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REVIEWED BLD2024-0072+Structural_Analysis_or_Calculations+1.16.2024_1.42.12_PM+4002145RECEIVED Feb 01 2024 DEVEI-ENT SERVICES C � ENGINEERING civil & structural engineering & planning REVIEWED CITY OF EDMONDS 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 BLD2024-0072 STRUCTURAL CALCULATIONS Niebruegge Residence Remodel 341 121h Ave N Edmonds, WA 98020 WA w 1 48� ' s`SIdNAL 12�Zo�23 CG Project No.: 23295.10 Project Description This project involves the remodel of an existing two-story single family residence. At the upper floor, there will be a new roof system and new stud walls. There will be a new two-story covered deck off the back of the house. The new roof system will be plywood sheathing over wood purlins spanning between exposed glulam beams. New shear wall area will be added at the new deck to provide additional lateral resistance. New beams, posts, and footings will be added where existing bearing walls are being removed. The existing sunken living room at the main level will be filled to be flush with the rest of the floor and the new overlaid joists will be cantilevered off the back of the house. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Importance Factor, IW 1 (Non -Essential Facility) Mean Height 35 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.03 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date CCC 11/17/2023 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Niebruegge Residence 23295.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 14" TJI @ 24" OC 2.1 psf M/E 1.0 psf Misc 1.5 psf 13.2 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf � Description Gravity Design Loads By CCC Date 12/01/23 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Niebruegge Residence Job No. Edmonds, WA 98020 23295 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WLL^L <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) C Ci 1Q$Gp— Beam Span Table -Y CCC .— 12/01/23 O Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South s°lte200 roject Niebrue a Residence �OhNO' 23295.10 Edmonds, WA98020 3 HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By CCC Date 12/01 /23 Wood Column Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South suite20o Project Niebruegge Residence Job No. 23295.10 Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearinq Wall Desiqn Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall 690 PLF Maximum Load to Interior 2x4 Wall 590 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Maximum Load to Interior (2)-2x4 Party Wall - PLF Foundation Desiqn Based on the geotechnical engineering report, the allowable soil bearing pressure is as given below. The minimum continuous wall footing is 16" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 1500 PSF 1.33 Feet = 1 1995 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 1995 PSF * 2 Feet = 4.0 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 6 Kips 2.5 x 2.5 9 Kips 3 x 3 14 Kips 3.5 x 3.5 18 Kips Description Gravity Design By CCC Date 12/01/23 O Columns / Bearing Walls / Foundations checked Date ENGINEERING scale Sheet No. 250 4th Ave. South Suite 200 Project Niebruegge Residence Job No. 23295.10 Edmonds, WA 98020 5 I• 09191a WITT WA p0 1a WTH BM1 (False Beams) RJ 1 w fV Ql N l0 F cn p r r ++++ + + + + + + + + + + + + + 00 + + + + + x + + + + + + + ++++++ IIITTIII ILA rt v V+++++.t.++l/I l/ + + + + + + + + + + + + + F + + + + + + + + + + + + + + + + �� + + + + NIX + + + + F + + + I F++01 + + + + + + + + + -+_+ + + ......... + I + I+ + + + + + + + + + + + + + + + +++ + MX + + + + + + + + + + + + + + + RJ3+++++++++++ + ++++++++ ++++ +++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + BMX + + + + + + + + + + C C + + + + + + + + + cm 00�. ++++++++ + + + + + Q d9� + + + + + + + + + + + + N BMX + + + + m + + + DEMOLISH EXISTING BRICK CHIMNEY PER ARCH DWGS 1Xw BM5 Roof Loads: SL = 25 PSF 235 o I000.. • 388 plf SL lf DL 210 plf DL HDR 350 plf SL Case 1 ROOF FRAMING PLAN 2'-D" D 2'-0" 4'-0" [$I FLOOR FRAMING PLAN Floor Loads: Ill -9r- DCC DEMOLISH EXISTING BRICK CHIMNEY PER ARCH DWGS 1 MAIN FLOOR FRAMING PLAN 2'4- 0 2'-0" 4'-0" FOUNDATION PLAN 7 SCALE: 1/4" = 1'-0" FEE 19 2'_0" 0 2'_0" 4'_0" 1 .... ...... . ... _ .... . ... .... DLi - r� `z f_ M WO LA ._.......... .. .._ [� 2 ► .. ..... ....... 2� W . 3c�o " oU Z4 �� �r" �"T� �. �� .... _ ;. _� ... ...... . rr.. \ = l 1535__.UL� 5 C1... 1 W._ _ . ........ _ ... j�Se (�R�TStIID@2� ©- Description By � � � Date `t 1 � -2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 project %UCB.�r�r��;��,cj._2,),€R_ Job No. 425.778.8500 "� Z 32`1 S • l www.cgengineering.com M aFORTEWEB' Level, Roof: Joist 1 piece(s) 14" T31@ 560 @ 24" OC PASSED Sloped Length: 3310 9j 16 I 2c 1 VVV All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1458 @ 3' 2 3/4" 4028 (5.25") Passed (36%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1135 @ 3' 5 1/2" 2749 Passed (41%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 8572 @ 18' 7/8" 12966 Passed (66%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.997 @ IT 11 13/16" 1.493 Passed (L/359) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1.595 @ 18' 1.991 Passed (L/225) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Upward deflection on left cantilever exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Upward deflection on left cantilever exceeds 0.4". Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - HF 5.50" 5.50" 3.50" 551 907 1458 Blocking 2 - Beveled Plate - HF 5.50" 5.50" 3.50" 465 769 1234 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 14' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 33' 5" 24" 15.0 25.0 Default Load Member Length : 34' 7/8" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 2/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Colin Chase CG Engineering (425) 778-8500 colinc@cgengineering.com 12/1/2023 8:48:18 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Niebruec;Q Page 1 / 1 aFORTEWEB' Level, R32 1 piece(s) 14" T31@ 360 @ 24" OC PASSED Sloped Length: 31 7 3/16 2 2' 1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1299 @ 28' 11 1/4" 3498 (5.25") Passed (37%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1051 @ 28' 8 1/2" 2248 Passed (47%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 7628 @ 15' 1/2" 8435 Passed (90%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 1.175 @ 15' 7/8" 1.405 Passed (L/287) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1.884 @ 15' 13/16" 1.873 Passed (L/179) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Upward deflection on left and right cantilevers exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Upward deflection on right cantilever exceeds 0.4". Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - HF 5.50" 5.50" 3.50" 457 753 1210 Blocking 2 - Beveled Plate - HF 5.50" 5.50" 3.50" 491 808 1299 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 3' 6" o/c Bottom Edge (Lu) 9' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 31' 2" 24" 15.0 25.0 Default Load Member Length : 31' 9 1/2" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 2/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Colin Chase CG Engineering (425) 778-8500 colinc@cgengineering.com 12/1/2023 10:02:52 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Niebruec;j Page 1 / 1 aFORTEWEB' Level, R13 1 piece(s) 14" T31@ 110 @ 24" OC PASSED Sloped Length:15 73/1c 1_' 0.5 F 1� T a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 624 @ 2 1/2" 1581 (3.50") Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Shear (Ibs) 600 @ 3 1/2" 2139 Passed (28%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2301 @ 7' 9 1/2" 4301 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.174 @ 7' 9 1/2" 0.759 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.279 @ 79 1/2" 1.012 Passed (L/654) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Factored 1 - Beveled Plate - SPF 3.50" 3.50" 1.75" 234 390 624 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1.75" 234 390 624 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 1" o/c Bottom Edge (Lu) 15' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 15' 7" 24" 15.0 25.0 Default Load Member Length : 15' 7 3/4" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Member Pitch : 0.5/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Colin Chase CG Engineering (425) 778-8500 colinc@cgengineering.com 12/1/2023 10:05:37 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Niebruec;j Page 1 / 1 ... .. ........ _ w� Ov<� ..... ...._ .... 4 _....... _ .......... . .. tz = Sao _ I bs ^ ., .......... .... .. .... .... ... ... ....... .......... x t CaL1 g I/U12 t .� (� S gyv\a _ 2 �# D� t 3wt ��) �� LJ �. _ _ . ....... .... ., 1\t()a C)L 2- boo {� 114 t- UL t � � ' L �, .. .... 1.�5 yx Io.NFZ . .... Z4�4 Dl<+ o . t _iL ........: .. ...... �......J X Oi ...._ .... Description �O (/. §7 k v.c,. � T r>> By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020- project Job No. 425.778.8500 , f www.cgengineering.com 13 COMPANY I PROJECT WoodWorksll' SOFTWARE FOR WOOD DESIGN Dec. 1, 2023 14:47 1 BM1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 5.0 plf Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 30.535' Unfactored: Dead 302 302 Factored: Total 302 302 Bearing: Capacity Beam 19662 19662 Support 13086 13086 Des ratio Beam 0.02 0.02 Support 0.02 0.02 Load comb #1 #1 Length 5.50 5.50 Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fcp sup 405 405 Minimum Dearing iengtn setting usea: wz Tor ena supports Glulam-Balanced, West Species, 24F-1.8E WS, 5-1/2"x12" Supports: All - Lumber Stud Wall, Hem -Fir Stud Total length: 30.56 ; Clear span: 29.625` Volume = 14.0 cu.ft.; 8 laminations, 5-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 6 Fv' = 238 psi fv/Fv' = 0.03 Bending(+) fb = 202 Fb' = 2072 psi fb/Fb' = 0.10 Live Defl'n negligible Total Defl'n 0.37 = L/961 1.48 = L/240 in 0.25 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Fv' 265 0.90 1.00 1.00 - Fb'+ 2400 0.90 1.00 1.00 1.000 Fcp' 650 - 1.00 1.00 - E' 1.8 million 1.00 1.00 - Eminy' 0.85 million 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only Bending(+): LC #1 = D only Deflection: LC #1 = D only (total) Bearing : Support 1 - LC #1 = D only Support 2 - LC #1 = D only CV Cfu Cr Cfrt Notes Cvr LC# - - - 1.00 1.00 1.00 1 0.959 - - 1.00 1.00 - 1 - - - 1.00 - - - - - - 1.00 - - 1 - - - 1.00 - - 1 D=dead All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 299, V design = 279 (NDS 3.4.3.1(a)) lbs; M(+) = 2221 lbs-ft EI = 1425.58e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 14 COMPANY PROJECT WoodWorks 0 ..FOR WOOD DESIGN Dec. 1, 202315:15 BM2 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 206.0 pit SL Snow Full UDL 344.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 15.819, Unfactored• Dead Snow Factored: 1629 2721 1629 2721 Total 4350 4350 Bearing: Capacity Beam 4350 4350 Support 4631 4631 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #2 Length 1.91 1.91 Min req'd 1.91 1.91 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc Sup 625 625 Glulam-Balanced, West Species, 24F-1.8E WS, 3-1/2"x13-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 15.81'; Clear span: 15.5'; Volume = 5.2 cu.ft.; 9 laminations, 3-1/2" maximum width, Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection u5inq Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 116 Fv' = 305 psi fv/Fv' = 0.38 Bending(+) fb = 1903 Fb' = 2760 psi fb/Fb' = 0.69 Live Defl'n 0.36 = L/521 0.52 = L/360 in 0.69 Total Defl'n 0.68 = L/274 0.78 = L/240 in 0.87 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 4306, V design = 3644 (NDS 3.4.3.1(a)) lbs; M(+) = 16860 lbs-ft EL = 1291.68e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 15 COMPANY PROJECT WoodWorks 0 ��IN'ARE FOR WOOD DESIGN Dec. 1, 202315:38 BM3 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DLp Dead Point 1.62 1600 lbs SLp Snow Point 1.62 2700 lbs DLw Dead Partial UDL 1.62 3.87 204.0 204.0 plf SLw Snow Partial UDL 1.62 3.87 341.0 341.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.254' 0' 3.5' Unfactored• Dead Snow 1176 1982 883 1485 Factored: Total 3158 2368 Bearing: Capacity Beam 7796 7796 Support 14002 14002 Des ratio Beam 0.41 0.30 Support 0.23 0.17 Load comb #2 #2 Length 5.50 5.50 Min req'd 2.23 1.67 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 575 575 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Column, Hem -Fir No.2 Total length: 4.25; Clear span: 3.313'; Volume = 1.0 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analvsis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 146 Fv' = 172 psi fv/Fv' = 0.85 Bending(+) fb = 949 Fb' = 1164 psi fb/Fb' = 0.82 Live Defl'n 0.02 = < L/999 0.12 = L/360 in 0.13 Total Defl'n 0.03 = < L/999 0.17 = L/240 in 0.16 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.992 1.200 - 1.00 1.00 1.00 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 3158, V design = 3158 (NDS 3.4.3.1(a)) lbs; M(+) = 3948 lbs-ft EI = 300.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 3.50' Le = 7.19' RB = 8.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bendina members shall be laterally su000rted accordina to the Drovisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks 0 ..FOR WOOD DESIGN Dec. 1, 202315:23 BM4 High Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 244.0 pit SL Snow Full UDL 406.0 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 16.789' Unfactored• Dead Snow Factored: 2048 3408 2048 3408 Total 5457 5457 Bearing: Capacity Beam 6111 6111 Support 5457 5457 Des ratio Beam 0.89 0.89 Support 1.00 1.00 Load comb #2 #2 Length 1.55 1.55 Min req'd 1.55** 1.55** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc Sup 625 625 "Minimum bearing length governed by the required width of the supporting member. BM4 High PSL, PSL, 2.212, 5-1/4"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16.81 `, Clear span: 16.5; Volume = 7.3 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 114 Fv' = 334 psi fv/Fv' = 0.34 Bending(+) fb = 2193 Fb' = 3241 psi fb/Fb' = 0.68 Live Defl'n 0.44 = L/457 0.56 = L/360 in 0.79 Total Defl'n 0.83 = L/240 0.83 = L/240 in 1.00 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.15 - 1.00 0.971 1.001 - 1.00 1.00 - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - E. 2.2 million - 1.00 - - - - 1.00 - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 5414, V design = 4729 (NDS 3.4.3.1(a)) lbs; M(+) = 22551 lbs-ft EI = 1611.76e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.69' Le = 30.63' RB = 12.6 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 17 �60 ice.. . ..... ..................._ ... Is 1131 L. k _ ... .. g5 '......... .._._ .. i22 pL° ..�� t°� Ube . '� x is t I r 4 Per . .. ...._ . I ai7�Q .... ... ........... oil SO _. h� Cage ate+ �y► S`-) ,�� W-._ . ...... .. 3 3 t D �� 5�'f S� 3' �LA5 �x� HF LI � � �� T, (e- HDt2 t�?e __ �,a ...... (zs� TD1— 431 5�� Ply .... DL 1 �4Se fC I t.v Description () . F ® By l/^ C Date 12/t �2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project Job No. 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks 0 .. FOR WOOD DESIGN Dec. 1, 202315:26 BM4 Low Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 109.0 pit SL Snow Full UDL 181.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : , 16.717' Unfactored• Dead Snow Factored: 911 1513 911 1513 Total 2424 2424 Bearing: Capacity Beam 2715 2715 Support 2424 2424 Des ratio Beam 0.89 0.89 Support 1.00 1.00 Load comb #2 #2 Length 0.69 0.69 Min req'd 0.69** 0.69** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc su 625 625 Minimum bearing length governed by the required width of the supporting member. BM4 Low PSL, PSL, 2.2E, 5-1/4"x9-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16.69`, Clear span: 16.625'; Volume = 5.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 67 Fv' = 334 psi fv/Fv' = 0.20 Bending(+) fb = 1613 Fb' = 3359 psi fb/Fb' = 0.48 Live Defl'n 0.41 = L/485 0.56 = L/360 in 0.74 Total Defl'n 0.78 = L/255 0.83 = L/240 in 0.94 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.15 - 1.00 0.979 1.029 - 1.00 1.00 - 2 Fop' 750 - - 1.00 - - - - 1.00 - - E' 2.2 million - 1.00 - - - - 1.00 - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 2416, V design = 2184 (NDS 3.4.3.1(a)) lbs; M(+) = 10061 lbs-ft EI = 761.77e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 16.69' Le = 30.63' RB Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 19 20 aFORTEWEB' Level, F11 10" Depth 1 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam@ LVL @ 12" OC PASSED Overall Length: 1 7 15j 1 9 1 S/16" i 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 528 @ 21' 5 7/16" 1673 (2.25") Passed (32%) 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 482 @ 3' 3 3/4" 3076 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2476 @ 11' 11 5/8" 5826 Passed (42%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.478 @ 11' 11 1/8" 0.635 Passed (L/479) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.651 @ 11' 11 1/4" 0.953 Passed (L/352) 1.0 D + 1.0 L (Alt Spans) TJ-ProT"' Rating 36 35 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Overhang deflection criteria: LL (2L/360) and TL (2L/240). • Upward deflection on left cantilever exceeds overhang deflection criteria. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: bridging or blocking at max. 8' o.c.. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 3.50" 1.50" 181 483 664 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.50" 144 390/-2 533 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) Continuous Bottom Edge (Lu) 1' 4" o/c Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 21' 7 15/16" 12" 15.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Colin Chase CG Engineering (425) 778-8500 colinc@cgengineering.com 12/6/2023 6:05:04 PM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Niebruecc;� Page 1 / 1 COMPANY I PROJECT WoodWorksll' SOFTWARE FOR WOOD DESIGN Dec. 4, 2023 16:07 1 DJ1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full Area 12.00(12.0") psf LL Live Full Area 60.00(12.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) , 14.797' 14. Unfactored• Dead Live 89 444 89 444 Factored: Total 533 533 Bearing: Capacity Joist 533 533 Support 666 666 Des ratio Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.57 0.57 Min req'd 0.57 0.57 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Lumber -soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0" c/c; Total length: 14.81'; Clear span: 14.688'; Volume = 1.7 cu.ft. Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 144 psi fv/Fv' = 0.29 Bending(+) fb = 743 Fb' = 828 psi fb/Fb' = 0.90 Live Defl'n 0.24 = L/749 0.49 = L/360 in 0.48 Total Defl'n 0.31 = L/576 0.74 = L/240 in 0.42 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 0.80 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 0.95 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 0.95 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 531, V design = 462 (NDS 3.4.3.1(a)) lbs; M(+) = 1958 lbs-ft EI = 284.76e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 22 ...... 13 ........ 1150 2170 SL .... .... .-- .-.... - . .,. .. USE 6 3/4" x 13 1/2" 24F GLB ... . . ... Bhn� ._...... ....... 2 C ...C?�-�,.D�+ C ..... Z i d roiG 6yv\..�� • (Zap dL t 3ti�t S�) r _. LP ��.......... +/ ....2. (L ` R Z 9� 72% 248 �/ .. V� Se (3) 13/4" x 7 1/4" LVL eGk Ca���, ..... ...... . �' b"... �..�tse - �s Description By � � � Date �rCA-vim- 2S� vt-- Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Job No. Edmonds, WA 98020 Project `� L� 425.778.8500 www.cgengineering.com 23 COMPANY PROJECT WoodWorks 0 ..FOR WOOD DESIGN Dec. 5, 202316:51 BM7 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 100.0 pit SL Snow Full UDL 190.0 1plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 22.869' 22. Unfactored• Dead Snow 1143 2173 1143 2173 Factored: Total 3316 3316 Bearing: Capacity Beam 3316 3316 Support 4031 4031 Des ratio Beam 1.00 1.00 Support 0.82 0.82 Load comb #2 #2 Length 1.43 1.43 Min req'd 1.43 1.43 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc su 625 625 Glulam-Balanced, West Species, 24F-1.8E WS, 6-3/4"x13-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 22.88` Clear span: 22.625'; Volume = 14.5 cu.ft.; 9 laminations, 6-3/4" maximum width, Wet service; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 49 Fv' = 267 psi fv/Fv' = 0.18 Bending(+) fb = 1098 Fb' = 2106 psi fb/Fb' = 0.52 Live Defl'n 0.55 = L/494 0.76 = L/360 in 0.73 Total Defl'n 1.13 = L/241 1.14 = L/240 in 1.00 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 0.80 1.00 1.000 0.954 - - 1.00 1.00 - 2 Fop' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 3299, V design = 2955 (NDS 3.4.3.1(a)) lbs; M(+) = 18762 lbs-ft EI = 2491.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 24 aFORTEWEB' Level, BM13 3 piece(s) 1 3/4" x 7 1/4" 2.0E Microllam@ LVL PASSED Overall Length 11 10 15/ 1, I 11' 3 15/16" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3116 @ 11' 7 7/16" 5906 (1.50") Passed (53%) 1.0 D - 0.525 E + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2590 @ 11' 3/16" 7232 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7726 @ 6' 3 13/16" 10672 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.338 @ 6' 3/8" 0.382 Passed (L/406) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.554 @ 6' 5/16" 0.573 Passed (L/248) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • -630 Ibs uplift at support located at 2". Strapping or other restraint may be required. • -387 Ibs uplift at support located at 11' 7 7/16". Strapping or other restraint may be required. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Seismic Factored 1 - Beam - HF 3.50" 2.25" 1.50" 670 1013 1474/-1474 2203/-630 1 1/4" Rim Board 2 - Hanger on concrete 3.50" Hanger' 1.50" 1074 1691 1474/-1474 3116/-387 See note ' • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 11' 6" o/c Bottom Edge (Lu) 11' 6" o/c -Maximum allowable bracing intervals based on applied load. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 2 - Face Mount Hanger Connector not found N/A N/A N/A N/A • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Seismic (1.60) Comments 0 - Self Weight (PLF) 1 1/4" to 11' 7 7/16" N/A 11.1 -- -- 1 - Uniform (PLF) 3' 3 15/16" to 11' 3 15/16" (Front) N/A 202.0 338.0 - Default Load 2 - Point (lb) T 7 15/16" (Front) N/A - - 2300 3 - Point (lb) 11' (Front) N/A -2300 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator I ]ob Notes Colin Chase CG Engineering (425) 778-8500 colinc@cgengineering.com 12/6/2023 12:30:43 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Niebrueccg5 Page 1 / 1 Steel Column LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: Deck Column Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Section Name : HSS3-1/2x3-1/2x1/4 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 50 ksi E : Elastic Bending Modulus 29,000.0 ksi Applied Loads Column self weight included : 194.435 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 18.50 ft, D = 1.20, S = 2.10 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pa: Axial Pn / Omega: Allowabl( Ma-x : Applied Mn-x / Omega: Allowable Ma-y : Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Rati( Load Combination Location of max.above base At maximum location values are ... Va : Applied Vn / Omega: Allowable Sketches 0c uO C-i +Y Project File: Niebruegge.ec6 (c) ENERCALC INC 1983-2023 Overall Column Height 18.5 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition : Unbraced Length for buckling ABOUT X-X Axis = 9 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 0.06543 : 1 Maximum Load Reactions . . +D+S Top along X-X 0.0 ft Bottom along X-X Top along Y-Y 3.494 k Bottom along Y-Y 53.404 k 0.0 k-ft Maximum Load Deflections ... 8.733 k-ft Along Y-Y 0.0 in at for load combination 0.0 k-ft 8.733 k-ft Along X-X 0.0 in at for load combination 0.0 : 1 0.0 0.0 ft 0.0 k 0.0 k WN 0.0 k 0.0 k 0.0 k 0.0 k 0.0ft above base 0.0ft above base 26 0� t:,2a av4 v� J........-.. ... .... _ W _. R H� CAL Iloo�� __ _. .... .. ..... ... ... . .... .... ................... ... ............. . ... to ...... ...... ... _ . 1,b kDL t 2. IL SL ... Cd °I S QL 520L. P1� .. k, Ll_ VLA . .......... N143Li P (3t8 DL t 3l SL} UP-2.9kips W .P1 (2 ...... - 3 1/2" x 14" PSL I ►M 92% .... ...... V 72% e = `` 365 SMQ W 4Lf3 l,t_i ply ....... _ W ►w :.Vl/t 78% `/ 240 USE 6 3/4" x 13 1/2' 24F GLB Description ¢� By / � L Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project J tG+ k K P— V1 t Job No. 425.778.8500 Z ?j2`tS • t `� www.cgengineering.com 27 COMPANY PROJECT WoodWorks 0 ..FOR WOOD DESIGN Dec. 4, 202313:27 BM10 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 195.0 plf LL Live Full UDL 520.0 plf DLp Dead Point 1.35 1600 lbs SLp Snow Point 1.35 2700 lbs Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.237' Unfactored• Dead Live Snow 1552 1090 1929 875 1113 771 Factored: Total 3816 2288 Bearing: Capacity Beam 7796 7796 Support 13320 13320 Des ratio Beam 0.49 0.29 Support 0.29 0.17 Load comb #3 #3 Length 5.50 5.50 Min req'd 2.69 1.61 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4.25 ; Clear span: 3.313'; Volume = 1.0 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 150 Fv' = 172 psi fv/Fv' = 0.87 Bending(+) fb = 798 Fb' = 1164 psi fb/Fb' = 0.69 Live Defl'n 0.01 = < L/999 0.12 = L/360 in 0.11 Total Defl'n 0.03 = < L/999 0.17 = L/240 in 0.14 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 850 1.15 1.00 1.00 0.992 1.200 - 1.00 1.00 1.00 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D + S Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 3413, V design = 3243 (NDS 3.4.3.1(a)) lbs; M(+) = 3321 lbs-ft EI = 300.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 3.50' Le = 7.19' RB = 8.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks' Dec. 12, 2023 14:56 BM11 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DLw1 Dead Full UDL 110.0 plf LLw1 Live Full UDL 443.0 plf DLw2 Dead Partial UDL 0.14 7.14 316.0 318.0 plf SLw2 Snow Partial UDL 0.14 7.14 531.0 531.0 plf DLp Dead Point 7.14 3000 lbs SIP Snow Point 7.14 4900 lbs UP Wind Point 3.69 -2900 lbs Wp Wind Point 7.14 2900 lbs Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.79' Unfactored• Dead Live Snow Wind 3077 2366 4111 -898 3336 2394 4506 898 Factored: Total 7950 6915 Bearing: Capacity Beam 8617 9663 Support 7910 6915 Des ratio Beam 0.92 0.92 Support 1.00 1.00 Load comb #3 #4 Length 3.28 3.68 Min req'd 3.28* 3.68*, Cb 1.00 1.00 Cb min 1.00 1.00 Cb support l.11 1.11 Fc 625 625 "Minimum bearing length governed by the required width of the supporting member. PSL, PSL, 2.2E, 3-1/2"x14' Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.81% Clear span: 10.188% Volume = 3.7 cuff. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Anal sr s Value Desin Value Unit Anal sis/Desi Shear £v =239 Fv' 334 psi fv/Fv' = On72 Bending(+) fib = 2111 Fb' = 3169 psi fb/Fb' = 0.92 Live De£1'n 0.17 = L/731 0.35 = L/360 0.49 Total Defl'n 0.34 = L/365 0.52 0.66 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 3 Fb'+ 2900 1.15 - 1.00 0. 920 0.983 - 1.00 1.00 - 3 F cp' 750 - - 1.00 - - - - 1.00 - - E' 2.2 million - 1.00 - - - - 1.00 - 3 Eminy' 1.14 million - 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #4 = D + 0.75(L + S + 0.6W) D=dead L=live S=snow W=wind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 8443, V design = 7802 (NDS 3.4.3.1(a)) lbs; M(+) = 26863 lbs-£t EI = 1760.73e06 lb-in-2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all n n-dead loads o (live, wind, snow.. .) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.50' Le = 20.63' RB = 16.8 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 29 WoodWorks® �FtWARE FOR WOOD DESIGN COMPANY PROJECT Dec. 5, 2023 16:46 BM12 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL " 0.0 pit LL Live Full UDL 443.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 19.19, 19, Unfactored• Dead Live 1055 4251 1055 4251 Factored: Total 5306 5306 Bearing: Capacity Beam 5306 5306 Support 6450 6450 Des ratio Beam 1.00 1.00 Support 0.82 0.82 Load comb #2 #2 Length 2.28 2.28 Min req'd 2.28 2.28 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fop sup 625 625 Glulam-Balanced, West Species, 24F-1.8E WS, 6-3/4"x13-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 19.19`, Clear span: 18.813'; Volume = 12.1 cu.ft.; 9 laminations, 6-3/4" maximum width, Wet service; Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 75 Fv' = 232 psi fv/Fv' = 0.33 Bending(+) fb = 1461 Fb' = 1865 psi fb/Fb' = 0.78 Live Defl'n 0.63 = L/364 0.63 = L/360 in 0.99 Total Defl'n 0.94 = L/243 0.95 = L/240 in 0.99 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 0.981 0.971 - - 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E. 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 5254, V design = 4579 (NDS 3.4.3.1(a)) lbs; M(+) = 24954 lbs-ft ET = 2491.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.00 permanent + "live" Lateral stability(+): Lu = 19.00' Le = 34.94' RB = 11.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 30 . ;_. Q�,t--f : 6F PI�y1T �(�Iis of TOrtel, Conn .. .. __ . 1Li -t ... .... .......... _ . vL +1 8I Wrv.ol; .. Lxip �1F cl ��� V-te ._............ . ........ _._.. ` ._.. i �J µ I `i J) . Y / �� ... ._ .......... __ ._.. _.. ei Liu �O _P�� .. -A �6e4,4 Sr i t se. (.0X <o �� ` 1 ®s-�� Description d JC ` �ru --o BY - C_� Date I Z /4 j 23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project J Job No. 425.778.8500 www.cgengineering.com 31 COMPANY PROJECT WoodWorksll' SOFTWARE FOR WOOD DESIGN Dec. 4, 2023 13:21 Stud OOP Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End DL Dead Axial UDL (Ecc. = 0.92") 259 plf SL Snow Axial UDL (Ecc. = 0.92") 431 plf W Wind Full UDL 19.1 plf Reactions (Ibs): 13' W 0 m o m m a 0' 13' Unfactored• Lateral: Dead 2 -2 Snow 3 -3 Wind 124 124 Axial: Dead 345 345 Snow 575 R->L Load comb 175Factored: L->R 77 Load comb #5 Lumber Stud, Hem -Fir, Stud, 2x6 (1-1/2"x5-1/2") Support: None Spaced at 16.0" c/c; Total length: 13.0'; Volume = 0.7 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 13.0 = 13.0 ft; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 14 Fv' = 240 psi fv/Fv' = 0.06 Bending(+) fb = 405 Fb' = 1242 psi fb/Fb' = 0.33 Axial fc = 112 Fc' = 392 psi fc/Fc' = 0.28 Combined (axial + eccentr c + side load be ding) Eq.15.4-1 = 0.44 Axial Bearing fc = 112 Fc* = 920 psi fc/Fc* = 0.12 Live Defl'n 0.30 = L/528 1.30 = L/120 in 0.23 Total Defl'n 0.32 = L/481 1.30 = L/120 in 0.25 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 675 1.60 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 5 Fc' 800 1.15 1.00 1.00 0.426 1.000 - - 1.00 1.00 2 Fc'comb 800 1.60 - - 0.321 - - - - - 3 E' 1.2 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.44 million 1.00 1.00 - - - - 1.00 1.00 5 Fc* 800 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = 0.6D + 0.6W Bending(+): LC #5 = D + 0.6W Deflection: LC #4 = 0.6D + 0.6W (live) LC #5 = D + 0.6W (total) Axial LC #2 = D + S Combined LC #3 = D + 0.75(S + 0.6W) D=dead S=snow W=wind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V = 76 lbs; M(+) = 255 lbs-ft; P = 920 lbs EI = 24.96e06 lb-in^2 Combined: Fb' = 1242 psi; fb = 286 psi; The = (P x e)/S = fc(6e/d) = 94 psi; FcE = 450 psi "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Axial d governs, 1/b = 0.0, 1/d = 28.4 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 32 WoodWorks® �FtWARE FOR WOOD DESIGN COMPANY PROJECT Dec. 4, 2023 12:03 Beam OOP Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Wind Iwind lFuii UDL I 1 1 93.0 1pit Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.702' Unfactored• Wind Factored: 498 498 Total 299 299 Bearing: Capacity Beam 1966 1966 Support 2891 2891 Des ratio Beam 0.15 0.15 Support 0.10 0.10 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fop Sup 1 625 1 625 Minimum bearing length setting used: 1/2" for end supports PSL, PSL, 2.2E, 3-1/2"x9-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.69`, Clear span: 10.625'; Volume = 2.4 cu.ft. Lateral support: top = at supports, bottom = at supports; Oblique angle: 90.0 deg; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 464 psi fv/Fv' = 0.00 y-y fv = 13 Fv' = 304 psi fv/Fv' = 0.04 Bending(+) x-x fb = 0 Fb' = 4464 psi fb/Fb' = 0.00 y-y fb = 504 Fb' = 3946 psi fb/Fb' = 0.13 Live Defl'n 0.22 = L/573 1.07 = L/120 in 0.21 Total Defl'n 0.22 = L/573 1.07 = L/120 in 0.21 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fvy' 190 1.60 - 1.00 - - - - 1.00 - 2 Fby' 24090 1.60 - 1.00 0.999 1.03 - 1.00 1.00 - 2 Fcp' 425 - - 1.00 - - - - 1.00 - - Ey' 2.2 million - 1.00 - - - - 1.00 - 2 Emin' 1.14 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = 0.6D + 0.6W Bending(+): LC #2 = 0.6D + 0.6W Deflection: LC #2 = 0.6D + 0.6W (live) LC #2 = 0.6D + 0.6W (total) Bearing : Support 1 - LC #2 = 0.6D + 0.6W Support 2 - LC #2 = 0.6D + 0.6W W-ind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 297, V design = 280 (NDS 3.4.3.1(a)) lbs; M(+) = 793 lbs-ft E I y = 72.7le06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Lateral stability(+): Lu = 10.69' Le = 19.63' RB = 3.1 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 33 COMPANY I PROJECT WoodWorksll' SOFTWARE FOR WOOD DESIGN Dec. 4, 2023 13:17 1 Post OOP Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End DLp Dead Axial (Ecc. = 0.00") 3000 lbs SLp Snow Axial (Ecc. = 0.00") 4900 lbs Wind Wind Full UDL 9.6 plf Pwind Wind Point 8.66 500 lbs Reactions (lbs): 13' W -1 m m o m a 0' 13' Unfactored• Lateral: Dead Snow Wind 229 395 Axial: Dead 3000 3000 Snow 4900 4900 Factored: L->R 138 237 Load comb #9 #4 Timber -soft, D.Fir-L, No.1, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 13.0` Volume = 2.7 cu.ft.; Post or timber Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 13.0 = 13.0 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 12 Fv' = 272 psi fv/Fv' = 0.04 Bending(+) fb = 422 Fb' = 1920 psi fb/Fb' = 0.22 Axial fc = 261 Fc' = 511 psi fc/Fc' = 0.51 Axial Bearing fc = 261 Fc* = 1150 psi fc/Fc* = 0.23 Combined (axial compressi n + side load be ding) Eq.3.9-3 = 0.43 Live Defl'n 0.20 = L/789 1.30 = L/120 in 0.15 Total Defl'n 0.20 = L/789 1.30 = L/120 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 1200 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 4 Fc' 1000 1.15 1.00 1.00 0.444 1.000 - - 1.00 1.00 2 Fc'comb 1000 1.60 - - 0.336 - - - - - 3 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 4 Fc* 1000 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = 0.6D + 0.6W Bending(+): LC #4 = 0.6D + 0.6W Deflection: LC #4 = 0.6D + 0.6W (live) LC #4 = 0.6D + 0.6W (total) Axial LC #2 = D + S Combined LC #3 = D + 0.75(S + 0.6W); D=dead S=snow W=wind All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V = 237 lbs; M(+) = 976 lbs-ft; P = 7900 lbs, (1 - fc/FcE) = 0.63 EI = 122.01e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Axial d governs, 1/b = 0.0, 1/d = 28.4 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 34 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.288 Lat. = 47.813 St = 0.454 Long. _ -122.360 SMs = FaSs = 1.546 Fa = 1.200 SMt = F St = 0.838 Fv = 1.846 SDS = (2/3)SMs = SDt = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.030 0.559 0.22 Ct = 0.02 hn = 24 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.045 W V = (SDSIW)/R = 0.159 W V = (SDI IW)/RTa = 0.396 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Seismic Base Shear Ly CCC 11/17/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Niebruegge Residence Edmonds, WA 98020 23295.10 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ 8TC Hazards by Location Search Information Address: 341 12th Ave N, Edmonds, WA 98020, USA Coordinates: 47.8128341,-122.3597076 Elevation: 253 ft Timestam p: 2023-11-17T22:19:20.928Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.288 MCER ground motion (period=0.2s) S1 0.454 MCER ground motion (period=1.0s) SMS 1.545 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.03 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information G.Gq ..glgc3#�� Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.549 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.658 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.288 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.416 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.28 Factored deterministic acceleration value (0.2s) S1 RT 0.454 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.507 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.934 Factored deterministic acceleration value (1.0s) PGAd 0.803 Factored deterministic acceleration value (PGA) * See Section 11.4.8 M t. Marysville Baker-Snoqualmie i- ft is National Forest Id 7 cattle °Redmond -O Bremerton_ Renton o ,r O Map data ©2023 Google Report a map error The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer 36 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 24 Mean Roof Height (feet) hmean= 26 Building Length (feet) L= 45 Building Width (feet) W= 59 End Zone Width, a (feet) a= 4.5 Figure 28.6-1 Roof Angle Angle= 10.0 Design Wind Pressure, p53 PS30A= 16.8 Figure 28.6-1 Design Wind Pressure, p53 PS30B= -7.0 Figure 28.6-1 Design Wind Pressure, p53 p530c= 11.2 Figure 28.6-1 Design Wind Pressure, p53 p530D= -4.1 Figure 28.6-1 Height/Exposure Adjustm, Xmaz 1.00 Topo. Effect Coeff., KZt KZt 1.03 Vasd = V,it*V0.6 Section 1609.3.1 ULT ASD p5=1t*Kzt*p530 pS=A*Kzt*ps30*0.6 17.4 10.4 p530a= p5306= -7.2 -4.3 p530c= 11.5 6.9 p53o0= -4.2 -2.5 37 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ 8TC Hazards by Location Search Information Address: 341 12th Ave N, Edmonds, WA 98020, USA Coordinates: 47.8128341,-122.3597076 Elevation: 253 ft Timestam p: 2023-11-17T22:19:49.840Z Hazard Type: Wind G�G•.9�:9�gr3i��� ASCE 7-16 ASCE 7-10 Mi. Marysville Baker-Snoqualmie 53 - nett National Forest ad 7 cattle °Redmond -O Bremerton_ Renton - o -r- O Map data ©2023 Google Report a map error ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year ___ ----- 72 mph ASCE 7-05 Wind Speed ------------------- 85 mph MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year------------- 91 mph Risk Category l 92 mph Risk Category l 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk CategoryIV ------ 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. MI Topo North America TM 10 WA 160 ter. �■�ri101�i��■ 1111 � •� - ww �� �' .. - �■■■�iL�e� • � � . ter, ■ 11 r . �I .. �♦ ally =YYLi M111C. 5iIIII-iBE � '�i'� �� �91 ���111� �11� � ■ �► �IIIiJ *Controllingprofile SITE 0.20 Calculate Kzt 0• .. Data use subject to license. TN Scale 1 : 56,250 © DeLorme. Topo North America TM 10. MN (14.5°E) 0 h 1% 2 www.delorme.com V1 1" = 4,687.5 ft Data Zoom 11-7 39 Hill Shape: 2D Ridges Exposure: B Orientation: Downwind H = 300 ft Lh = 1093 ft x = 620 ft z = 960 ft µ = 1.5 Y= 3 K1= 0.357 KZ = 0.622 K3 = 0.072 Kit = 1.032 LF . spmd-" tt1 p �;nd) x(De"imil d) tin M} ESCARPMENT t' Spud-ep �(t'pwind) c(Ilonnrind) T } 11.6 2-D RIDGE OR 3-0 AXISYMMETRICAL HILL Notation H = Height of hill or escarpment relative to the upwind terrain. in ft (m). Kt = Factor to account for shape of topographic feature and maximum speed-up effect. KZ = Factor to account for reduction in spend -up with distance upwind or downwind of crest. Ks = Factor to account for reduction in spend -up with height above local terrain. La = Distance upwind of crest to where the difference in ground elevation is half the height of hill or escarpment. in ft tm ). x = Distance (upwind or downwind) from the crest to the site of the building or other structure, in ft (m). = Height above ground surface at the site of the building or other structure. in ft (m). µ = Horizontal attenuation factor. 7 = Height attenuation factor. Equations K_,=(1 +KtK,Ka)z Kt =determined from table below K, _ (I — IxIlpLh) K3 = Parameters for Speed -Up over Hills and Escarpments x,/IH/L.) Exposure Hill shape e C D Upwind of Coeq Downwind of Crest 'D ndjx, ow with ncgaUvc 11 in K, /;.II/L,, i 1 31) 1 11 I » ? I , I s -D cccarpmcr.t, 41.75 II-85 II-95 2.5 1.5 1 3 t5 ].1S amI.1. *Equations per ASCE 7-16 Figure 26.8-1 Description By CCC Date 11/17/2023 Kzt Calculation Checked Date ENGINEERING Seale Sheet No. 250 4th Ave South Project Job No. Suite 200 Niebruegge Residence 23295.10 Edmonds, WA M UPPER FLOOR LATERAL KEY PLAN YI Height YI I I + + Al + + + + + + + + + + + +I. + + TF + 1A aj IN . + + + + ......... + + + + + + + + + + + + + + + + + 3 —+ —+— -t + + + + + + + + + + + + + + + + _+ + + - -+ + + + + + + + + + I+ I+ B1 + + + + + + + + + + + + + + + I + + + + + + + + + + ----- 1B + I+ IX + + + + + + + + + ++__t_� + I+ + + + + r. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +I ++++++++++ + + + + + L.BMX + + + + + + + + + + + + + + + + + + I + + + ,+ + + + II qa 11.25' W++++++. Heiht g 1A BMX Height + + + I+ I I + + + + + + + I + + + ,+ + + 1B C1 C2 + Line 1: Seismic = 1.7 kips Wind = 0.8 kips Deck A Line 2: 3 Line 3: Seismic = 3.5 kips Seismic = 1.8 kips Wind = 1.7 kips I Wind = 0.9 kips I 1 - - - - - - - - - - - - - - - - - - - - - - - -I- I - - 8.75' Wall I Height I 1 Line A: Seismic = 1.3 kips 13' Wall Height I I I Wind = 0.7 kips I I I BMX HDR JI - - 13: 71 < Line B: Seismic = 3.5 kips 11.75' Wall Wind = 1.8 kips Height 3A 8.75' Wall 9' Wall Height J Height �� "1Z F 3B - ----❑ --EEO- I I - -- W -- --- - _ _______J� B HDR C3 C4 C5 Deck Y. DEMOLISH EXISTING BRICK , Seismic = 0.9 kips CHIMNEY PER ARCH DWGS I Line C: Wind = 0.55 kips 9.25' all Seismic = 2.1 kips Height Wind = 1.1 kips ROOF FRAMING PLAN 2'-D" D 2'-0" 4'-0" 16 41 LOWER FLOOR LATERAL PLAN PLAN Deck B Deck A Seismic =U.9 kips DEMOLISH EXISTING BRICK CHIMNEY PER ARCH DWGS 1 MAIN FLOOR FRAMING PLAN 2'4- D 2'-0" 4'-0" 42 28 sf 204 o� - �o 4'-6" SCALE: 1/4" =1'-o" Deck Wind Area = 18 sf (Not shown in view) X-DIRECTION WIND AREAS E:l sf El 15 sf 4'-6" M Y-DIRECTION WIND AREAS NORTH ELEVATION SCALE: 1/4" =1'_o" 45 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls p = 1.3 Fx (EQ) = 6.9 kips (Story Shear) Story FIT = 8.75 Fx wind = 3.6 kips(Story Shear Wall FlT= 8.75 Max IJw 3.5 Wx = 155.1 PLF seismic Sos = 0.87 Wx= 81.3 PLF wind EQ I Wind I EQ I Wind I Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (o.s-o.t4sm(pL 0.6*DL Net Uplift Hold -dorm Line £ 44.5 7.6 3.6 Date 12/05/23 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 Project Niebruegge Residence Job No. Edmonds, WA98020 23295.10 Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 2 2.5 2.33 8.5 - 0.5 0.5 NA NA 1.3 - 0.7 - 0.0 0.0 USE SIMPSON STRONG -WALLS AT THIS LINE B 1 2 5.167 5.25 22.25 - 0.8 0.8 417 410 156 154 SW3 SW3 4.7 4.8 4.8 4.8 2.5 2.5 0.4 0.4 0.4 0.4 0.5 0.5 0.5 0.5 4.3 4.3 4.3 4.3 HD114 HD114 HD114 HD114 3.5 - 1.8 - 14.0 14.0 C 1 2 3 4 5 12.25 6.33 3.83 4 8.66 1 .7 1.0 1.0 0.9 0.9 1.0 81 81 92 88 81 23 23 26 25 23 SW6 SW6 SW6 SW6 SW6 11.8 5.8 3.3 3.5 8.2 0.9 0.8 0.8 0.8 0.7 0.4 0.3 0.3 0.3 0.3 0.5 0.3 0.3 0.3 0.6 0.5 0.3 0.3 0.3 0.6 0.5 0.2 0.3 0.4 0.8 0.5 0.2 0.3 0.4 0.8 0.5 0.5 0.5 0.5 0.1 0.5 0.5 0.5 0.5 0.1 None None None None None None None None None None 2.8 - - - - 1.1 - - - - 2.0 2.0 14.0 14.0 14.0 - - - - Shearwalls: 1/2" sheathing w/ HF studs Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 8d@6"o.c. 242 plf None SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 6.5 kips Description By Upper Floor Shear Walls CCC Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 8d@6"o.c. 242 plf None SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 6.5 kips Description By Upper Floor Shear Walls CCC Upper Floor Shear Walls - Walls Below the Roof Framing AIIIIIII Y - Direction Walls p = 1.3 Fy (EQ) = 6.9 kips (Story Shear) EFrF.75 F wind = 3.4 kips Sto Shear .75 .5 Wy = 122 PLF seismic .87 WY = 60 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.e-o.143m)DL 0.6*DL Net Uplift Hold-down Line Line DL Line Mark Length Width 2wdh Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A 3.25 13.875 0.7 445 164 SW3 2.8 3.4 1.8 0.3 0.3 0.4 0.4 3.1 3.1 MST48 MST48 2.1 1.1 21.0 B 3.25 - 0.7 445 164 SW3 2.8 3.4 1.8 0.3 0.3 0.4 0.4 3.1 3.1 MST48 MST48 - - 21.0 2 A 3 28.25 0.7 457 161 SW2 2.5 3.3 1.6 0.2 0.2 0.3 0.3 3.1 3.1 MST48 MST48 3.5 1.7 14.5 B 8 - 1.0 314 110 SW4 7.5 2.9 1.4 0.6 0.6 0.7 0.7 2.3 2.3 MST37 MST37 - - 14.5 3 A 8.58 14.375 1.0 125 44 SW6 8.1 1.6 0.8 0.2 0.2 0.3 0.3 1.3 1.3 HDU2 HDU2 1.8 0.9 0.0 B 5.5 - 1.0 125 44 SW6 5.0 1.2 0.6 0.1 0.1 0.1 0.1 1.1 1.1 HDU2 HDU2 - - 0.0 Deck A 4 0.9 124 54 SW6 3.5 1.1 0.7 0.2 0.2 0.2 0.2 0.9 0.9 MST37 MST37 0.5 0.3 8.0 £. 56.5 7.8 4.0 _Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls CCC Date 12/05/23 Checked Checked Date Y-Direction ENGINEERING Scale NTs Sheet No. 250 4th Ave. South Suite 200 Project Niebruegge Residence Job No. Edmonds, WA98020 23295.10 47 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 0.9 kips (Story Shear) Story FIT = 9 p - 1.3 Fy (wind)= 0.3 kips (StoryShear) Wall FIT= 9 DECK WALLS IN Y-DIRECTION Max lvw 3.5 Wy - 60 PLF seismic S. = 1.03 W = 20 PLF wind Line Load ED Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above NetUplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2wlh Shear Shear Callout HD Length Uplift Uplift EMTnd j End i End j End i End J End i End j End i Emil Load Load Trib Dack A B 4 4 15 - 0.5 - 0.3 - 0.9 0.9 191 191 60 60 SW6 SW6 3.5 3.5 1.7 1.7 0.8 0.8 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.7 0.0 0.7 0.0 2.2 1.6 2.2 1.6 HDU2 HID) HDU2 HDU2 1.4 - 0.6 - 7.5 7.5 £ 15.0 6.1 3.1 7.0 3A Input Cell Input Cell w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Main Floor Shear Walls By CCC Date 12/05/23 Y-Direction Checked Date Seale NTS Sheet No. Project Niebruegge Residence Job No. 23295.10 M. Strong -Wall'- High -Strength Wood Shearwalls O C N L U) Ct� 6 C 0 L U) Standard and Balloon Framing on Concrete Foundations Strong -Wall High - Strength Wood Shearwall Model No. VJSWH12x7 WSWH18x7 WSWH24x7 WSWH12x8 WSWH18x8 WSWH24x8 WSWH12x9 WSWH18x9 WSWH24x9 WSWH12x10 WSWH18x10 V&NM24x10 WSWH12x11 WSWH18x11 WSWH24x11 Panel Allow Evaluation Vertical Height, Load, P Allowable ASD (lb )6 (lb.)' Shear Load,V (lb.) 1,000 1,300 78 4,000 1,300 7,500 1,300 1,000 3,795 78 4,000 3,795 7,500 3,795 1,000 7,450 78 4,000 7,450 7,500 7,115 1,000 1,030 93.25 4,000 1,030 7,500 1,030 1,000 3,060 93.25 4,000 3,060 7,500 3,060 1,000 6,240 93.25 4,000 6,240 7,500 5,950 1,000 850 105.25 4,000 850 7,500 850 1,000 2,575 r 105.25 4,000 2,575 7,500 2,575 1,000 5,150 105.25 4,000 5,150 7,500 5,150 1,000 700 117.25 4,000 700 7,500 700 1,000 2,140 117.25 4,000 2,140/ 7,500 2,1 1,000 4,010 117.25 4,000 4,010 7,500 4,010 1,000 595 129.25 4,000 595 7,500 595 1,000 1,960 129.25 4,000 1,960 7,500 1,960 1,000 4,000 129.25 4,000 4,000 7,500 4,000 See foonotes on p. 15. 2,500 psi Concrete Seismic Drift at Anchor Allowable Allowable Tension at ASD Shear. A Allowable Shear (in.); Shear. T Load, V (lb.)' (lb.) 0.32 13,295 1,670 0.32 13,295 1,670 0.32 13,295 1,670 0.32 23,680 4,470 0.32 23,6804 4,365 0.32 23,680 L 4,050 0.30 33,210 7,795 0.30 33,210 7,565 0.28 31,715 7,115 0.40 12,580 1,325 0.40 12,580 1,325 0.40 12,580 1,325 0.39 22,835 3,880 0.39 22,835 3,650 0.39 22,835 3,390 0.37 33,240 6,650 0.37 33,240 6,330 0.35 31,715 5,950 0.45 11,750 1,095 0.45 11,750 0.45 11,750 0.45 21,680 0.45 21 0.45 2 ,680 0.43 0,975 0.43 30,975 0.43 30,975 0.5 10,750 0 10,750 .50 10,750 0.50 20,055 0.50 20,055 0.50 20,055 0.48 26,860 0.48 26,860 0.48 26,860 0.56 10,055 0.56 10,055 0.56 10,055 0.55 20,240 0.55 20,240 0.55 20,240 0.54 29,550 1,095 1,095 3,325 Wind 3,000 psi Concrete Seismic Drift at Anchor Allowable Allowable Tension at Allowable ASD Shear Shear. A (in.)' Shear, Load, 0.32 13,295 1,670 0.32 13,295 1,670 0.32 13,295 1,670 0.32 23,680 4,470 0.32 23,680 4,470 0.32 23,680 4,470 0.30 33,210 7,795 0.30 33,210 7,795 0.30 33,210 7,795 0.40 12,580 1,325 0.40 12,580 1,325 0.40 12,580 1,325 0.39 22,835 3,955 0.39 22,835 3,955 0.39 22,835 3,955 0.37 33,240 6,910 0.37 33,240 6,910 0.37 33,240 6,910 0.45 11,750 1,095 0.45 0.45 0.45 MAX FORCE = 1.7 kips WIND 45 5,890 5,605 5,275 900 900 900 2,755 2,755 2,695 5,215 5,030 4,735 765 765 765 2,520 2,520 2,445 4,795 0.54 29,550 4,565 0.54 29,550 4,295 Drift at Anchor Allowable Allowable Tension at Allowable ASD Shear Shear, A (in. 7 Shear, T Load. V (lb.)" (lb.) 0.43 17,075 1,300 0.43 17,075 1,300 0.43 17,075 1,300 0.39 27,890 3,795 0.38 27,245 3,795 0.36 25,285 3,795 0.34 34,755 7,450 0.33 33,715 7,450 0.31 31,715 7,450 0.53 16,195 1,030 0.53 16,195 1,030 0.53 16,195 1,030 0.52 28,925 3,060 0.49 27,245 3,060 0.46 25,285 3,060 0.43 35,430 6,240 0.41 33,715 1 6,240 0.38 31,715 6,240 0.60 15,145 850 0.60 15,145 850 0.60 15,145 850 0.60 27,975 2,575 0.52 35,430 5,150 U 1 0.50 33,715 I 5,150 0.43 0.47 31,715 5,150 0.43 �l Wind Drift at Anchor Allowable Tension at Shear, A Allowable 0.43 17,075 0.43 17,075 0.43 17,075 0.39 27,890 0.39 27,890 0.39 27,890 0.34 34,755 0.34 34,755 0.34 34,755 0.53 16,195 0.53 16,195 0.53 16,195 0.53 29,490 0.53 29,490 0.53 29,490 0.45 36,815 0.45 36,815 0.45 36,815 0.60 15,145 11,750 1,095 0.60 15,145 11,750 1,095 0.60 15,145 21,680 3,325 0.60 27,975 21,680 3,325 0.60 27,975 21,680 3,325 0.60 27,975 30,975 6,120 0.54 36,815 30,975 6,120 0.54 36,815 30,975 6,120 0.54 36,815 0.67 13,855 7 10,750 900 13,855 0.67 13 MAX FORCE = 3.5 kips SEISMIC 13,855 0.67 3,855 WU u0 ,roe Jw uur 13,855 0.67 25,840 2,140 0.50 20,055 2,755 0.67 25,840 0 25,840 2,140 0.50 20,055 2,755 0.67 25,840 0.65 25,285 2,140 0.50 20,055 2,755 0.67 25,840 0.67 34,935 4,010 0.48 26,860 5,215 0.67 34,935 0.64 33,715 4,010 0.48 26,860 5,215 0.67 34,935 0.61 31,715 4,010 0.48 26,860 5,215 0.67 34,935 0.73 12,930 595 0.56 10,055 765 0.73 12,930 0.73 12,930 595 0.56 10,055 765 0.73 12,930 0.73 12,930 595 0.56 10,055 765 0.73 12,930 0.73 26,060 1,960 0.55 20,240 2,520 0.73 26,060 0.73 26,060 1,960 0.55 20,240 2,520 0.73 26,060 0.71 25,285 1,960 0.55 20,240 2,520 0.73 26,060 0.68 35,430 4,000 0.54 29,550 4,985 0.70 36,815 0.64 33,715 4,000 0.54 29,550 4,985 0.70 36,815 0.60 31,715 4,000 0.54 29,550 4,985 0.70 36,815 14 49 50 SI M PSON LSTA STRAP CAPACITY Load Tables Many of these products are approved for installation with Strong -Drive' SD SD Connector screws. Dimensions Fasteners Allowable Allowable Model Ga. (in) (Total) Tension Loads Tension Loads No. (in,) (OF/SP) (SPF/HF) (160) (160) I W L LSTA9 1'/4 9 (8) 0.148 x 21/2 740 635 LSTA12 11/4 12 (10) 0.148 x 21/2 925 795 LSTA15 20 1'/4 15 (12) 0.148 x 21/2 1,110 955 LSTA18 1 Y. 18 (14) 0.148 x 21/2 1,235 1,115 LSTA21 1'/4 21 (16) 0.148 x 21/2 1,235 1,235 LSTA24 11/4 24 (18) 0.148 x 21/2 1,235 1,235 LSTA30 1 v. 30 (22) 0.148 x 2112 1,640 1,640 18 LSTA36 11/. 36 (24) 0.148 x 21/2 1,640 1,640 1. See General Notes for Straps and Ties. 2. Fasteners: Nail dimensions in the table are listed diameter by length. For additional information, see Fastener Types and Sizes Specified for Simpson Strong -Tie Connectors. 51