 0.037 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)35.33 k-ft Mn=31.79 k-ft OK ld= 16.45 (in) 12" X 3'-6"SQ Footing G-110/G-126 b= 48 in h= 12 in Mu=45k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))1.270 in2 Try (3) #6 As= 1.32 in2 a=As*fy/(.85*f'c*b)0.485 in dActual= 9.0 in a/d= 0.054 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)57.80 k-ft Mn=52.02 k-ft OK ld= 24.675 (in) 12" X 4'-0"SQ Footing G-111/G-126 b= 54 in h= 12 in Mu=67k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))1.891 in2 Try (4) #6 As= 1.76 in2 a=As*fy/(.85*f'c*b)0.575 in dActual= 9.0 in a/d= 0.064 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)76.67 k-ft Mn=69.00 k-ft OK ld= 24.675 (in) 12" X 4'-6"SQ Footing G-112/G-126 b= 60 in h= 12 in Mu=93k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))2.624 in2 Try (6) #6 As= 2.64 in2 a=As*fy/(.85*f'c*b)0.776 in dActual= 9.0 in a/d= 0.086 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)113.68 k-ft Mn=102.31 k-ft OK ld= 24.675 (in) 12" X 5'-0"SQ Footing G-113/G-126 b= 66 in h= 12 in Mu= 127 k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))3.584 in2 Try (5) #8 As= 3.95 in2 a=As*fy/(.85*f'c*b)1.056 in dActual= 9.0 in a/d= 0.117 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)167.32 k-ft Mn=150.59 k-ft OK ld= 32.9 (in) 12" X 5'-6"SQ Footing G-114/G-126 b= 72 in h= 12 in Mu= 167 k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 9.0 in a=.25d 2.25 in d-a/2= 7.875 in As=Mu/(.9*fy*(d‐a/2))4.713 in2 Try (6) #8 As= 4.74 in2 a=As*fy/(.85*f'c*b)1.162 in dActual= 9.0 in a/d= 0.129 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)199.53 k-ft Mn=179.58 k-ft OK ld= 32.9 (in) 12" X 6'-0"SQ Footing G-115/G-126 b= 78 in h= 15 in Mu= 215 k-ft fy= 60000 psi f'c= 4000 psi 1= 0.85 dAssumed=h‐3.0 12.0 in a=.25d 3 in d-a/2= 10.5 in As=Mu/(.9*fy*(d‐a/2))4.550 in2 Try (5) #8 As= 4.74 in2 a=As*fy/(.85*f'c*b)1.072 in dActual= 12.0 in a/d= 0.089 ab/d=1(87000/(87000+fy)0.503 fs=fy atcl/dt=.3751 0.319 TENSION CONTROLED =0.9 Mn=Asfy(d‐a/2)271.69 k-ft Mn=244.52 k-ft OK ld= 32.9 (in) 15" X 6'-6"SQ Footing G-116/G-126 SK - 3 Dec 23, 2015 at 12:07 PM 9.5ft Foundation Wall.r3d N1 N2 N3 .82k/ft .06k/ft Y XZ Loads: LC 1, Soil + Seismic N2 N1N3 .475k/ft 0k/ft N2 N1N3 .06k/ft 1.6H +1.0E = FULL HEIGHT FOUNDATION WALL G-117/G-126 Member:M1 Shape:Material: Length: I Joint: J Joint: Code Check: Report Based On 97 Sections RIGID9.5 ft N1 N2 No Calc Ak 2.692 at 0 ft -1.488 at 9.5 ft Vy k Vz k T k-ft My k-ft -5.062 at 4.057 ft Mz k-ft 0 at 4.552 ft Dy in Dz in fa ksi fc ksi ft ksi FULL HEIGHT FOUNDATION WALL G-118/G-126 f'c 4000 psi fy 60000 psi 1 0.85 E 3604996.5 psi H 9.5 ft 114 in lw 12 in t10in Ig 1000 in4 Pu 3750 plf P sustained 1950 plf d 0.52 0.9 OK Pn 4166.6667 lbs Mmax 5100 ft‐lb clr cvr 1.5 in d 8.5 kl/r 38 As 0.31 in2/ft Ase,w 0.7756863 in2/ft a 1.1407151 in Slender Wall Design ACI 318‐11 14.4/10 a 1.1407151 in c 1.3420178 in 1 0.0160012 TENSION actual 0.9 0.0006853 0.0033991 c/lw 0.0056005 Mn 10.001173 k‐ft OK EI 948683298 lb‐in2 Pc 720.46236 k Cm 1 ns 1.0069885 Mc 5.1356413 k‐ft OK  vert 0.0025833 OK FULL HEIGHT FOUNDATION WALL G-119/G-126 12/23/2015 Connection Calculator http://www.awc.org/calculators/connectioncalc/ccstyle.asp?design_method=ASD&connection_type=Lateral+loading&fastener_types=Bolt&loading_scenario=Si…1/1 Design Method Allowable Stress Design (ASD) Connection Type Lateral loading Fastener Type Bolt Loading Scenario Single Shear Concrete Main Member Main Member Type Concrete Bolt Embedment Depth in Concrete 6 in. Main Member: Angle of Load to Grain 0 Side Member Type Douglas FirLarch Side Member Thickness 3.5 in. Side Member: Angle of Load to Grain 90 Fastener Diameter 3/4 in. Load Duration Factor C_D = 1.0 Wet Service Factor C_M = 1.0 Temperature Factor C_t = 1.0 Connection Yield Modes Im 6750 lbs. Is 1365 lbs. II 1996 lbs. IIIm 2321 lbs. IIIs 902 lbs. IV 1070 lbs. Adjusted ASD Capacity 902 lbs. Bolt bending yield strength of 45,000 psi is assumed. The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distance and spacing per NDS chapter 11. While every effort has been made to insure the accuracy of the information presented, and special effort has been made to assure that the information reflects the stateoftheart, neither the American Wood Council nor its members assume any responsibility for any particular design prepared from this online Connection Calculator. Those using this on line Connection Calculator assume all liability from its use. The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and David Pollock at Washington State University. Support for development of the Connection Calculator was provided by American Wood Council. 3/4"DIA AB @ 3-1/2" LEDGER ON FULL HEIGHT FOUNDATION WALL G-120/G-126 www.hilti.us Profis Anchor 2.6.2 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: Fossatti Pawlak Ty Bartley 1735 Westlake Ave N #205 206-456-3071 | 206-456-3076 TBartley@Fossatti.com Page: Project: Sub-Project I Pos. No.: Date: 1 12/28/2015 Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (4 3/4) Effective embedment depth: hef,act = 4.750 in., hnom = 5.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 | 5/1/2017 Proof: Design method ACI 318-11 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 12.000 in. x 9.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: W shape (AISC); (L x W x T x FT) = 10.300 in. x 5.770 in. x 0.260 in. x 0.440 in. Base material: cracked concrete, 4000, fc' = 4000 psi; h = 10.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: > No. 4 bar Geometry [in.] & Loading [lb, in.lb] G-121/G-126 www.hilti.us Profis Anchor 2.6.2 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: Fossatti Pawlak Ty Bartley 1735 Westlake Ave N #205 206-456-3071 | 206-456-3076 TBartley@Fossatti.com Page: Project: Sub-Project I Pos. No.: Date: 2 12/28/2015 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 7500 7500 0 2 0 7500 7500 0 3 0 7500 7500 0 4 0 7500 7500 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 2 3 4 x y 3 Tension load Load Nua [lb]Capacity ffffNn [lb]Utilization bbbbN = Nua/ffffNn Status Steel Strength*N/A N/A N/A N/A Pullout Strength*N/A N/A N/A N/A Concrete Breakout Strength**N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) G-122/G-126 www.hilti.us Profis Anchor 2.6.2 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: Fossatti Pawlak Ty Bartley 1735 Westlake Ave N #205 206-456-3071 | 206-456-3076 TBartley@Fossatti.com Page: Project: Sub-Project I Pos. No.: Date: 3 12/28/2015 4 Shear load Load Vua [lb]Capacity ffffVn [lb]Utilization bbbbV = Vua/ffffVn Status Steel Strength*7500 8888 85 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**30000 31468 96 OK Concrete edge failure in direction **N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-1917 f Vsteel ≥ Vua ACI 318-11 Table D.4.1.1 Variables n Ase,V [in.2] futa [psi] 1 0.24 106000 Calculations Vsa [lb] 13674 Results Vsa [lb] fsteel f Vsa [lb] Vua [lb] 13674 0.650 8888 7500 4.2 Pryout Strength Vcpg = kcp [(ANcANc0) yec,N yed,N yc,N ycp,N Nb] ACI 318-11 Eq. (D-41) f Vcpg ≥ Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-11 Eq. (D-5) yec,N = (1 1 + 2 e'N 3 hef ) ≤ 1.0 ACI 318-11 Eq. (D-8) yed,N = 0.7 + 0.3 (ca,min 1.5hef) ≤ 1.0 ACI 318-11 Eq. (D-10) ycp,N = MAX(ca,mincac, 1.5hefcac) ≤ 1.0 ACI 318-11 Eq. (D-12) Nb = kc la √f'c h1.5ef ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 4.750 0.000 0.000 ∞ yc,N cac [in.] kc la f'c [psi] 1.000 9.000 17 1.000 4000 Calculations ANc [in.2] ANc0 [in.2] yec1,N yec2,N yed,N ycp,N Nb [lb] 410.06 203.06 1.000 1.000 1.000 1.000 11131 Results Vcpg [lb] fconcrete f Vcpg [lb] Vua [lb] 44954 0.700 31468 30000 G-123/G-126 www.hilti.us Profis Anchor 2.6.2 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: Fossatti Pawlak Ty Bartley 1735 Westlake Ave N #205 206-456-3071 | 206-456-3076 TBartley@Fossatti.com Page: Project: Sub-Project I Pos. No.: Date: 4 12/28/2015 5 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! G-124/G-126 www.hilti.us Profis Anchor 2.6.2 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: Fossatti Pawlak Ty Bartley 1735 Westlake Ave N #205 206-456-3071 | 206-456-3076 TBartley@Fossatti.com Page: Project: Sub-Project I Pos. No.: Date: 5 12/28/2015 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -3.000 -3.000 - - - - 2 3.000 -3.000 - - - - 3 -3.000 3.000 - - - - 4 3.000 3.000 - - - - 6 Installation data Anchor plate, steel: -Anchor type and diameter: Kwik Bolt TZ - CS 3/4 (4 3/4) Profile: W shape (AISC); 10.300 x 5.770 x 0.260 x 0.440 in.Installation torque: 1320.002 in.lb Hole diameter in the fixture: df = 0.813 in.Hole diameter in the base material: 0.750 in. Plate thickness (input): 0.500 in.Hole depth in the base material: 5.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 1 2 3 4 3.000 6.000 3.000 1.5006.0001.500x y 6.000 6.000 4.5004.500G-125/G-126 www.hilti.us Profis Anchor 2.6.2 Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: Fossatti Pawlak Ty Bartley 1735 Westlake Ave N #205 206-456-3071 | 206-456-3076 TBartley@Fossatti.com Page: Project: Sub-Project I Pos. No.: Date: 6 12/28/2015 7 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. G-126/G-126 LATERAL Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. 12/14/2015 Design Maps Summary Report http://ehp2earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.4481695&longitude=122.1993421&siteclass=3&riskcategory…1/2 Report Title Building Code Reference Document Site Coordinates Site Soil Classification Risk Category Design Maps Summary Report User–Specified Input Avana Ridge Apartments Mon December 14, 2015 18:56:01 UTC ASCE 710 Standard (which utilizes USGS hazard data available in 2008) 47.44817°N, 122.19934°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS =1.402 g SMS =1.402 g SDS =0.935 g S1 =0.522 g SM1 =0.783 g SD1 =0.522 g For information on how the SS and S1 values above have been calculated from probabilistic (risktargeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the “2009 NEHRP” building code reference document. For PGAM, TL, CRS, and CR1 values, please view the detailed report. V=.935/6.5W=.144W V=.7*.144W=.101W L-1/L-50 LATERAL WEST BLDG Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. L-2/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE www.struware.com Code Search Code:International Building Code 2012 Occupancy: Occupancy Group =R Residential Risk Category & Importance Factors: Risk Category =II Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ)0.25 / 12 1.2 deg Building length (L) 161.0 ft Least width (B) 64.5 ft Mean Roof Ht (h)40.0 ft Parapet ht above grd 40.0 ft Minimum parapet ht 3.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions 15 psf L-3/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Wind Loads :ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.761 Kh case 2 0.761 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H)80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh =0.80 Use H/Lh =0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K1 =0.000 x/Lh = 0.31 K2 =0.792 z/Lh = 0.25 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 40.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 64.5 ft h/B = 0.62 Rigid structure /z (0.6h) =30.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.33 Natural Frequency (η1) =0.0 Hz ℓ = 320 ft Damping ratio (β) = 0zmin =30 ft /b =0.45 c = 0.30 /α = 0.25 gQ, gv =3.4 Vz =70.9 Lz =310.0 ft N1 =0.00 Q =0.87 Rn =0.000 Iz =0.30 Rh =28.282 η =0.000 h =40.0 ft G =0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 G = 0.000 L-4/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Enclosure Classification Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building:All walls are at least 80% open. Ao ≥ 0.8Ag Test for Partially Enclosed Building: Input Test Ao 0.0 sf Ao ≥ 1.1Aoi YES Ag 0.0 sf Ao > 4' or 0.01Ag NO Aoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOT Agi 0.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri) : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog):0 sf Unpartitioned internal volume (Vi) :0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 lbm/ft3 Constant = 0.00256 L-5/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 0.76 h = 40.0 ft GCpi = +/-0.18 Base pressure (qh) =12.0 psf ridge ht = 40.7 ft G = 0.85 Roof Angle (θ) = 1.2 deg L = 161.0 ft qi = qh Roof tributary area - (h/2)*L: 3220 sf B = 64.5 ft (h/2)*B: 1290 sf Nominal Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge B/L = 0.40 h/L = 0.62 L/B = 2.50 h/L = 0.25 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 8.2 see table below 0.80 8.2 see table below Leeward Wall (LW) -0.50 -5.1 -7.3 -2.9 -0.28 -2.8 -5.0 -0.6 Side Wall (SW) -0.70 -7.1 -9.3 -5.0 -0.70 -7.1 -9.3 -5.0 Leeward Roof (LR) **Included in windward roof Windward Roof: 0 to h/2* -0.93 -9.5 -11.7 -7.4 0 to h/2* -0.90 -9.2 -11.4 -7.0 h/2 to h* -0.85 -8.7 -10.9 -6.5 h/2 to h* -0.90 -9.2 -11.4 -7.0 h to 2h* -0.55 -5.60 -7.76 -3.43 h to 2h* -0.50 -5.1 -7.3 -2.9 > 2h* -0.30 -3.1 -5.2 -0.9 **Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs, entire roof surface is NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Normal Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15' 0.57 1.00 6.2 4.0 8.3 11.3 9.0 20.0 ft 0.62 1.00 6.7 4.5 8.9 11.8 9.5 25.0 ft 0.67 1.00 7.1 5.0 9.3 12.3 10.025.0 ft 0.67 1.00 7.1 5.0 9.3 12.3 10.0 30.0 ft 0.70 1.00 7.5 5.4 9.7 12.6 10.3 h= 40.0 ft 0.76 1.00 8.2 6.0 10.3 13.3 11.0 ridge = 40.7 ft 0.76 1.00 8.2 6.0 10.4 13.3 11.0 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 40.0 ft 0.76 1.00 12.0 Windward parapet: 18.0 psf (GCpn = +1.5) Leeward parapet: -12.0 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 8.2 psf (upward) L-6/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) =0.76 Edge Strip (a) =6.5 ft Base pressure (qh) =12.0 psf End Zone (2a) =12.9 ft GCpi = +/-0.18 Zone 2 length =32.3 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Nominal Wind Surface Pressures (psf) 1 7.0 2.6 -3.2 -7.6 2 -6.1 -10.5 -6.1 -10.5 3 -2.3 -6.6 -2.3 -6.6 4 -1.3 -5.6 -3.2 -7.6 5 7.0 2.6 6 -1.3 -5.6 1E 9.5 5.2 -3.6 -7.9 2E -10.7 -15.0 -10.7 -15.0 3E -4.2 -8.5 -4.2 -8.5 4E -3.0 -7.3 -3.6 -7.9 5E 9.5 5.2 6E -3.0 -7.3 Parapet Windward parapet = 18.0 psf (GCpn = +1.5)Windward roof Leeward parapet = -12.0 psf (GCpn = -1.0)overhangs =8.4 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 8.3 psf Roof -3.8 psf ** End Zone: Wall 12.5 psf Roof -6.5 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 8.3 psf End Zone: Wall 12.5 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 1.2 deg L-7/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Location of MWFRS Wind Pressure Zones NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 -02 and ASCE 7-05 L-8/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Nominal Wind Pressures Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.76 h = 40.0 ft Base pressure (qh) =12.0 psf a = 6.5 ft Minimum parapet ht = 3.0 ft GCpi = +/-0.18 Roof Angle (θ) = 1.2 deg Type of roof = Monoslope Roof GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf Negative Zone 1 -1.18 -1.11 -1.08 -14.2 -13.3 -13.0 -13.1 -13.0 Negative Zone 2 -1.98 -1.49 -1.28 -23.8 -17.9 -15.4 -16.4 -15.4 Negative Zone 3 -1.98 -1.49 -1.28 -23.8 -17.9 -15.4 -16.4 -15.4 Positive Zone 1 0.48 0.41 0.38 10.0 10.0 10.0 10.0 10.0 Positive Zones 2 & 3 1.08 0.97 0.92 13.0 11.6 11.1 11.3 10.0 Overhang Zone 1&2 -1.70 -1.63 -1.60 -20.4 -19.6 -19.2 -19.4 -13.2 Overhang Zone 3 -1.70 -1.63 -1.60 -20.4 -19.6 -19.2 -19.4 -13.2 Negative zone 3 = zone 2, since parapet >= 3ft. Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 2.2 psf Parapet qp = 12.0 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A = pressure towards building (pos)CASE A : Interior zone: 32.4 22.1 20.8 26.2 CASE B = pressure away from bldg (neg) Corner zone: 32.4 22.1 20.8 26.2 CASE B : Interior zone: -22.7 -18.9 -16.2 -20.4 Corner zone: -26.0 -20.2 -16.2 -22.5 Walls GCp +/- GCpi Surface Pressure (psf)User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.90 -14.1 -12.1 -10.8 -12.7 -11.6 Negative Zone 5 -1.44 -1.12 -0.90 -17.3 -13.5 -10.8 -14.6 -12.3 Positive Zone 4 & 5 1.08 0.92 0.81 13.0 11.1 10.0 11.6 10.5 Note: GCp reduced by 10% due to roof angle <= 10 deg. L-9/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-2xx SHEET NO. (206) 456-3071 CALCULATED BY TCB DATE 12/15/15 CHECKED BY FPP DATE Nominal Wind Pressures Location of C&C Wind Pressure Zones Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth and and all walls & alt design h<90'Multispan Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27° 10° < θ ≤ 30°Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90'h ≤ 60' & alt design h<90'L-10/L-50 L-11/L-50 L-12/L-50 L-13/L-50 L-14/L-50 L-15/L-50 L-16/L-50 LevelL (ft)W (ft)A (sqft)DL (psf)Wfloor (k)Trib H (ft)Lwall (ft)Awall (sqft)DL (psf)Wwall (k)Wtotal (k)Wsum (k)Avana Ridge WestRoof10196.015.0152.94.2516.62182.212.026.21791795th9394.035.0328.88.7516.64507.012.054.13835624th9394.035.0328.89.0516.64649.612.055.83859473rd8801.035.0308.04.5488.02196.012.026.436213094.5516.62324.812.027.92nd5934.035.0207.74.5390.01755.012.021.125715664.5516.62324.812.027.91565.51565.5L-17/L-50 SEISMIC BASE SHEAR: ASCE 7-10 Blue Heron Residence 'A' Bainbridge Island, WA Seismic Use Group 1 Seismic Use Group Fa Ss < Ss = Ss = Ss = Ss > Site Class = D 1 Ordinary Buildings 0.25 0.5 0.75 1 1.25 Lat. 47.448 2 High Occupancy Buildings A 0.8 0.8 0.8 0.8 0.8 Long.-122.197 3 Hazardous/Essential Bldgs B 1 1 1 1 1 Ss = 140 % g C 1.2 1.2 1.1 1 1 S1 =52.1 % g D 1.6 1.4 1.2 1.1 1 Seismic Design E 2.5 1.7 1.2 0.9 0.9 Category (SDC) =D 4 F a a a a a Fa = 1.00 scratch work Fv S1 < S1 = S1 = S1 = S1 > Fv =1.5 Fa upper =1 0.1 0.2 0.3 0.4 0.5 Sds = 0.933 Fa lower = 1 A 0.8 0.8 0.8 0.8 0.8 Sd1 =0.521 Fv upper =1.5 B 1 1 1 1 1 Fv lower =1.5 C 1.7 1.6 1.5 1.4 1.3 Vmin = 0.044*Sds W =0.041 Sms =Fa*Ss = 1.400 D 2.4 2 1.8 1.6 1.5 V =Sds* I W =0.144 Sm1 = Fv*S1 =0.782 E 3.5 3.2 2.8 2.4 2.4 R SDC Sds =D 4 F a a a a a Vmax = Sd1*I W =0.225 SDC Sd1 = D 4 T exponent Ct R*T 0.75 0.02 default T expo' 0.75 0.75 0.03 Ecc Braced Frames Where:Sds =0.933 Ct =0.02 0.8 0.016 Concrete Moment Frames Sd1 = 0.521 Hn = 46.4 0.9 0.028 Steel Moment Frames I = 1 T = 0.356 Timber SW R = 6.5 Total W =1566 kips Common Values R omega Therefore: V.ult= 0.144 W V= 224.8 kips Wood SW 6.5 3 bearing wall system V.service=0.101 W V=157.4 kips Special Conc SW 5 2.5 bearing wall system E =r Eh + Ev Special CMU SW 5 2.5 bearing wall system where r =1.0 or 1.3 Steel OMRF 3.5 3 building frame system r.y.=1 Steel SMRF 8 3 building frame system r.x=1 Steel OBF 5 2 building frame system Steel SBF 6 2 building frame system Note: IBC Ax and r are evaluated at each floor Cant Col building frame system Therefore:pEx =224.8 kips pEy = 224.8 kips static distribution is relative to T = 0.356 sec ------> linear building period distribution ----> k (exponent)= 1.00 Diaphragm A SEISMIC DISTRIBUTION: X-Direction level W h Whk Whk story shear S story shear S Fp min S Fp min S (kips) (ft) (kip-ft) S Whk (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) Roof 179.1 46.4 8320 0.19 43.3 43.3 30.3 30.3 39.441 39.441 78.883 78.883 5th 382.9 38.0 14549 0.34 75.8 119.1 53.1 83.4 68.971 108.412 137.942 216.825 4th 384.6 28.5 10961 0.25 57.1 176.2 40.0 123.4 51.959 160.372 103.919 320.744 3rd 362.3 19.0 6883 0.16 35.9 212.1 25.1 148.5 32.631 193.003 65.262 386.006 2nd 256.6 9.5 2438 0.06 12.7 224.8 8.9 157.4 11.558 204.561 23.116 409.122 S 1565.5 43152 1.0 224.8 157.4 204.6 409.1 SEISMIC DISTRIBUTION: Y-Direction level W h Whk Whk story shear S story shear S Fp min S Fp min S (kips) (ft) (kip-ft) S Whk (kips) (kips) (kips) (kips) (kips) (kips) (kips) (kips) Roof 179.1 46.4 8320 0.19 43.3 43.3 30.340 30.3 39.441 39.441 78.883 78.883 5th 382.9 38.0 14549 0.34 75.8 119.1 53.055 83.4 68.971 108.412 137.942 216.825 4th 384.6 28.5 10961 0.25 57.1 176.2 39.969 123.4 51.959 160.372 103.919 320.744 3rd 362.3 19.0 6883 0.16 35.9 212.1 25.101 148.5 32.631 193.003 65.262 386.006 2nd 256.6 9.5 2438 0.06 12.7 224.8 8.891 157.4 11.558 204.561 23.116 409.122 S 1565.5 33830 0.8 224.8 157.4 204.6 409.1 Min. DIA. Force (ASD) Min. DIA. SHEAR (ASD) Max. DIA. SHEAR (ASD) Max. DIA. SHEAR (ASD) STRENGTH / LRFD ALLOW. STRESS DESIGN .7E STRENGTH / LRFD ALLOW. STRESS DESIGN L-18/L-50 Avana Ridge - West Min Diaphragm Siesmic Force Roof Diaphragm W L B V v M C=T A A.5 245 10.00 64.3 1226 19 3065 48 A.5 B 245 12.00 64.3 1471 23 4413 69 B B.5 245 12.69 64.3 1555 24 4933 77 B.5 C 245 13.15 64.3 1611 25 5296 82 C C.3 245 11.63 64.3 1425 22 4142 64 C.3 C.6 245 15.00 64.3 1839 29 6895 107 C.6 D 245 11.88 64.3 1456 23 4322 67 D D.5 245 11.83 64.3 1451 23 4291 67 D.5 E 245 15.00 64.3 1839 29 6895 107 E F 245 8.54 64.3 1047 16 2236 35 F F.3 245 12.08 64.3 1481 23 4475 70 F.3 F.6 245 15.00 64.3 1839 29 6895 107 F.6 G 245 12.08 64.3 1481 23 4475 70 1 5 613 29.67 160.9 9094 57 67447 419 5 6 613 5.00 180.5 1533 8 1916 11 6 10 613 29.67 160.9 9094 57 67447 419 5TH W L B V v M C=T A A.5 429 10.00 64.33 2144 33 5359 83 A.5 B 429 12.00 64.33 2572 40 7717 120 B B.5 429 12.69 64.33 2720 42 8627 134 B.5 C 429 13.15 64.33 2818 44 9261 144 C C.3 429 11.63 64.33 2492 39 7242 113 C.3 C.6 429 15.00 64.33 3215 50 12058 187 C.6 D 429 11.88 64.33 2546 40 7557 117 D D.5 429 11.83 64.33 2537 39 7504 117 D.5 E 429 15.00 64.33 3215 50 12058 187 Line Line D.5 E 429 15.00 64.33 3215 50 12058 187 E F 429 8.54 64.33 1831 28 3910 61 F F.3 429 12.08 64.33 2590 40 7825 122 F.3 F.6 429 15.00 64.33 3215 50 12058 187 F.6 G 429 12.08 64.33 2590 40 7825 122 1 5 1072 29.67 160.9 15903 99 117945 733 5 6 1072 5.00 180.5 2680 15 3350 19 6 10 1072 29.67 160.9 15903 99 117945 733 L-19/L-50 4TH W L B V v M C=T A A.5 323 10.00 64.33 1615 25 4037 63 A.5 B 323 12.00 64.33 1938 30 5814 90 B B.5 323 12.69 64.33 2049 32 6499 101 B.5 C 323 13.15 64.33 2123 33 6977 108 C C.3 323 11.63 64.33 1877 29 5456 85 C.3 C.6 323 15.00 64.33 2422 38 9084 141 C.6 D 323 11.88 64.33 1918 30 5693 88 D D.5 323 11.83 64.33 1911 30 5653 88 D.5 E 323 15.00 64.33 2422 38 9084 141 E F 323 8.54 64.33 1379 21 2946 46 F F.3 323 12.08 64.33 1951 30 5895 92 F.3 F.6 323 15.00 64.33 2422 38 9084 141 F.6 G 323 12.08 64.33 1951 30 5895 92 1 5 808 29.67 160.9 11980 74 88854 552 5 6 808 5.00 180.5 2019 11 2524 14 6 10 808 29.67 160.9 11980 74 88854 552 3RD W L B V v M C=T A A.5 219 10.00 64.3 1097 17 2741 43 A.5 B 219 12.00 64.3 1316 20 3948 61 B B.5 219 12.69 64.3 1391 22 4413 69 B.5 C 219 13.15 64.3 1441 22 4737 74 C C.3 219 11.63 64.3 1275 20 3705 58 C.3 C.6 219 15.00 64.3 1645 26 6168 96 C.6 D 219 11.88 64.3 1302 20 3866 60 D D.5 219 11.83 64.3 1298 20 3839 60 D.5 E 219 15.00 64.3 1645 26 6168 96 E F 219 8.54 64.3 937 15 2000 31 Line Line E F 219 8.54 64.3 937 15 2000 31 F F.3 219 12.08 64.3 1325 21 4003 62 F.3 F.6 219 15.00 64.3 1645 26 6168 96 F.6 G 0 0.00 0.0 0 0 0 0 1 5 507 29.67 148.8 7524 51 55801 375 5 6 507 5.00 168.5 1268 8 1585 9 6 10 507 29.67 148.8 7524 51 55801 375 L-20/L-50 2ND W L B V v M C=T A A.5 95 10.00 64.3 475 7 1187 18 A.5 B 95 12.00 64.3 570 9 1709 27 B B.5 95 12.69 64.3 602 9 1911 30 B.5 C 95 13.15 64.3 624 10 2051 32 C C.3 95 11.63 64.3 552 9 1604 25 C.3 C.6 95 15.00 64.3 712 11 2671 42 C.6 D 95 11.88 64.3 564 9 1674 26 D D.5 95 11.83 64.3 562 9 1662 26 D.5 E 95 15.00 64.3 712 11 2671 42 E F 95 8.54 64.3 406 6 866 13 F F.3 0 0.00 0.0 0 0 0 0 F.3 F.6 0 0.00 0.0 0 0 0 0 F.6 G 0 0.00 0.0 0 0 0 0 1 5 180 29.67 121.7 2665 22 19765 162 5 6 180 5.00 141.4 449 3 561 4 6 10 180 29.67 121.7 2665 22 19765 162 Line L-21/L-50 Avana Ridge - West Roof Diaphragm W L B V v M C=T A A.5 189 10.00 64.3 943 15 2357 37 A.5 B 189 12.00 64.3 1132 18 3395 53 B B.5 189 12.69 64.3 1196 19 3795 59 B.5 C 189 13.15 64.3 1240 19 4074 63 C C.3 189 11.63 64.3 1096 17 3186 50 C.3 C.6 189 15.00 64.3 1414 22 5304 82 C.6 D 189 11.88 64.3 1120 17 3324 52 D D.5 189 11.83 64.3 1116 17 3301 51 D.5 E 189 15.00 64.3 1414 22 5304 82 E F 189 8.54 64.3 805 13 1720 27 F F.3 189 12.08 64.3 1139 18 3442 54 F.3 F.6 189 15.00 64.3 1414 22 5304 82 F.6 G 189 12.08 64.3 1139 18 3442 54 1 5 472 29.67 160.9 6995 43 51883 323 5 6 472 5.00 160.9 1179 7 1474 9 6 10 472 29.67 160.9 6995 43 51883 323 5TH W L B V v M C=T A A.5 330 10.00 64.33 1649 26 4122 64 A.5 B 330 12.00 64.33 1979 31 5936 92 B B.5 330 12.69 64.33 2092 33 6636 103 B.5 C 330 13.15 64.33 2168 34 7124 111 C C.3 330 11.63 64.33 1917 30 5571 87 C.3 C.6 330 15.00 64.33 2473 38 9275 144 C.6 D 330 11.88 64.33 1958 30 5813 90 D D.5 330 11.83 64.33 1951 30 5772 90 D.5 E 330 15.00 64.33 2473 38 9275 144 E F 330 8.54 64.33 1408 22 3008 47 F F.3 330 12.08 64.33 1992 31 6019 94 F.3 F.6 330 15.00 64.33 2473 38 9275 144 F.6 G 330 12.08 64.33 1992 31 6019 94 1 5 825 29.67 160.9 12233 76 90727 564 5 6 825 5.00 160.9 2062 13 2577 16 Line Line 5 6 825 5.00 160.9 2062 13 2577 16 6 10 825 29.67 160.9 12233 76 90727 564 4TH W L B V v M C=T A A.5 248 10.00 64.33 1242 19 3106 48 A.5 B 248 12.00 64.33 1491 23 4472 70 B B.5 248 12.69 64.33 1576 24 4999 78 B.5 C 248 13.15 64.33 1633 25 5367 83 C C.3 248 11.63 64.33 1444 22 4197 65 C.3 C.6 248 15.00 64.33 1863 29 6988 109 C.6 D 248 11.88 64.33 1475 23 4379 68 D D.5 248 11.83 64.33 1470 23 4349 68 D.5 E 248 15.00 64.33 1863 29 6988 109 E F 248 8.54 64.33 1061 16 2266 35 F F.3 248 12.08 64.33 1501 23 4534 70 F.3 F.6 248 15.00 64.33 1863 29 6988 109 F.6 G 248 12.08 64.33 1501 23 4534 70 1 5 621 29.67 160.9 9216 57 68349 425 5 6 621 5.00 160.9 1553 10 1941 12 6 10 621 29.67 160.9 9216 57 68349 425 Line L-22/L-50 3RD W L B V v M C=T A A.5 169 10.00 64.3 843 13 2109 33 A.5 B 169 12.00 64.3 1012 16 3037 47 B B.5 169 12.69 64.3 1070 17 3394 53 B.5 C 169 13.15 64.3 1109 17 3644 57 C C.3 169 11.63 64.3 981 15 2850 44 C.3 C.6 169 15.00 64.3 1265 20 4745 74 C.6 D 169 11.88 64.3 1002 16 2974 46 D D.5 169 11.83 64.3 998 16 2953 46 D.5 E 169 15.00 64.3 1265 20 4745 74 E F 169 8.54 64.3 720 11 1539 24 F F.3 169 12.08 64.3 1019 16 3079 48 F.3 F.6 169 15.00 64.3 1265 20 4745 74 F.6 G 0 0.00 0.0 0 0 0 0 1 5 390 29.67 148.8 5787 39 42924 288 5 6 390 5.00 148.8 975 7 1219 8 6 10 390 29.67 148.8 5787 39 42924 288 2ND W L B V v M C=T A A.5 73 10.00 64.3 365 6 913 14 A.5 B 73 12.00 64.3 438 7 1315 20 B B.5 73 12.69 64.3 463 7 1470 23 B.5 C 73 13.15 64.3 480 7 1578 25 C C.3 73 11.63 64.3 425 7 1234 19 C.3 C.6 73 15.00 64.3 548 9 2055 32 C.6 D 73 11.88 64.3 434 7 1288 20 D D.5 73 11.83 64.3 432 7 1279 20 D.5 E 73 15.00 64.3 548 9 2055 32 E F 73 8.54 64.3 312 5 666 10 F F.3 0 0.00 0.0 0 0 0 0 F.3 F.6 0 0.00 0.0 0 0 0 0 F.6 G 0 0.00 0.0 0 0 0 0 1 5 138 29.67 121.7 2050 17 15204 125 5 6 138 5.00 121.7 346 3 432 4 6 10 138 29.67 121.7 2050 17 15204 125 Line Line 6 10 138 29.67 121.7 2050 17 15204 125 L-23/L-50 LOADS TO LINES ROOF V V SUB A 0 + 943 943 A.5 943 + 1132 2075 B 1132 + 1196 2328 B.5 1196 + 1240 2436 C 1240 + 1096 2336 C.3 1096 + 1414 2511 C.6 1414 + 1120 2534 D 1120 + 1116 2236 D.5 1116 + 1414 2530 E 1414 + 805 2220 F 805 + 1139 1945 F.3 1139 + 1414 2554 F.6 1414 + 1139 2554 G 1139 + 0 1139 30340 1 0 + 6995 6995 5 6995 + 1179 8174 6 1179 + 6995 8174 10 6995 + 0 6995 30340 LOADS TO LINES 5TH V V SUB A 0 + 1649 1649 A.5 1649 + 1979 3628 B 1979 + 2092 4071 B.5 2092 + 2168 4260 C 2168 + 1917 4085 C.3 1917 + 2473 4390 C.6 2473 + 1958 4432 D 1958 + 1951 3909 D.5 1951 + 2473 4425 E 2473 + 1408 3882 F 1408 + 1992 3401 F.3 1992 + 2473 4466 F.6 2473 +1992 4466F.6 2473 +1992 4466 G 1992 + 0 1992 53055 1 0 + 12233 12233 5 12233 + 2062 14295 6 2062 + 12233 14295 10 12233 + 0 12233 53055 L-24/L-50 LOADS TO LINES 4TH V V SUB A 0 + 1242 1242 A.5 1242 + 1491 2733 B 1491 + 1576 3067 B.5 1576 + 1633 3209 C 1633 + 1444 3077 C.3 1444 + 1863 3307 C.6 1863 + 1475 3338 D 1475 + 1470 2945 D.5 1470 + 1863 3333 E 1863 + 1061 2924 F 1061 + 1501 2562 F.3 1501 + 1863 3364 F.6 1863 + 1501 3364 G 1501 + 0 1501 39969 1 0 + 9216 9216 5 9216 + 1553 10769 6 1553 + 9216 10769 10 9216 + 0 9216 39969 LOADS TO LINES 3RD V V SUB A 0 + 843 843 A.5 843 + 1012 1856 B 1012 + 1070 2082 B.5 1070 + 1109 2179 C 1109 + 981 2089 C.3 981 + 1265 2246 C.6 1265 + 1002 2267 D 1002 + 998 2000 D.5 998 + 1265 2263 E 1265 + 720 1986 F 720 + 1019 1740 F.3 1019 + 1265 2284 F.6 1265 + 0 1265 G 0 +0 0 25101G0+0 0 25101 1 0 + 5787 5787 5 5787 + 975 6763 6 975 + 5787 6763 10 5787 + 0 5787 25101 LOADS TO LINES 2ND V V SUB A 0 + 365 365 A.5 365 + 438 804 B 438 + 463 902 B.5 463 + 480 944 C 480 + 425 905 C.3 425 + 548 972 C.6 548 + 434 982 D 434 + 432 866 D.5 432 + 548 980 E 548 + 312 860 F 312 + 0 312 F.3 0 + 0 0 F.6 0 + 0 0 G 0 + 0 0 8891 1 0 + 2050 2050 5 2050 + 346 2395 6 346 + 2050 2395 10 2050 + 0 2050 8891 L-25/L-50 SummaryRoofSub5THSub4THSub3RD Sub2ND TotalA 943 943 1649 2592 1242 3834 843 4678 365 5043A.5 2075 2075 3628 5702 2733 8435 1856 10291 804 11094B 2328 2328 4071 6399 3067 9466 2082 11548 902 12450B.5 2436 2436 4260 6696 3209 9905 2179 12084 944 13027C 2336 2336 4085 6420 3077 9497 2089 11587 905 12492C.3 2511 2511 4390 6901 3307 10208 2246 12454 972 13427C.6 2534 2534 4432 6966 3338 10304 2267 12571 982 13553D 2236 2236 3909 6145 2945 9090 2000 11090 866 11956D.5 2530 2530 4425 6955 3333 10288 2263 12552 980 13532E 2220 2220 3882 6102 2924 9026 1986 11012 860 11872F 1945 1945 3401 5346 2562 7908 1740 9648 312 9960F.3 2554 2554 4466 7020 3364 10384 2284 12669 0 12669F.6 2554 2554 4466 7020 3364 10384 1265 11649 0 11649G 1139 1139 1992 3132 1501 4633 0 4633 0 4633 1573551 6995 6995 12233 19228 9216 28444 5787 34231 2050 362815 8174 8174 14295 22469 10769 33238 6763 40001 2395 423966 8174 8174 14295 22469 10769 33238 6763 40001 2395 4239610 6995 6995 12233 19228 9216 28444 5787 34231 2050 36281157355A-G30340 53055 39969 2510188911573551-10 3034053055399692510188911573551-10303405305539969251018891157355L-26/L-50 Date:12/23/2015Engineer: NABPageofWall Level V TypeWall AvailableTotal Wall v Wall Type Ht UpliftUplift Uplift(10d'S)AR943 EQ29'8"29.67 (OT) 328.45 269 29.67 541 -272 -272-2'10"(2)+611.67 (V) 81 SW-6-5 2592 EQ29'8"29.67 (OT) 878.45 738 29.67 822 -84 -356-2'10"(2)+611.67 (V) 222 SW-6-4 3834 EQ29'8"29.67 (OT) 1298.45 1092 29.67 822 270 -86-2'10"(2)+611.67 (V) 329 SW-4-3 4678 EQ29'8"29.67 (OT) 1588.45 1332 29.67 822 510 424 HD12'10"(2)+611.67 (V) 401 SW-4-2 5043 EQ17'+15'32.00 (OT) 1589.50 1497 15.00 423 1074 1498 HD29.50 1497 17.00 479 1018 1442 HD217'+2'10(2)22.67 (V) 222 SW-6-A.5 R 2075 EQ8'4"(2)16.67 (V+OT) 124 SW-6 8.45 1052 8.33 374 677 677 HD15 5702 EQ8'4"(2)16.67 (V+OT) 342 SW-4 9.50 3250 8.33 605 2645 3322 HD34 8435 EQ8'4"(2)16.67 (V+OT) 506 SW-3 9.50 4808 8.33 605 4203 7525 HD53 10291 EQ8'4"(2)16.67 (V+OT) 617 SW-44 9.50 5866 8.33 605 5260 12785 HD72 11094 EQ8'4"8.33 (V+OT) 1331 SW-22 9.50 12648 8.33 605 12042 24828 FALSE HD13BR 2328 EQ14'(2)28.00 (V+OT) 83 SW-6 8.45 702 8.33 759 -57 -57--5 6399 EQ14'(2)28.00 (V+OT) 229 SW-6 9.50 2171 8.33 1247 924 867 HD1 -4 9466 EQ14'(2)28.00 (V+OT) 338 SW-4 9.50 3212 8.33 1247 1964 2831 HD2 -3 11548 EQ14'(2)28.00 (V+OT) 412 SW-4 9.50 3918 8.33 1247 2671 5502 HD4 -212450EQ14'14.00 (V+OT)889SW-449.5084488.331247720112703HD7-Plan Mark ForceWeight DownWall Section212450EQ14'14.00 (V+OT)889SW-449.5084488.331247720112703HD7-B.5 R 2436 EQ12'3"(2)+21'10"46.33 (V+OT) 53 SW-6 8.45 444 12.25 1167 -723 -723--8.45 444 21.83 2080 -1636 -1636--5 6696 EQ12'3"(2)+21'10"46.33 (V+OT) 145 SW-6 9.50 1373 12.25 1918 -545 -1268--9.50 1373 21.83 3419 -2046 -3682--4 9905 EQ12'3"(2)+21'10"46.33 (V+OT) 214 SW-6 9.50 2031 12.25 1918 113 -1156--9.50 2031 21.83 3419 -1388 -5070--3 12084 EQ12'3"(2)+21'10"46.33 (V+OT) 261 SW-4 9.50 2478 12.25 1918 559 -596--9.50 2478 21.83 3419 -941 -6012--2 13027 EQ14'6"+12'3"26.75 (V+OT) 487 SW-3 9.50 4627 12.25 1918 2708 2112 HD2 -9.50 4627 14.50 2271 2356 -3656--C R 2336 EQ29'6"(2)59.00 (V+OT) 40 SW-6 8.45 334 29.50 2696 -2362 -2362--5 6420 EQ29'6"(2)59.00 (V+OT) 109 SW-6 9.50 1034 29.50 4430 -3396 -5758--4 9497 EQ29'6"(2)59.00 (V+OT) 161 SW-6 9.50 1529 29.50 4430 -2900 -8658--3 11587 EQ29'6"(2)59.00 (V+OT) 196 SW-6 9.50 1866 29.50 4430 -2564 -11222--2 12492 EQ29'6"(2)59.00 (V+OT) 212 SW-6 9.50 2011 29.50 4430 -2418 -13641--L-27/L-50 C.3 R 2511 EQ13'9"+15'8"29.42 (V+OT) 85 SW-6 8.45 721 13.75 1354 -633 -633--8.45 721 15.67 1432 -711 -711--5 6901 EQ13'9"+15'8"29.42 (V+OT) 235 SW-6 9.50 2229 13.75 2228 1-632--9.50 2229 15.67 2352 -124 -835--4 10208 EQ13'9"+15'8"29.42 (V+OT) 347 SW-4 9.50 3297 13.75 2228 1069 437 HD1 -9.50 3297 15.67 2352 944 109--3 12454 EQ13'9"+15'8"29.42 (V+OT) 423 SW-4 9.50 4022 13.75 2228 1794 2231 HD2 -9.50 4022 15.67 2352 1670 1779 HD2 -2 13427 EQ13'9"+15'8"29.42 (V+OT) 456 SW-4 9.50 4336 13.75 2228 2108 4339 HD3 -9.50 4336 15.67 2352 1984 3763 HD3 -C.6 R 2534 EQ13'2"+6'10"+11'+15'46.00 (V+OT) 55 SW-6 8.45 465 6.83 679 -214 -214--8.45 465 11.00 1093 -628 -628--8.45 465 13.17 1301 -836 -836--8.45 465 15.00 1482 -1017 -1017--5 6966 EQ13'2"+6'10"+11'+15'46.00 (V+OT) 151 SW-6 9.50 1439 6.83 1117 321 108--9.50 1439 11.00 1798 -360 -988--9.50 1439 13.17 2140 -701 -1537--9.50 1439 15.00 2438 -999 -2016--4 10304 EQ13'2"+6'10"+11'+15'46.00 (V+OT) 224 SW-6 9.50 2128 6.83 1117 1011 1118 HD2 -9.50 2128 11.00 1798 330 -658--9.50 2128 13.17 2140 -12 -1548--9.50 2128 15.00 2438 -310 -2325--3 12571 EQ13'2"+6'1"+11'+15'45.25 (V+OT) 278 SW-4 9.50 2639 6.08 995 1645 2763 HD2 -9.50 2639 11.00 1798 841 183--9.50 2639 13.17 2140 500 -1049--9.50 2639 15.00 2438 202 -2123--213553EQ13'2"+6'1"19.25 (V+OT)704SW-449.5066886.0899556948457HD5-213553EQ13'2"+6'1"19.25 (V+OT)704SW-449.5066886.0899556948457HD5-9.50 6688 13.17 2153 4535 3487 HD3 -D R 2236 EQ 27'9"(2) 55.50 (V+OT) 40 SW-6 8.45 340 27.75 2405 -2064 -2064 - -5 6145 EQ 27'9"(2) 55.50 (V+OT) 111 SW-6 9.50 1052 27.75 3948 -2896 -4960--4 9090 EQ27'9"(2)55.50 (V+OT) 164 SW-6 9.50 1556 27.75 3948 -2392 -7352--3 11090 EQ27'9"(2)55.50 (V+OT) 200 SW-6 9.50 1898 27.75 3948 -2049 -9401--2 11956 EQ27'9"(2)55.50 (V+OT) 215 SW-6 9.50 2046 27.75 3948 -1901 -11303--D.5 R 2530 EQ6'5"+13'2"+13'6"33.00 (V+OT) 77 SW-6 8.45 648 6.42 633 1515--8.45 648 13.17 1299 -651 -651--8.45 648 13.50 1988 -1340 -1340--5 6955 EQ6'5"+13'2"+13'6"33.00 (V+OT) 211 SW-6 9.50 2002 6.42 1041 961 976 HD1 -9.50 2002 13.17 2136 -134 -785--9.50 2002 13.50 3284 -1281 -2621--4 10288 EQ6'5"+13'2"+13'6"33.00 (V+OT) 312 SW-4 9.50 2962 6.42 1041 1921 2896 HD2 -9.50 2962 13.17 2136 825 40--9.50 2962 13.50 3284 -322 -2943--3 12552 EQ6'5"+13'2"+13'6"33.00 (V+OT) 380 SW-4 9.50 3613 6.42 1041 2572 5469 HD4 -9.50 3613 13.17 2136 1477 1517 HD2 -9.50 3613 13.50 3284 330 -2614--2 13532 EQ24'24.00 (V+OT)410*SW-4 9.50 3895 24.00 3894 1 -2612--L-28/L-50 ER 2220 EQ9'2"+17'7"+13'8"40.42 (V+OT) 55 SW-6 8.45 464 9.17 903 -439 -439--8.45 464 13.67 1346 -882 -882--8.45 464 17.58 1539 -1075 -10755 6102 EQ9'2"+17'7"+13'8"40.42 (V+OT) 151 SW-6 9.50 1434 9.17 2028 -594 -1033--8.45 1434 13.67 3017 -1583 -2465--8.45 1434 17.58 3882 -2447 -35234 9026 EQ9'2"+17'7"+13'8"40.42 (V+OT) 223 SW-6 9.50 2122 9.17 2028 93 -940--8.45 2122 13.67 3017 -895 -3361--8.45 2122 17.58 3882 -1760 -52833 11012 EQ9'2"+17'7"+13'8"40.42 (V+OT) 272 SW-4 9.50 2588 9.17 2028 560 -379--9.50 2588 13.67 3024 -436 -3796--9.50 2588 17.58 3890 -1302 -65852 11872 EQ29'9"29.75 (V+OT)294*SW-4 9.50 2790 29.75 4276 -1486 -1486--FR1945 EQ27'9"(2)55.50 (V+OT) 35 SW-6 8.45 296 27.75 3975 -3679 -5165--5 5346 EQ27'9"(2)55.50 (V+OT) 96 SW-6 9.50 915 27.75 3989 -3074 -8238--4 7908 EQ27'9"(2)55.50 (V+OT) 142 SW-6 9.50 1354 27.75 3989 -2635 -10874--3 9648 EQ27'9"(2)55.50 (V+OT) 174 SW-6 9.50 1651 27.75 3989 -2337 -13211--2 9960 EQ22'8"22.67 (V+OT)179*SW-6 9.50 1705 22.67 3258 -1553 -14764--F.3R 2554 EQ18'10"+23'41.83 (V+OT) 61 SW-6 8.45 516 18.83 1649 -1133 -1133--8.45 516 23.00 2300 -1784 -1784--5 7020 EQ18'10"+23'41.83 (V+OT) 168 SW-6 9.50 1594 18.83 3098 -1504 -2637--9.50 1594 23.00 3783 -2189 -3973--4 10384 EQ13'+6'10"+13'2"33.00 (V+OT) 315 SW-4 9.50 2989 6.83 1124 1865 1865 HD2 -9.50 2989 13.00 2138 851 851 HD1 -9.50 2989 13.17 2166 824 824 HD13 12669 EQ13'+13'2"26.17 (V+OT) 484 SW-3 9.50 4599 13.00 2138 2461 3312 HD3 -9.50459913.17216624333257HD3-9.50459913.17216624333257HD3-F.6 R 2554 EQ11'+10'2"21.17 (V+OT) 121 SW-6 8.45 1019 10.17 1017 33--8.45 1019 11.00 1100 -81 -81--5 7020 EQ11'+10'2"21.17 (V+OT) 332 SW-4 9.50 3151 10.17 1672 1478 1481 HD2 -9.50 3151 11.00 1809 1341 1261 HD2 -4 10384 EQ29'9"+13'1"42.83 (V+OT) 242 SW-6 9.50 2303 13.08 2152 151 1632 HD2 -9.50 2303 29.75 4893 -2590 -1329--3 11649 EQ64'5"64.42 (V+OT) 181 SW-6 9.50 1718 64.42 10595 -8877 -8877--G R 1139 EQ16'4"+20'2"21.50 (V) 538.45 448 16.33 762 -314 -314--8.45 448 20.17 941 -493 -493--4'1"+4'9"+20'2"29.00 (V) 39 SW-6--5 3132 EQ16'4"+20'2"21.50 (V) 1469.50 1384 16.33 1235 149 -165--9.50 1384 20.17 1525 -141 -634--4'1"+4'9"+20'2"29.00 (V) 108 SW-6--4 4633 EQ32'5"32.42 (V) 143 SW-6 9.50 1358 32.42 2451 -1093 -1093--L-29/L-50 1R 6995 EQ8'11"+19'5"+12'1"+15'(3)+24'7"+4'11"114.92 (OT) 618.45 514 4.92 306 208 208 HD1 -8.45 514 8.92 555 -41 -41--8.45 514 12.08 752 -238 -238--8.45 514 15.00 934 -420 -420--8.45 514 19.42 1209 -695 -695--8.45 514 24.58 1531 -1017 -1017--2'6"+3'(6)+3'6"+3'7"+3'11"(2)+4'8"+4'11"+6'10"+8'11" 60.58 (V) 115 SW-6--5 19228 EQ8'11"+19'5"+12'1"+15'(3)+24'7"+4'11"114.92 (OT) 1679.50 1590 4.92 382 1207 1415 HD2 -9.50 1590 8.92 693 896 855 HD1 -9.50 1590 12.08 939 650 412 HD1 -9.50 1590 15.00 1166 4244--9.50 1590 19.42 1509 80 -615--9.50 1590 24.58 1911 -321 -1338--2'6"+3'(6)+3'6"+3'7"+3'11"(2)+4'8"+4'11"+6'10"+8'11" 60.58 (V) 317 SW-4--4 28444 EQ8'11"+19'5"+12'1"+15'(3)+24'7"+4'11"114.92 (OT) 2489.50 2351 4.92 382 1969 3385 HD3 -9.50 2351 8.92 693 1658 2514 HD2 -9.50 2351 12.08 939 1412 1824 HD2 -9.50 2351 15.00 1166 1185 1189 HD2 -9.50 2351 19.42 1509 842 227 HD1 -9.50 2351 24.58 1911 440 -898--2'6"+3'(6)+3'6"+3'7"+3'11"(2)+4'8"+4'11"+6'10"+8'11" 67.42 (V) 422 SW-4--3 34231 EQ8'11"+19'5"+12'1"+15'(3)+24'7"+4'11"114.92 (OT) 2989.50 2830 4.92 382 2448 5832 HD4 -9.50 2830 8.92 693 2137 4650 HD3 -9.50 2830 12.08 939 1891 3715 HD3 -9.50 2830 15.00 1166 1664 2853 HD2 -9.50 2830 19.42 1509 1320 1548 HD2 -9.50283024.58191191921--9.50283024.58191191921--2'6"+3'(6)+3'6"+3'7"+3'11"(2)+4'8"+4'11"+6'10"+8'11" 60.58 (V)508*SW-3--2 36281 EQ8'11"+19'5"+12'1"+15'(2)+24'7"95.00 (OT) 382 SW-4 9.50 3628 8.92 693 2935 7585 HD5 -9.50 3628 12.08 939 2689 6404 HD4 -9.50 3628 15.00 1166 2462 5315 HD4 -9.50 3628 19.42 1509 2119 3667 HD3 -9.50 3628 24.58 1911 1717 1738 HD2 -2'6"+3'(2)+3'6"+3'7"+6'10"+8'11"+15+18'8"68.50 (V) 530 SW-3--L-30/L-50 5R 8174 EQ34'8"/2+21'3"+31'5"+16+'11"86.92 (V+OT) 94 SW-6 8.45 795 16.92 2016 -1221 -1221--8.45 795 21.25 1323 -529 -529--8.45 795 31.42 3743 -2949 -2949--5 22469 EQ34'8"/2+21'3"+31'5"+16+'11"86.92 (V+OT) 259 SW-6 9.50 2456 16.92 1616 840 -381--9.50 2456 21.25 2030 426 -103--9.50 2456 31.42 3001 -545 -3494--4 33238 EQ34'8"/2+21'3"+31'5"+16'11"+10'10"+12'5"93.25 (V+OT) 356 SW-4 9.50 3386 10.83 1035 2351 1970 HD2 -9.50 3386 12.42 1186 2200 2098 HD2 -9.50 3386 16.92 1616 1770 1389 HD2 -9.50 3386 21.25 2030 1357 1254 HD2 -9.50 3386 31.42 3001 386 -3108--3 40001 EQ34'8"/2+21'3"+31'5"+12'7"+15'2"+12'5"110.17 (V+OT) 363 SW-4 9.50 3449 12.42 1186 2263 4361 HD3 -9.50 3449 12.58 1202 2248 3637 HD3 -9.50 3449 15.17 1449 2001 3971 HD3 -9.50 3449 21.25 2030 1420 2674 HD2 -9.50 3449 31.42 3001 449 -2659--2 42396 EQ34'8"/2+21'3"+31'5"+12'9"82.67 (V+OT) 513 SW-3 9.50 4872 12.75 1218 3654 7291 HD5 -9.50 4872 21.25 2030 2843 5516 HD4 -9.50 4872 31.42 3001 1871 -788--5.5 REQ34'8"34.67 (V+OT) 166 SW-6 8.45 1399 34.67 5075 -3676 -3676--5EQ34'8"34.67 (V+OT) 455 SW-4 9.50 4324 34.67 7556 -3232 -6908--4EQ34'8"34.67 (V+OT) 656 SW-44 9.50 6229 34.67 7556 -1327 -8236--3EQ34'8"34.67 (V+OT) 766 SW-44 9.50 7281 34.67 7556 -275 -8510--2EQ34'8"34.67 (V+OT) 1059 SW-33 9.50 10058 34.67 7556 2502 -6008--6R 8174 EQ34'8"/2+17'2"+30'1"+22'3"+27'5"114.25 (V+OT) 72 SW-6 8.45 604 17.17 2213 -1609 -1609--8.45 604 22.25 2869 -2264 -2264--8.4560427.421707-1103-1103--8.4560427.421707-1103-1103--8.45 604 30.08 3879 -3274 -3274--5 22469 EQ34'8"/2+17'2"+30'1"+22'3"+27'5"114.25 (V+OT) 197 SW-6 9.50 1868 17.17 1640 229 -1380--9.50 1868 22.25 2125 -257 -2242--9.50 1868 27.42 2619 -750 -1853--9.50 1868 30.08 2873 -1005 -4279--4 33238 EQ34'8"/2+17'2"+30'1"+33'11"+12'7"111.08 (V+OT) 299 SW-4 9.50 2843 17.17 1640 1203 -177--9.50 2843 12.58 1202 1641 -212--9.50 2843 30.08 2873 -31 -4310--9.50 2843 33.92 3239 -397 -2639--3 40001 EQ34'8"/2+17'2"+22'3"+12'5"+30'99.17 (V+OT) 403 SW-4 9.50 3832 12.42 1186 2646 2433 HD2 -9.50 3832 17.17 1640 2192 2015 HD2 -9.50 3832 22.25 2125 1707 -535--9.50 3832 30.00 2865 967 -886--2 42396 EQ34'8"/2+17'2"+43'2"77.67 (V+OT) 546 SW-3 9.50 5186 17.17 1640 3546 5561 HD4 -9.50 5186 43.17 4123 1063 176--L-31/L-50 10 R 6995 EQ6'+9'+9.5'+12'7"(2)+13'11"+15'(2)+19'5"113.00 (OT) 628.45 523 6.00 374 149 149--8.45 523 9.00 560 -37 -37--8.45 523 9.50 592 -69 -69--8.45 523 12.58 784 -261 -261--8.45 523 13.92 867 -344 -344--8.45 523 15.00 934 -411 -411--8.45 523 19.42 1209 -686 -686--2'11"+3(5)+3'6"(2)+3'7"+3.75+4'1"+6+6'10"+9'6"49.17 (V) 142 SW-6--5 19228 EQ6'+9'+9.5'+12'7"(2)+13'11"+15'(2)+19'5"113.00 (OT) 1709.50 1617 6.00 410 1207 1356 HD2 -9.50 1617 9.00 614 1002 965 HD1 -9.50 1617 9.50 648 968 899 HD1 -9.50 1617 12.58 859 758 497 HD1 -9.50 1617 13.92 950 667 323 HD1 -9.50 1617 15.00 1024 593 182--2'11"+3(5)+3'6"(2)+3'7"+3.75+4'1"+6+6'10"+9'6"49.17 (V) 391 SW-4 9.50 1617 19.42 1325 291 -395--4 28444 EQ6'+9'+9.5'+12'7"(2)+13'11"+15'(2)+19'5"113.00 (OT) 2529.50 2391 6.00 410 1982 1982 HD2 -9.50 2391 9.00 614 1777 3133 HD3 -9.50 2391 9.50 648 1743 2708 HD2 -9.50 2391 12.58 859 1532 2432 HD2 -9.50 2391 13.92 950 1441 1938 HD2 -9.50 2391 15.00 1024 1367 1690 HD2 -9.50 2391 19.42 1325 1066 1248 HD2 -2'11"+3(5)+3'6"(2)+3'7"+3.75+4'1"+6+6'10"+9'6"49.17 (V) 579 SW-3--3 34231 EQ9'+9.5'+12'7"(2)+13'11"+15'(2)+19'5"107.00 (OT)303*9.50 2878 9.00 614 2264 4245 HD3 -9.502878 9.50 648 2229 4937 HD3 -9.50 2878 12.58 859 2019 4451 HD3 -9.50287813.9295019283866HD3-9.50287813.9295019283866HD3-9.50 2878 15.00 1024 1854 3544 HD3 -9.50 2878 19.42 1325 1553 2800 HD2 -2'11"+3(5)+3'6"(2)+3'7"+3.75+4'1"+6'10"+9'6" 43.17 (V)345*SW-4--2 36281 EQ9'6"+10'9"+14'5"+25'10"60.50 (OT)339*SW-4 9.50 3221 9.50 648 2573 7510 HD5 -9.503221 10.75 734 2487 6354 HD49.50 3221 14.42 984 2237 6104 HD4 -9.50 3221 25.83 1763 1458 4258 HD3 -5/8" ANCHOR BOLT = (860*1.6)= 1376 lbHD11000Simpson A35 Clip Capacity (160)= 695 lbHD23000SHEAR WALL NAILING TYPESHD350008D'S 10D'S A35 5/8" AB's 16D'sHD47000SW-6 130 260 3248 (2)16HD59000SW-4 230 460 1632 (2)16HD611000SW-3 300 600 1224 (2)16HD713000SW-2 0 0---HD815000SW-44 460 920 (2) @ 12 16 (2)4HD917000SW-33 600 1200 (2) @ 12 12 (2)4HD1019000SW-22 770 1540 (3) @ 1212(2)2HD11210003/4" dia.HD1223000HD1325000L-32/L-50 LATERAL EAST BLDG Calculations 15-203 SUBJECT PROJECT NO. Avana Ridge 12-28-15 PROJECT DATE GROUP ARCHITECT CLIENT DESIGN SHEET NO. L-33/L-50 L-34/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge - East Building 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-203 SHEET NO. (206) 456-3071 CALCULATED BY AM DATE 12/15/15 CHECKED BY FPP DATE www.struware.com Code Search Code:International Building Code 2012 Occupancy: Occupancy Group =R Residential Risk Category & Importance Factors: Risk Category =II Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ)0.25 / 12 1.2 deg Building length (L) 190.0 ft Least width (B) 64.5 ft Mean Roof Ht (h)50.0 ft Parapet ht above grd 50.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions 15 psf L-35/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge - East Building 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-203 SHEET NO. (206) 456-3071 CALCULATED BY AM DATE 12/15/15 CHECKED BY FPP DATE Wind Loads :ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category II Exposure Category B Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Directionality (Kd)0.85 Kh case 1 0.811 Kh case 2 0.811 Type of roof Monoslope Topographic Factor (Kzt) Topography Flat Hill Height (H)80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh =0.80 Use H/Lh =0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K1 =0.000 x/Lh = 0.31 K2 =0.792 z/Lh = 0.31 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second). h = 50.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb). B = 64.5 ft h/B = 0.78 Rigid structure /z (0.6h) =30.0 ft G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.33 Natural Frequency (η1) =0.0 Hz ℓ = 320 ft Damping ratio (β) = 0zmin =30 ft /b =0.45 c = 0.30 /α = 0.25 gQ, gv =3.4 Vz =70.9 Lz =310.0 ft N1 =0.00 Q =0.87 Rn =0.000 Iz =0.30 Rh =28.282 η =0.000 h =50.0 ft G =0.85 RB =28.282 η =0.000 RL =28.282 η =0.000 gR =0.000 R = 0.000 G = 0.000 L-36/L-50 Fossatti Pawlak Structural Engineers JOB TITLE Avana Ridge - East Building 1735 Westlake Ave N #205 Seattle, WA 98109 JOB NO.15-203 SHEET NO. (206) 456-3071 CALCULATED BY AM DATE 12/15/15 CHECKED BY FPP DATE Wind Loads - MWFRS all h (Enclosed/partially enclosed only) Kh (case 2) = 0.81 h = 50.0 ft GCpi = +/-0.18 Base pressure (qh) =12.8 psf ridge ht = 50.7 ft G = 0.85 Roof Angle (θ) = 1.2 deg L = 190.0 ft qi = qh Roof tributary area - (h/2)*L: 4750 sf B = 64.5 ft (h/2)*B: 1613 sf Nominal Wind Surface Pressures (psf) Wind Normal to Ridge Wind Parallel to Ridge B/L = 0.34 h/L = 0.78 L/B = 2.95 h/L = 0.26 Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.*Cp qhGCp w/ +qiGCpi w/ -qhGCpi Windward Wall (WW) 0.80 8.7 see table below 0.80 8.7 see table below Leeward Wall (LW) -0.50 -5.4 -7.7 -3.1 -0.25 -2.8 -5.1 -0.4 Side Wall (SW) -0.70 -7.6 -9.9 -5.3 -0.70 -7.6 -9.9 -5.3 Leeward Roof (LR) **Included in windward roof Windward Roof: 0 to h/2* -0.98 -10.6 -12.9 -8.3 0 to h/2* -0.90 -9.8 -12.1 -7.5 h/2 to h* -0.79 -8.6 -10.9 -6.3 h/2 to h* -0.90 -9.8 -12.1 -7.5 h to 2h* -0.61 -6.64 -8.95 -4.34 h to 2h* -0.50 -5.4 -7.7 -3.1 > 2h* -0.30 -3.3 -5.6 -1.0 **Roof angle < 10 degrees. Therefore, leeward roof *Horizontal distance from windward edge is included in windward roof pressure zones. For monoslope roofs, entire roof surface is NOTE: The code requires the MWFRS be designed for minimum ultimate force of 16 psf either windward or leeward surface. multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward Wall Pressures at "z" (psf)Combined WW + LW Windward Wall Normal Parallel z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge 0 to 15' 0.57 1.00 6.2 3.9 8.5 11.6 8.9 20.0 ft 0.62 1.00 6.7 4.4 9.0 12.1 9.5 25.0 ft 0.67 1.00 7.1 4.8 9.4 12.6 9.925.0 ft 0.67 1.00 7.1 4.8 9.4 12.6 9.9 30.0 ft 0.70 1.00 7.5 5.2 9.8 13.0 10.3 40.0 ft 0.76 1.00 8.2 5.9 10.5 13.6 10.9 h= 50.0 ft 0.81 1.00 8.7 6.4 11.0 14.2 11.5 ridge = 50.7 ft 0.81 1.00 8.7 6.4 11.0 14.2 11.5 NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z Kz Kzt qp (psf) 50.0 ft 0.81 1.00 12.8 Windward parapet: 19.2 psf (GCpn = +1.5) Leeward parapet: -12.8 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 8.7 psf (upward) L-37/L-50 L-38/L-50 SEISMIC BASE SHEAR: ASCE 7-10Avana Ridge - East BuildingOccupancy Category 1 Occupancy CategoryFaSs < Ss = Ss = Ss = Ss >Site Class =DI & II (1)Ordinary Buildings0.250.50.7511.25Lat. 47.448III (2)High Occupancy Buildings A 0.8 0.8 0.8 0.8 0.8Long.-122.197IV (3)Hazardous/Essential BldgsB11111Ss =140% gC1.21.21.111S1 =52.1% gD1.61.41.21.11Seismic Design E 2.5 1.7 1.2 0.9 0.9 Category (SDC) =D4FaaaaaFa = 1.00scratch workFvS1 < S1 = S1 = S1 = S1 >Fv =1.5Fa upper =10.10.20.30.40.5Sds = 0.933Fa lower = 1A 0.8 0.8 0.8 0.8 0.8Sd1 =0.521Fv upper =1.5B11111Fv lower =1.5C1.71.61.51.41.3Vmin = 0.044*SdsW =0.04 Sms =Fa*Ss =1.40D 2.4 2 1.8 1.6 1.5V =Sds* IW =0.14Sm1 = Fv*S1 =0.7815E3.53.22.82.42.4RSDC Sds =D4FaaaaaVmax = Sd1*IW =0.21SDC Sd1 = D4T exponentCtR*T0.75 0.02 defaultT expo'0.750.750.03Ecc Braced FramesWhere:Sds =0.933Ct =0.020.80.016Concrete Moment FramesSd1 = 0.521 Hn = 500.9 0.028 Steel Moment FramesI =1T =0.376R = 6.5 Total W = 1775.0 kipsCommon ValuesRomegaTherefore: V.ult= 0.144 W V= 254.9 kipsWood SW 6.5 3bearing wall systemV.service=0.101W V=178.4kipsSpecial Conc SW52.5bearing wall systemE =ρ Eh + Ev Special CMU SW 5 2.5bearing wall systemwhereρ =1.0 or 1.3Steel OMRF3.53building frame systemρ.y.=1Steel SMRF83building frame systemρ.x=1Steel OBF52building frame systemokaySteel SBF 6 2building frame systemCant Colbuilding frame system V.ult= 0.144 W V= 254.9 kipsV.service=0.101 W V= 178.4 kipsNote: IBC Ax and r are evaluated at each floorTherefore:pEx = 254.9kipspEy = 254.9kipspEx = 178.4kipspEy = 178.4kipsstatic distribution is relative to T = 0.376 sec ------> linearbuilding perioddistribution ----> k (exponent)= 1.00SEISMIC DISTRIBUTION: X-DirectionDiaphragmlevel W h WhkWhkstory shearΣΣΣΣstory shearΣΣΣΣScaled Fx Scaled(kips) (ft) (kip-ft) Σ Σ Σ Σ Whk(kips) (kips) (kips) (kips)Seismic(kips)SeismicRoof218.0 40 8720 0.25 64.1 64.1 44.9 44.9 0.025 5.5 0.025Level 5 454.0 28.5 12939 0.37 95.2 159.3 66.6 111.5 0.018 8.2 0.018Level 4 456.0 19 8664 0.25 63.7 223.0 44.6 156.1 0.012 5.5 0.012Level 3 456.0 9.5 4332 0.13 31.9 254.9 22.3 178.4 0.006 2.7 0.006Σ 1584.034655 1 254.9178.421.9.7E .7E .7ESEISMIC DISTRIBUTION: Y-DirectionDiaphragmlevel W h WhkWhkstory shearΣΣΣΣstory shearΣΣΣΣScaled Fx Scaled(kips) (ft) (kip-ft) Σ Σ Σ Σ Whk(kips) (kips) (kips) (kips)Seismic(kips)SeismicRoof218.0 40 8720 0.25 64.1 64.1 44.9 44.9 0.025 5.5 0.025Level 5 454.0 28.5 12939 0.37 95.2 159.3 66.6 111.5 0.018 8.2 0.018Level 4 456.0 19 8664 0.25 63.7 223.0 44.6 156.1 0.012 5.5 0.012Level 3 456.0 9.5 4332 0.13 31.9 254.9 22.3 178.4 0.006 2.7 0.006Σ 1584.034655 1 254.9178.421.9.7E .7E .7E.7E.7E WOOD SWSTRENGTH / LRFDALLOW. STRESS DESIGNSTRENGTH / LRFDALLOW. STRESS DESIGNL-39/L-50 BOTHELL MERCANTILE APARTMENTSV in N-SRoof shear (k) =44.90(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallH1122.8413.5210SW6H1H3194.4924187SW6H3I266.1454.5113SW6IJ327.5654.5139SW6JK358.2752159SW6KM409.4557.5164SW6MO266.1426.5232SW6O190V in N-SLevel 5 shear (k) =111.50(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallH1127.0413.5522SW3H1H31911.1524465SW3H3I2615.2654.5280SW6IJ3218.7854.5345SW4JK3520.5452395SW4KM4023.4757.5408SW4MO2615.2626.5576SW3O190L-40/L-50 V in N-SLevel 4 shear (k) =156.10(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallH1129.8613.5730SW44H1H31915.6124650SW44H3I2621.3654.5392SW4IJ3226.2954.5482SW3JK3528.7652553SW3KM4032.8657.5572SW3MO2621.3626.5806SW44O190V in N-SLevel 3 shear (k) =178.40(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallH12220.6644.5464SW3H1I3532.8654.5603SW44IJ3230.0554.5551SW3JK3532.8652632SW44KM4037.5657.5653SW44MO2624.4126.5921SW33O190V in N-SLevel 2 shear (k) =19.30(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallH12025.8030860SW44H1I3341.3645.5909SW44IJ2235.7136992SW33J75L-41/L-50 HoldownsV in N-SRoofWallL (ft)h (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=210plfH1a9.511.522.951151510115209.40.41777HD1H1aH1b411.59.66115151011510.50.052293HD2H1bv=187plfH3a1111.523.67215301011594.10.171777HD2H3aH3b1311.527.972153010115125.80.211708HD2H3bv=113plfI128.511.536.9512151801011512056.31.520N/AI1I22611.533.7112151801011510046.91.390N/AI2v=139plfJ12611.541.4921530101154923.00.56710HD1J1J228.511.545.4821530101155927.70.61625HD1J2v=159plfK125.511.546.6421530101154722.20.48960HD1K1K226.511.548.4721530101155123.90.49926HD1K2v=164plfM12911.554.8310151501011511152.40.9685N/AM1M228.511.553.8810151501011510850.60.94116N/AM2v=232plfO17.511.520.00115151011541.70.092437HD2O1O211.511.530.6611515101155525.70.84171N/AO2O37.511.520.00115151011541.70.092437HD2O3L-42/L-50 V in N-SLevel 5WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=522plfH1a9.59.570.031353510954018.70.272932HD2H1aH1b49.529.4813535109521.00.037127HD5H1bv=465plfH3a119.572.22235701095198.80.125764HD4H3aH3b139.585.352357010952612.30.145618HD4H3bv=280plfI128.59.5112.7512354201095329154.61.370N/AI1I2269.5102.868352801095226106.41.030N/AI2v=345plfJ1269.5126.6013354551095235110.40.87623HD1J1J228.59.5138.77735245109519792.60.671621HD2J2v=395plfK125.59.5142.3312354201095215100.90.711627HD2K1K226.59.5147.9113354551095244114.70.781253HD2K2v=408plfM1299.5167.2910.535367.51095306143.80.86811HD1M1M228.59.5164.4112354201095317148.90.91545HD1M2v=576plfO17.59.561.026352101095125.80.097369HD5O1O211.59.593.5713535109510951.40.551455HD2O2O37.59.561.026352101095125.80.097369HD5O3L-43/L-50 V in N-SLevel 4WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=730plfH1a9.59.5135.941353510956028.10.216164HD4H1aH1b49.557.2413535109531.50.0313942HD8H1bv=650plfH3a119.5140.182357010952913.50.1011516HD7H3aH3b139.5165.672357010954018.90.1111293HD7H3bv=392plfI128.59.5218.8712354201095538252.91.160N/AI1I2269.5199.678352801095353166.00.831295HD2I2v=482plfJ1269.5245.7513354551095421197.80.801845HD2J1J228.59.5269.387352451095335157.50.583926HD3J2v=553plfK125.59.5276.2912354201095382179.60.653794HD3K1K226.59.5287.1313354551095437205.50.723082HD3K2v=572plfM1299.5324.7510.535367.51095500235.20.723089HD3M1M228.59.5319.1512354201095526247.20.772525HD2M2v=806plfO17.59.5118.456352101095219.80.0814490HD8O1O211.59.5181.6313535109516477.10.423605HD3O2O37.59.5118.456352101095219.80.0814490HD8O3L-44/L-50 V in N-SLevel 3WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=464plfH1b49.574.8813535109542.00.0318230HD10H1bH39.59.541.8923570109573.50.084042HD3H3H3b139.5223.002357010955425.40.1115199HD9H3bv=603plfI128.59.5382.1312354201095747351.20.921085HD2I1I2269.5348.618352801095480225.60.654732HD3I2v=551plfJ1269.5252.1713354551095607285.21.130N/AJ1J228.59.5418.647352451095473222.40.536887HD4J2v=632plfK125.59.5429.3912354201095549258.20.606711HD4K1K226.59.5446.2313354551095630296.20.665660HD4K2v=653plfM1299.5504.7010.535367.51095695326.60.656142HD4M1M228.59.5496.0012354201095735345.50.705281HD4M2v=921plfO17.59.5184.0963521010952913.80.0822704HD12O1O211.59.5282.27135351095219102.80.366190HD4O2O37.59.5184.0963521010952913.80.0822704HD12O3V in N-SLevel 2WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=860plfH1309.5245.131353510955927.50.117255HD5H1v=909plfI1199.5164.061.53552.510952712.50.087976HD5I1I2269.5573.117352451095595279.60.4911289HD7I2v=992plfJ112.59.5243.876352101095327153.80.637208HD5J1J28.59.5206.186352101095314147.80.726873HD4J2J3159.578.5663521010953416.10.214162HD3J3L-45/L-50 BOTHELL MERCANTILE APARTMENTSV in E-WRoof shear (k) =44.90(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallN1611.1841273SW6NC32.2522.54202.5111SW6CS1611.1882136SW6S64.25V in E-WLevel 5 shear (k) =111.50(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLfloor(psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallN1627.7760.5459SW4NC32.2555.97202.5276SW6CS1627.7776365SW4S64.25V in E-WLevel 4 shear (k) =156.10(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLfloor(psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallN1638.8760.5643SW44NC32.2578.35202.5387SW4CS1638.8776511SW3S64.25V in E-WLevel 3 shear (k) =178.40(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLfloor(psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallN1644.4360.5734SW44NC32.2589.55202.5442SW4CS1644.4376585SW3S64.25V in E-WLevel 2 shear (k) =19.30(Seismic)WallTW (ft)V (k)L (ft)v (plf)SW Typeh (ft)Mot (k-ft)TW (ft)DLfloor(psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallC32.2552.2653986SW33CS1631.54311017SW33S48.25L-46/L-50 HoldownsV in E-WRoofWallL (ft)h (ft)Mot (k-ft)TW (ft)DLroof (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=273plfN1511.515.681615240101153516.41.040N/AN1N35.511.517.251315195101153014.30.83212N/AN3N4511.515.682415360101152913.50.86198N/AN4N61111.534.501315195101158942.01.220N/AN6N86.511.520.3915.515232.51011573.50.172605HD2N8N9811.525.09141521010115104.90.192525HD2N9v=111plfC12911.537.1230.515457.510115241113.13.050N/AC1C22411.530.721515225101159846.01.500N/AC2C318.511.523.681515225101155827.31.150N/AC3C431.511.540.3215152251011516979.31.970N/AC4C53411.543.5216152401011520596.42.220N/AC5C617.511.522.4013.515202.5101154922.91.020N/AC6C72111.526.8812.515187.5101156731.31.170N/AC7C82711.534.5625153751011517983.92.430N/AC8v=136plfS1911.514.11121518010115125.60.40944HD1S1S21911.529.791415210101155927.60.93117N/AS2S3611.59.411215180101152110.01.060N/AS3S4711.510.981415210101152511.91.090N/AS4S5811.512.548151201011583.50.281126HD2S5S6611.59.416159010115156.90.74206N/AS6S7811.512.541315195101153014.31.140N/AS7S81011.515.6841560101153014.10.9087N/AS8S9911.514.1114.515217.510115136.30.45865HD1S9L-47/L-50 V in E-WLevel 5WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=459plfN159.537.4810.535367.510958037.71.000N/AN1N27.59.532.70135351095115.20.162118HD2N2N35.59.541.231353510954320.30.491497HD2N3N459.537.481353510953717.20.461843HD2N4N569.526.16135351095146.40.251361HD2N5N6119.582.4613535109512759.60.72954HD1N6N769.526.16135351095146.40.251361HD2N7N86.59.548.731353510953114.50.301802HD2N8N989.559.97135351095156.80.116641HD4N9v=276plfC1299.5113.2620357001095575270.32.390N/AC1C2249.593.733.535122.5109516175.50.81761HD1C2C318.59.572.253.535122.510959544.80.621482HD2C3C431.59.5123.023.535122.51095277130.01.060N/AC4C5349.5132.793.535122.51095331155.51.170N/AC5C617.59.568.353.535122.510958238.50.561705HD2C6C7219.582.023.535122.5109511553.90.661339HD2C7C8279.5105.4514.535507.51095398187.21.770N/AC8v=365plfS199.545.3573524510952612.10.273696HD3S1S2139.574.91935315109513362.40.83661HD1S2S369.530.2373524510954621.50.71729HD1S3S479.535.271353510953616.70.471485HD2S4S589.540.31135351095125.50.144353HD3S5S669.530.231353510952411.30.371575HD2S6S789.540.311353510954320.30.501432HD2S7S8109.550.391353510955224.50.491398HD2S8S999.545.35135351095198.80.194061HD3S9L-48/L-50 V in E-WLevel 4WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=643plfN159.568.0010.535367.5109512559.00.87646HD1N1N27.59.578.481353510952210.30.135243HD4N2N35.59.574.801353510955626.30.353468HD3N3N459.568.001353510954420.90.314282HD3N4N569.562.781353510952712.80.203444HD3N5N6119.5149.6013535109516477.20.523019HD3N6N769.562.781353510952712.80.203444HD3N7N86.59.588.401353510955425.50.293310HD3N8N989.5108.80135351095198.80.0812501HD7N9v=387plfC1299.5219.8620357001095909427.41.940N/AC1C2249.5181.953.535122.51095223104.90.583210HD3C2C318.59.5140.263.535122.5109513362.30.444212HD3C3C431.59.5238.813.535122.51095384180.70.761844HD2C4C5349.5257.773.535122.51095457214.60.831269HD2C5C617.59.5132.673.535122.5109511554.20.414487HD3C6C7219.5159.213.535122.5109516376.40.483942HD3C7C8279.5204.7014.535507.51095618290.41.420N/AC8v=511plfS199.589.0873524510953918.60.217836HD5S1S2139.5138.08935315109520797.10.702155HD2S2S369.559.3973524510957033.00.562200HD2S3S479.569.291353510954621.50.313824HD3S4S589.579.18135351095167.40.098967HD5S5S669.559.391353510953315.70.263638HD3S6S789.579.181353510955626.30.333781HD3S7S8109.598.981353510957435.00.353459HD3S8S999.589.081353510952411.30.138645HD5S9L-49/L-50 V in E-WLevel 3WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=734plfN159.5102.8810.535367.5109517180.30.781616HD2N1N27.59.5130.801353510953315.50.128870HD5N2N35.59.5113.171353510956932.20.285781HD4N3N459.5102.881353510955224.60.247117HD5N4N569.5104.641353510954119.30.185888HD4N5N6119.5226.3413535109520294.80.425483HD4N6N769.5104.641353510954119.30.185888HD4N7N86.59.5133.751353510957836.50.275116HD4N8N989.5164.611353510952310.80.0719232HD11N9v=442plfC1299.5341.69203570010951244584.51.710N/AC1C2249.5282.783.535122.51095286134.30.486185HD4C2C318.59.5217.973.535122.5109517079.80.377467HD5C3C431.59.5371.143.535122.51095492231.40.624435HD3C4C5349.5400.603.535122.51095582273.70.683732HD3C5C617.59.5206.193.535122.5109514969.80.347793HD5C6C7219.5247.433.535122.5109521199.00.407069HD4C7C8279.5318.1214.535507.51095837393.61.240N/AC8v=585plfS199.5139.0673524510955325.00.1812670HD7S1S2139.5210.289353151095281131.90.634124HD3S2S369.592.7173524510959544.50.484017HD3S3S479.5108.161353510955626.30.246552HD4S4S589.5123.61135351095209.40.0814276HD8S5S669.592.711353510954320.10.226048HD4S6S789.5123.611353510956932.20.266526HD4S7S8109.5154.511353510959745.40.295896HD4S8S999.5139.061353510952913.80.1013923HD8S9V in E-WLevel 2WallL (ft)h (ft)Mot (k-ft)TW (ft)DLfloor (psf)Wfl (plf)DLwall (psf)Wwall (plf)Mr (k-ft).47Mr (k-ft)FST (lbs)HoldownsWallv=986plfC1149.5131.13163556010956430.20.237212HD5C1C2219.5196.709.535332.510959444.30.237257HD5C2C399.584.303.535122.5109594.10.058907HD5C3C499.584.309.535332.51095178.10.108463HD5C4L-50/L-50