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REVIEWED BLD2024-0138+Structural_Analysis_or_Calculations+2.1.2024_8.33.03_AM+4033281C � ENGINEERING civil & structural engineering & planning REVIEWED CITY OF EDMONDS RECEIVED Feb 01 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0138 STRUCTURAL CALCULATIONS Cole Residence 17802 Talbot Rd. Edmonds, WA 98026 lS M• T of W-4 1?G aNAL 1 /17/24 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 23096.10 Fax: (425) 778-5536 Project Description This project involves the remodel of an existing single-family home. The house is two stories with a daylight basement. Roof infill framing will be required where two existing chimneys are being removed. Several interior bearing walls are being removed, and the floor framing will be infilled and supported with TJI joists and wood and steel beams. A clerestory will be created in the sitting and dining room. The clerestory walls will be reframed with LSL studs. At the basement level, there are alterations to several existing concrete walls. New beams will be designed to support the new concrete wall openings. A new room in the basement will be excavated approximately 4 ft below the existing floor elevation. New retaining walls will be inset and will overlap the existing foundation walls. 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 Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category D Importance Factor, IN, 1 (Non -Essential Facility) Mean Height 33.625 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.044 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date JDM 1 17 2024 0 CM Project Summary Checked Date ENGINEERING Seale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Edmonds, WA 98020 Cole Residence 23096.10 1 Gravity Design Loads Roof DL Rubber Slate Tiles 3.0 psf 1/2 Plywood 1.4 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24" OC 3.0 psf M/E 1.0 psf Misc 1.5 psf 13.7 psf USE 15.0 psf Floor DL (Hardwood/Carpet) Floor DL (Tile) Flooring Material 4.0 psf Flooring Material 16.0 psf 3/4 Sheathing 2.4 psf 3/4 Sheathing 2.4 psf Insulation 1.0 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 5/8 Gypsum 2.8 psf 11 7/8" TJI @ 16" OC 2.3 psf 11 7/8" TJI @ 16" OC 2.3 psf M/E 1.0 psf M/E 1.0 psf Misc 1.5 psf Misc 1.5 psf 15.0 psf 27.0 psf USE 15.0 psf USE 27.0 psf DECKS USE 10.0 psf DECKS USE 10.0 psf Exterior Walls Brick Siding 39.0 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 47.0 psf USE 47.0 psf Roof LL (Snow) 25.0 psf Floor LL 40.0 psf Deck LL 60.0 psf ^ � Description By Date Gravity Design Loads JDM 12/12/23 Checked Date �r ENGINEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 200 Cole Residence 2 Edmonds, WA 98020 23096.10 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 WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (C0) C 41M 1Q$G po— Beam Span Table -Y JDM .— 12/12/23 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite200 P°ject Cole Residence lob No. 23096.10 Edmonds, WA98020 KI Beam Span Table - Floor 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 #2 815 522 362 266 204 160 117 - - - - - - - - - - 3 112 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - 4x8 HF #2 1270 902 627 460 353 279 226 186 155 122 31/2 x 71/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 51/4 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 91/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9112 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 - 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 5114 x 9112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211116 x11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 114 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211/16 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 31/2 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 31/2 x11 718 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL 5357 4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 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/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WI-/W131- <= 4.0 5. Table values include the Size Factor (CF) C "e""p`on Beam Span Table -Y JDM "are 12/12/23 Checked Date eYGNEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Cole Residence 23096.10 Edmonds, WA 98020 n 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 - - - - - C O Description By JDM Date 12/12/23 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite20o Project j" Cole Residence Job No. 23096.10 ROOF FRAMING PLAN UPPER ROOF FRAMING PLAN SCALE: 1/4" = V-0"0" MIN: 4x6 H F#2 RJ 1: 2x6 H F #2 @ 16" OC BM 1: 5-1/4"x11-7/8" PSL BM2: 4x10 HF #2 2'-01T 0 2'-01T 41-0„ ROOF JOIST RJ 1 %A/ L R, ROOF BEAM DESIGN W, = 25psf W, = 15psf TRIBUTARY AREA = 24" L = 6' PITCH = 6:12 BM1 W WDL = 288 plf WSL = 480 plf LENGTH (L) = 15' (CLEAR SPAN) �W = (WDL+WSL) = 768plf L I I R R BM2 W WDL = 79 plf WSL = 131 plf IL-1 F IF IF IF IF IF IF LENGTH (L) = 11.5' (CLEAR SPAN) �W = (WDL+WSL) = 210plf L Per WoodWorks° V:35psi (20%) M:605psi (41%) A: L/582 (21%) Rl: DL = 102#, SL = 152# Rz: DL = 102#, SL = 152# Use 2x6 HF#2 @ 24" OC MIN PER ROOF BEAM SPAN TABLE CAPACITY = 768/1097 (70%) R: DL = 2160# SL = 3600# USE 5-1/4"x11-7/8" PSL PER ROOF BEAM SPAN TABLE CAPACITY = 210/240 (77.5%) R: DL = 455# SL = 754# USE 4x10 HF #2 Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 7 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 COMPANY CG Engingeedng PROJECT K] 250 4th Ave South Suite 200 Edmonds, WA 98020 12) WoodWorks�' www g comDec. 182023 15:28 18 20 3 15: RJ 1i Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load I Type Distribution Pat- Location [ft] Manitude Unit tern Start End Stagrt End DL Deatl Full Area 15.00 (29.0") psf sl Snow Full Area 25.00 (24.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6.801, 6.042' Unfacto red' Dead Snow 102 152 102 152 Factored: Total Bearing: 254 254 F'theta 477 477 Capacity Joist 358 358 Support 586 566 Des ratio Joist 0.71 0.71 Support 0.43 0.43 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 1.25 1.25 Fc 625 625 'Minimum bearing length setting used: 112" for end supports RJ1 Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5.1/2") Supports: All -Timber-soft Beam, D.Fir-L No.2 Floorjoist spaced at 24.0" c/c; Total length: 7.0'; Clear span(h=): 6.0'; Volume = 0.4 cu.ft.; Pitch: 6112 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 Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 35 Fv' = 172 psi fv Fv' = 0.20 Bending(+) £b = 605 Fb' = 1461 psi fb/Fb' = 0.41 Live Defl'n 0.07 = < L/999 0.45 = L/180 0.15 Total De£1'n 0.14 = L/582 0.68 = L/120 0.21 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 1.000 1.300 - 1.15 1.00 1.00 2 Fcp' 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 Patterns: s=S/2, X=L+S or L+Lr, o pattern load in this span Load combinations: ASD Basic from AS CE 7-16 2.4 CALCULATIONS: V max = 226, V design = 194 (NDS 3.9.3.1(a)) lbs; M(+) = 381 lbs-£t EI = 27.09e06 1b-in^2 o "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent+ "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 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. 4. SLOPED BEAMS: level bearing is required for all sloped beams. UPPER FLOOR & LOWER ROOF FRAMING PLAN SCALE: 1/4" = 1'-0"0" MIN: 4x6 H F#2 FJ 1: 9 1/2" TJ I ° 110 @ 24" OC B M 3: 4x8 H F #2 BM4: W10x26 BMS: W10x26 B M 6: 3-1/2"x9-1/4" PS L BM7: W10x30 BM8: W10x26 B M 9: 3-1/2"x9-1/2" PS L 2'-0" 0 2'-0" 4'-0" J FLOOR JOIST DESIGN FJ 1 W WpL = 26psf WLL = 40psf IF IF IF IF IF IF IF IF IF IF IF L = 9.5 o TRIBUTARY WIDTH = 16" OC � L � T T R R FLOOR BEAM DESIGN Per Forteweb° FJ1 V:627# (51%) M:1542ft-# (62%) 0: L/742 (33%) R: DL = 167# LL = 256# USE 9 1/2" TJI® 110 @ 24" OC BM3 W WpL = 135 plf LENGTH (L) = 11.5' (CLEAR SPAN) IL I F IF IF IF IF IF-3F L I I R R BM4 W WpL = 250plf WLL = 385plf IL -I E IF IF IF IF LENGTH (L) = 24' (CLEAR SPAN) 0 L PER BEAM SPAN TABLE CAPACITY = 135/536 (62.5%) R: DL = 777# USE 48 HF #2 Per ENERCALC° BM4 V:7.93k-ft (14.8%) M:47.6k-ft (60.9%) A: L/243 (98.8%) R: DL = 3310# LL = 4620# USE W10x26 MIN R R BM5 P 14.75' � L— R1 R2 WpL = 90PIf WLL = 25plf Ppt = 3310# PLL = 4620# LENGTH (L) = 19.5' (CLEAR SPAN) Per ENERCALC° BM5 V:7.37k-ft (13.8%) M:33.38k-ft (77.2%) 0: L/512 (46.8%) Rl: DL = 1940# LL = 1370# RZ: DL = 3630# LL = 3740# USE W10x26 MIN Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 10 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 FLOOR BEAM DESIGN I WpL = 120 plf WLL = 45 plf P: DL = 662#, LL = 1755# LENGTH (L) = 13' (CLEAR SPAN) i P1 Pz Wot = 51plf WLL = 135plf P1: DL = 3630#, LL = 3740# Pz: DL = 1110# LL = 1170# LENGTH (L) = 23.5' (CLEAR SPAN) R, R2 BM8 P W WpL = 590plf WLL = 40plf IL —IF IF IF IF IF IF IF IF IF WSJ = 250plf � PpL = 3310# 11.5'-. L PLL = 4620# LENGTH (L) = 16.5' R1 Rz BM9 W Wpt = 135plf WSJ = 225plf IL --IF IF IF IF IF IF IF IF IF IF LENGTH (L) = 11' 0 L R1 Rz Per ENERCALC° BM6 V:99.9psi (34.4%) M:2727psi (96%) A: L/240 (50%) R,: DL = 1180# LL = 1170# USE 3-1/2"x9-1/4" PSL Per ENERCALC° BM7 V:8.70k (13.8%) M:62.6k-ft (68.6%) A: L/252 (95%) R,: DL = 3970# LL = 4730# RZ: DL = 2650# LL = 3360# USE W10x30 MIN Per ENERCALC° BM8 V:11.60k (21.7%) M:47.83k-ft (96.6%) A: L/363 (66.1%) R,: DL = 6080# LL = 1730# SL = 2060# Rz: DL = 7390# LL = 3550# SL = 2060 USE W10x26 MIN PER ENERCALCO BM9 V:79.16psi (27.3%) M:1277psi (44.6%) A: L/537=0.245in (98.4%) R: DL = 800#, LL = 1240# USE 3-1/2"x9-1/2" PSL 4 Description Member Design sY MRD Date12/18/2023 checked Date ENGINEERING Scale NTS Sheet No. 11 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 EXISTING BEAM ANALYSIS BM EX1 W1Ox11.5 (Fy = 36ksi ASSUMED) W W: DL = 98#/ft, LL = 260#/ft PER ENERCALC° RESULTS LENGTH (L) =' (CLEAR) EXISTING W10x11.5 IS ADEQUATE L R R BM EX2 W10x11.5 (Fy = 36ksi ASSUMED) 1 P: DL = 740#, LL = 1755# 6.5' o R R Description ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project 425.778.8500 Member Desiizn Cole Residence PER WOODWORKS° RESULTS EXISTING W10x11.5 IS ADEQUATE v MRD Date hecked Date e NTS Sheet No. No. 12 www.cgengineering.com 23096.10 .IFORTEWEB MEMBER REPOR' Level, Floor: Joist 1 piece(s) 9 1/2" THO 110 @ 24" OC PASSED H 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) 652 @ 2 1/2" 1041 (2.25") Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 627 @ 3 1/2" 1220 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1542 @ 5' 1/2" 2500 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.095 @ 5' 1/2" 0.322 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.156 @ T 1/2" 0.483 Passed (L/742) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 50 40 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 262 403 666 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 262 403 666 1 1/4" Rim Board • Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals F Comments Top Edge (Lu) 4' o/c Bottom Edge (Lu) 9' 11" 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) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 10' 1" 24" 26.0 40.0 Default Load 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Veyerhaeuser 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-138-, nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to iww.weyerhaeuser.com/woodproducts/document-library. 'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mitchell Delap CIS Engineering (425) 778-8500 MitchD@cgengineering.com 1/5/2024 7!A:03 PM UTC AForteWEB 0.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: F33 Page 1 / 1 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM4 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at 1.330 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft F, W 10x26 Span = 24.0 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.250, L = 0.3850 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions 0.585 : 1 Maximum Shear Stress Ratio = W10x26 Section used for this span 45.720 k-ft Va : Applied 78.094 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.691 in Ratio = 416 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 1.140 in Ratio = 253 > 240. Span: 1 : +D+L 0 in Ratio = 0 <240.0 n/a Max. "-" Defl Location in Span Load Combination 1.1403 12.069 Support notation : Far left is # 0.142 W10x26 7.620 k 53.560 k +D+L 0.000 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 7.620 7.620 Max Upward from Load Combinations 7.620 7.620 Max Upward from Load Cases 4.620 4.620 D Only 3.000 3.000 +D+L 7.620 7.620 +D+0.750L 6.465 6.465 +0.60D 1.800 1.800 L Only 4.620 4.620 14 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM5 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Project Title: Engineer: Project ID: Project Descr: Project File: Cole Residence.ec6 CG ENGINEERING (c) ENERCALC INC 1983-2023 W 1 Ox26 Span = 1950.ft Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi D(3.31 O)IL(4.620) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.090, L = 0.0250 k/ft, Tributary Width = 1.0 ft Point Load : D = 3.310, L = 4.620 k @ 14.750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.772 : 1 Maximum Shear Stress Ratio = W10x26 Section used for this span 33.377 k-ft Va : Applied 43.237 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.222 in Ratio = 1,053 -360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.457 in Ratio = 512 -240. Span: 1 : +D+L 0 in Ratio = 0 <240.0 n/a Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+0.750L _ +0.60D L Only 0.4570 10.641 Support notation : Far left is #' Support 1 Support 2 3.305 7.372 3.305 7.372 1.936 3.738 1.936 3.634 3.305 7.372 2.963 6.438 1.162 2.180 1.369 3.738 0.138 : 1 W10x26 7.372 k 53.560 k +D+L 19.500 ft Span # 1 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 15 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM6 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species il-evel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing Completely Unbraced D(0.662) 1-0.755) D(0.12) �(0.045) 3.5x9.25 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.120, L = 0.0450 , Tributary Width = 1.0 ft Point Load : D = 0.6620, L = 1.755 k @ 6.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.97a 1 Maximum Shear Stress Ratio = 0.354 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb: Actual = 2,778.10 psi fv: Actual = 102.58 psi F'b = 2,840.31 psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.500ft Location of maximum on span = 12.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.365 in Ratio = 427 —180 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <180 n/a Max Downward Total Deflection 0.662 in Ratio = 235 —120 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <120 n/a Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.6615 6.547 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.347 2.347 Max Upward from Load Combinations 2.347 2.347 Max Upward from Load Cases 1.177 1.177 D Only 1.177 1.177 +D+L 2.347 2.347 +D+0.750L 2.054 2.054 +0.60D 0.706 0.706 L Only 1.170 1.170 16 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM7 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at 1.330 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.330 ft D(3.610)IL(EDVnO)I0)IDl&06) L(0.1 W 10x30 Span = 23.50 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0510, L = 0.1350 k/ft, Tributary Width = 1.0 ft Point Load : D = 3.610, L = 3.740 k @ 8.0 ft Point Load : D = 1.110, L = 1.170 k @ 10.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.686 : 1 Maximum Shear Stress Ratio = W10x30 Section used for this span 62.631 k-ft Va : Applied 91.317 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.605 in Ratio = 465 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 1.121 in Ratio = 252 > 240. Span: 1 : +D+L 0 in Ratio = 0 <240.0 n/a 0.138 : 1 W10x30 8.696 k 63.0 k +D+L 0.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 1.1209 11.146 0.0000 0.000 17 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: BM8 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield Beam Bracing : Completely Unbraced E: Modulus: Bending Axis : Major Axis Bending D(3.310) L(4.620) D(0.590) L(0.040) S(0.250) W 10x26 Span = 16.50 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.590, L = 0.040, S = 0.250 k/ft, Tributary Width = 1.0 ft Point Load : D = 3.310, L = 4.620 k @ 11.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.966 : 1 Maximum Shear Stress Ratio = 0.217 : 1 Section used for this span W10x26 Section used for this span W10x26 Ma: Applied 47.828 k-ft Va : Applied 11.598 k Mn / Omega: Allowable 49.507 k-ft Vn/Omega : Allowable 53.560 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 16.500 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.161 in Ratio = 1,230 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.545 in Ratio = 363 -240. Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.5455 8.580 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 8.929 11.598 Max Upward from Load Combinations 8.929 11.598 Max Upward from Load Cases 6.084 7.388 D Only 6.084 7.388 +D+L 7.814 10.938 +D+S 8.147 9.451 +D+0.750L 7.382 10.051 +D+0.750L+0.750S 8.929 11.598 +0.60D 3.651 4.433 L Only 1.730 3.550 S Only 2.063 2.063 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM9 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2900 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2900 psi Ebend- xx 2000ksi Fc - Prll 2900 psi Eminbend - xx 1016.535ksi Wood Species il-evel Truss Joist Fc - Perp 750 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing Completely Unbraced D(0.135) L(0.225) 3.5x9.5 Span = 11.0 ft pplied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1350, L = 0.2250 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual F'b Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections = 0.446 1 3.5x9.5 = 1,277.00 psi = 2,862.19psi +D+L = 5.500 ft = Span # 1 0.149 in Ratio = 0 in Ratio = 0.245 in Ratio = 0 in Ratio = Maximum Shear Stress Ratio Section used for this span fv: Actual F'v Load Combination Location of maximum on span Span # where maximum occurs 885 —528 Span: 1 : L Only 0 <528 n/a 537 —528 Span: 1 : +D+L 0 <528 n/a 0.273 : 1 3.5x9.5 = 79.16 psi = 290.00 psi +D+L = 10.237 ft = Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2454 5.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.037 2.037 Max Upward from Load Combinations 2.037 2.037 Max Upward from Load Cases 1.238 1.238 D Only 0.800 0.800 +D+L 2.037 2.037 +D+0.750L 1.728 1.728 +0.60D 0.480 0.480 L Only 1.238 1.238 19 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: W10x11.5 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending _ D(0.09750) L(0.260) b b d W10x11.5 Span = 13.50 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.384 : 1 Maximum Shear Stress Ratio = W10x11.5 Section used for this span 8.407 k-ft Va : Applied 21.916 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.129 in Ratio = 1,251 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.184 in Ratio = 882 > 180 Span: 1 : +D+L 0 in Ratio = 0 <180 n/a 0.097 : 1 W10x11.5 2.491 k 25.583 k +D+L 0.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1837 6.789 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.491 2.491 Max Upward from Load Combinations 2.491 2.491 Max Upward from Load Cases 1.755 1.755 D Only 0.736 0.736 +D+L 2.491 2.491 +D+0.750L 2.052 2.052 +0.60D 0.442 0.442 L Only 1.755 1.755 20 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: W10x11.5 SUPPORTING W10x11.5 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 0.740, L = 1.755 k @ 6.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection D(0.740),L(1 .755) W10x11.5 Span = 13.0 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. 0.370: 1 Maximum Shear Stress Ratio = W10x11.5 Section used for this span 8.109 k-ft Va : Applied 21.916 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.092 in Ratio = 1,687 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.131 in Ratio = 1187 > 180 Span: 1 : +D+L 0 in Ratio = 0 <180 n/a 0.049 : 1 W10x11.5 1.248 k 25.583 k +D+L 0.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.1314 6.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.248 1.248 Max Upward from Load Combinations 1.248 1.248 Max Upward from Load Cases 0.878 0.878 D Only 0.370 0.370 +D+L 1.248 1.248 +D+0.750L 1.028 1.028 +0.60D 0.222 0.222 L Only 0.878 0.878 21 Steel Column LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: EX.3x3x1/4 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Section Name : HSS3x3x1/4 Overall Column Height 9 ft Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition : Fy : Steel Yield 36.0 ksi Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for buckling ABOUT Y-Y Axis = 10 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 79.290 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 8.275, L = 3.865, S = 2.435 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.4601 : 1 Maximum Load Reactions . . Load Combination +D+0.750L+0.750S Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 13.079 k Bottom along Y-Y 0.0 k Pn / Omega: Allowabl( 28.429 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 4.455 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Ma-y : Applied 0.0 k-ft Mn-y / Omega: Allowable 4.455 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Rati( 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Sketches +Y W , Load 1 o o — -- cri 3.00in 22 oo Lo J 0 Q 0 N J Q J J � 1,6.MIN J [0 N � H u N � m EXIST 0'-10" x 0'-10" N LL: 172p1 CONC COLUMNS, TYP N X SL: 131 plf — — — — — — — — — — — — — — — — — --------------- w ------- DL: 974pl ------------------ - --- EXIST CONC BEAM, a. TYP < H b U h Q Q co N ti N N � N X w i J J J v, —1 LL.584p , —LL: 643plf SL: 250plf, DL: 1257plf S 480p f, n rT-- UL 33 plf LL: 620plf, DL: LL: 3 plf, DL: 120plf BM18 of m LL: 620plf, SL: 250plf, DL: 1245plf 6 Ln U, M M H H O O N � 1-I N ui w CU II� H`c.,, 'x BM22 BM20 LL: 172p1 , L: 131 plf, BM10 +,�, m L, ,�. H v N 0 N X @J w EXIST W10x15 ul ii � LL: 30 pl DL: 112p1f II L 40 plf, DL: 150p1f— BIMIN�R EBM161R Ll c 'i 0 NLn / IV wH_@) C+ LL: L�UpIT, UL:-IU'Ip Q BM14 u 0 Ln M r-I Qv _ Ln 2 m -LL- 420 If, DL-157.5plf DL: 180pif, LL: 480plf EXIST W8x20 o r, LL: 273plf, DL:283plf 0 + BM 14 Co - @) o� m 0 N r-I N w I 0- co L� s" � ti� —LL: 726��r, SL: 480plf, - 22plf LL: 240#, SL:100#, DL: 350# H`'`' "..".(x BM22 LL: 172plf SL: 131 plf, DL: 974plf HBM22(X 0 y FBM22xx ss. - - - - - - - - - - - - - - - - - - - - -❑- - - - - - - - - - - - - - - - - - - - - - - ❑- - - - - - - - - - - - - - - - - - - - - El---------------------- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Q D cn X CJ r U Y r r cn 3 N C') V) m N m -L ,_ X Q w v) pif- s,S :480plf, `r 103plf 7616� f%K H DR LOWER FLOOR FRAMING PLAN TYPICAL FLOOR FRAMING PLAN NOTES: 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S5.1. 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. 3. ALL DIAPHRAGMS UNBLOCKED UNO BY NOTE 4. 4. FAHATCHED AREAS INDICATE BLOCKED DIAPHRAGM W/ 10d COMMON NAILS @ 4" OC AT ALL PANEL EDGES. ALL CANTILEVERED AREAS SHALL BE BLOCKED DIAPHRAGM. 5. REFER TO SHEET S5.1 THRU S5.3 FOR TYPICAL FLOOR FRAMING DETAILS. 6. �� INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN, TYP. MAIN FLOOR FRAMING PLAN SCALE: 1/4" = 1'-0" Ln M H v N 0 w @J 0 N 0 m 0 N_ + : 400"f, 7. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2" 0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN. 8. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. 9. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 46 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. 10. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. 11. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 12. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 676plf, C BM12 w @! M F- N rl X w �pIT, SL: HBM23(X EXIST 3 1/8" x12"GLB L+/ 150p R�/IY BM13 EXIST 12" TJI 35 @ 16" OC 352plf LL: 537plf, SL: 250plf, DL- 1214plf 1125# LL:260pif, ) DL:98plf EST 3 1/8" x 12" GLB Q 00 J 0 CL Lo N N J U) J J �r •• r �) LL: 535plf, SL: Oplf, L- 1084p1 w - HSS Xxxxx BM23 N U 0 X � X Lu N X Ln m M — w N N w LL: 529Ifx DL: 195plf BM11 u u)1, spa o i U Ln ool /q� H N rr r N 6j L: 287plf, ESL: 225plf, DL: 665p f N N 0 r N W 0 MIN: 4x6 H F#2 FJ2: 9 1/2" TJI° 110 � 16" OC (MIN) B M 10: 4x 10 H F#2 BM11: W10x15 B M 12: W 10x39 BM13: 4x10 HF#2 BM 14: 3-1/2"x9-1/4" PSL BM15: W10x19 BM 16: 3-1/2"x9-1/4" PSL BM 17: 3-1/2"x9-1/4" PSL BM 18: 3-1/21lx9-1/4" PSL BM19: W10x19 BM20: W8x10 BM21: W8x10 BM22: HSS 4x4x1/4 B M 23 : HSS 8x8x3/8 FLOOR JOIST DESIGN FJ 2 W WpL = 15psf WLL = 40psf IF IF IF IF IF IF IF IF IF IF IF L = 11' (CLEAR SPAN) o TRIBUTARY WIDTH = 16" OC � L � T T R R FLOOR BEAM DESIGN BM10 W Wpt = 147 plf Wtt = 217 plf LENGTH (L) = 8' (DESIGN SPAN) \W = Wpt+WLL = 364plf 1 L 1 I I R R BM11 W Wot = 195plf WLL = 520plf IL IF IF IF IF IF IF IF IF IF IF LENGTH (L) = 16.67' (CLEAR) 0 L i BM12 W WpL = 352plf WLL = 676plf LENGTH (L) = 22.83' (CLEAR) 0 L i Per FORTEWEB° FJ2 V:403# (33%) M:1143FT-# (46%) 0: L/356 (27.4%) R: DL = 116# ILL = 309# USE 9 1/2" TJI® 110 @ 16" OC PER BEAM SPAN TABLE CAPACITY = 364/530 (68.7/0) R: DL = 588# ILL = 856# USE 410 HF#2 Per ENERCALC° BM11 V:7.62k-ft (14.2%) M:24.9k-ft (62.2%) A: L/320 (74%) R: DL = 1630# LL = 4334# USE W10x15 MIN Per ENERCALC° BM12 V:9.5k-ft (18.6%) M:39.6k-ft (73.4%) 0: L/281 (85.4%) R: DL = 3859# ILL = 5634# USE W10x39 MIN Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 24 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 FLOOR BEAM DESIGN nn nil -) W WpL = 150 plf WLL = 400 plf IF IF IF IF IF IF IF IF IF IF IF LENGTH (L) = 7' (DESIGN SPAN) 0 L I I R R nnn9 n W WDL = 283 plf WLL = 273 plf IL IF IF IF IF IF IF IF IF IF IF LENGTH (L) = 10' (DESIGN SPAN) 0 L I I R R BM15 P p 0 4.66' 8.66' - L R R nn n'IC I R R PpL = 1026# PLL = 2730# LENGTH (L) = 13.75' (CLEAR) PpL = 1026# PLL = 2730# WpL = 400 plf WLL = 150 plf LENGTH (L) = 3' (DESIGN SPAN) PER BEAM SPAN TABLE CAPACITY = 550/692 (79.5%) R: DL = 525# LL = 1400# USE 4x10 HF#2 PER BEAM SPAN TABLE CAPACITY = 556/926 (65.2%) R: DL = 1415# LL = 1365# USE 3-1/2"x9-1/4" PSL Per ENERCALC° BM15 V:3.87k-ft (7.6%) M:18.51k-ft (77.3%) A: L/738 (32.5%) R: DL = 1058# LL = 2815# USE W10x19 MIN Per ENERCALC° BM16 V:826psi (28%) M:18.51k-ft (36.5%) A: L/3552 (6.83 % ) R: DL = 1111# LL = 1590# USE 3-1/2"x9-1/4" PSL Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 25 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 BM17 P Pp, = 1130# P, = 2620# LENGTH (L) = 8.66' (DESIGN SPAN 4.5'� L R R BM18 W WpL = 120 plf WLL = 320 plf IL —IF IF IF IF IF IF IF IF IF IF LENGTH (L) = 11' (DESIGN SPAN) 0 L Per ENERCALC° BM17 V:90.28psi (31.1%) M:1944psi (66.9%) A: L/545 (44%) R: DL = 590# LL = 1360# IUSE PSL 3-1/2"x9-1/4" PER BEAM SPAN TABLE CAPACITY = 440/640 (68.8%) R: DL = 660# LL = 1760# USE PSL3-1/2"x9-1/4" I I R R BM19 P1 P2 Per ENERCALC° BM19 P1p� = 660# V: 9.122k-ft (17.9%) IF P1�� = 1760# M: 119.94k-ft (87.8%) P2pt = 2287# P2LL = 6150# p; L/721 (33.3%) o 11.5' LENGTH (L) = 16' (CLEAR) R1: DL = 470# LL = 1260# 14' R2: DL = 2480# LL = 6650# L R1 R2 IUSE W10x19 MIN BM20 W WpL = 510plf WLL = 270plf WSJ = 112.5plf \LENGTH (L) = 10' (DESIGN) 1 L 1 I I R R Per ENERCALC° BM20 V:3.98k-ft (14.9%) M:9.96k-ft (82.6%) A: L/595 (40.3%) R: DL = 2550# LL = 1350# SL = 563# USE W8x10 MIN Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 26 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 BM21 P P: DL = 2550# P: LL = 1350# IF P: SL = 563# LENGTH (L) = 9' (DESIGN) L i BM22 W WpL = 350plf WLL = 240plf WSt = 100PIf LENGTH (L) = 9' (DESIGN) L R R BM23 P W WpL = 1675plf WLL = 817plf IL I rIF IF IF IF WSJ = 350plf �P: DL = 2940# P: LL = 1015# L P: SL = 1385# R R LENGTH (L) = 12' (DESIGN) Per ENERCALC° BM20 V:3.18k-ft (11.8%) M:5.80k-ft (32.5%) A: L/1561 (15.4%) R: DL = 2320# LL = 1076# SL = 114# USE W8x10 MIN Per ENERCALC° BM22 V:2.73k-ft (9.9%) M:6.13k-ft (52.3%) A: L/272 (88.3%) R: DL = 1570# LL = 1080# SL = 450# USE HSS 4x4x1/4 MIN Per ENERCALC° BM22 V:13.61k-ft (15.6%) M:16.99k-ft (64.1%) A: L/361 (66.7%) R: DL = 11870# LL = 1270# SL = 1050# USE HSS 8x8x3/8 MIN Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 27 2504th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 EXISTING BEAM ANALYSIS BM EX3 W8x20 (Fy = 36ksi ASSUMED) W W: DL = 180#/ft, LL = 480#/ft PER ENERCALC° RESULTS LENGTH (L) =' (CLEAR) EXISTING W8x20 IS ADEQUATE L R R BM EX4 W10x21 (Fy = 36ksi ASSUMED) Pi P2 P1: DL = 8275, LL = 3685#, SL = 2.435 P2: DL = 2655#, LL = 180#, SL = 1125# 3,666 LENGTH (L) = 26' (CLEAR) PER ENERCALC° RESULTS 7-14.33'---11.66' EXISTING W10x21 IS r ADEQUATE R R R C 4 Mw Description Member Design sY MRD Date12/18/2023 Checked Date ENGINEERING Scale NTS Sheet No. 28 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Project Cole Residence Job No. 23096.10 .IFORTEWEB MEMBER REPOR' Level, Floor: Joist 1 piece(s) 9 1/2" THO 110 @ 16" OC PASSED H 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) 417 @ 2 1/2" 1041 (2.25") Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 403 @ 3 1/2" 1220 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1143 @ 5' 9 1/2" 2500 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.111 @ 5' 9 1/2" 0.279 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.153 @ 5' 9 1/2" 0.558 Passed (L/875) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 52 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 116 309 425 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 116 309 425 1 1/4" Rim Board • Kim uoam is assumea m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 8" o/c Bottom Edge (Lu) 11' 5" 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) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 11' 7" 16" 15.0 40.0 Default Load 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Veyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties elated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is esponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Veyerhaeuser 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-138-, nd/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to iww.weyerhaeuser.com/woodproducts/document-library. 'he product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Mitchell Delap CIS Engineering (425) 778-8500 MitchD@cgengineering.com 1/5/2024 �49:26 PM UTC AForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: FLOOR Page 1 / 1 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM11 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at 0.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.333 ft k W10x15 Span = 16.670 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.1950, L = 0.520 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.622 : 1 Maximum Shear Stress Ratio = W10x15 Section used for this span 24.836 k-ft Va : Applied 39.920 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.454 in Ratio = 440 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.625 in Ratio = 320 > 180 Span: 1 : +D+L 0 in Ratio = 0 <180 n/a Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span 0.130 : 1 W10x15 5.960 k 46.0 k +D+L 0.000 ft Span # 1 Load Combination Max. "+" Defl Location in Span +D+L 1 Vertical Reactions 0.6246 8.383 Support notation : Far left is # Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.960 5.960 Max Upward from Load Combinations 5.960 5.960 Max Upward from Load Cases 4.334 4.334 D Only 1.625 1.625 +D+L 5.960 5.960 +D+0.750L 4.876 4.876 +0.60D 0.975 0.975 L Only 4.334 4.334 0.0000 0.000 Values in KIPS 30 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: Copy of BM11 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.333 ft W 10x39 Span = 22.830 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.3520, L = 0.6760 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.595 : 1 Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span W10x39 Section used for this span W10x39 Ma: Applied 69.516 k-ft Va : Applied 12.180 k Mn / Omega: Allowable 116.766 k-ft Vn/Omega : Allowable 62.496 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.683 in Ratio = 400 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 1.081 in Ratio = 253 > 240. Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 1.0810 11.480 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 12.180 12.180 Max Upward from Load Combinations 12.180 12.180 Max Upward from Load Cases 7.717 7.717 D Only 4.463 4.463 +D+L 12.180 12.180 +D+0.750L 10.251 10.251 +0.60D 2.678 2.678 L Only 7.717 7.717 31 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM15 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 0.0 ft D(1 .026), L(2.730) Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 1.026, L = 2.730 k @ 8.660 ft Point Load : D = 1.026, L = 2.730 k @ 4.660 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection W10x19 Span = 13.750 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi D(1 .026), L(2.730) Service loads entered. Load Factors will be applied for calculations. 0.773 : 1 Maximum Shear Stress Ratio = W10x19 Section used for this span 18.518 k-ft Va : Applied 23.969 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.162 in Ratio = 1,015 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.224 in Ratio = 738 > 240. Span: 1 : +D+L 0 in Ratio = 0 <240.0 n/a 0.076 : 1 W10x19 3.873 k 51.0 k +D+L 0.000 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2236 6.875 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.873 3.639 Max Upward from Load Combinations 3.873 3.639 Max Upward from Load Cases 2.815 2.645 D Only 1.058 0.994 +D+L 3.873 3.639 +D+0.750L 3.170 2.977 +0.60D 0.635 0.596 L Only 2.815 2.645 32 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM16 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2900 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2900 psi Ebend- xx 2000ksi Fc - Prll 2900 psi Eminbend - xx 1016.535ksi Wood Species il-evel Truss Joist Fc - Perp 750 psi Wood Grade Parallam PSL 2.0E Fv 290 psi Ft 2025psi Density 45.07pcf Beam Bracing Completely Unbraced Applied Loads Beam self weight NOT internally calculated and added Point Load : D = 1.026, L = 2.730 k @ 1.50 ft Uniform Load : D = 0.40, L = 0.150 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.279 1 Section used for this span 3.5x9.25 fb: Actual = 826.04 psi F'b = 2,961.71 psi Load Combination +D+L Location of maximum on span = 1.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.010 in Ratio = Max Upward Total Deflection 0 in Ratio = Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.365 : 1 Section used for this span 3.5x9.25 fv: Actual = 105.71 psi F'v = 290.00 psi Load Combination +D+L Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 5647 —360 Span: 1 : L Only 0 <360 n/a 3552 —240 Span: 1 : +D+L 0 <240 n/a Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0101 1.511 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.703 2.703 Max Upward from Load Combinations 2.703 2.703 Max Upward from Load Cases 1.590 1.590 D Only 1.113 1.113 +D+L 2.703 2.703 +D+0.750L 2.306 2.306 +0.60D 0.668 0.668 L Only 1.590 1.590 33 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM17 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 2,900.0 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 2,900.0 psi Ebend- xx 2,000.Oksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species il-evel Truss Joist Fc - Perp 750.0 psi Wood Grade Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(1.13),L(2.62) Applied Loads Beam self weight NOT internally calculated and added Point Load : D = 1.130, L = 2.620 k @ 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.669 1 Section used for this span 3.5x9.25 fb: Actual = 1,943.76 psi F'b = 2,905.22 psi Load Combination +D+L Location of maximum on span = 4.488ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.133 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.191 in Ratio = Max Upward Total Deflection 0 in Ratio = Overall Maximum Deflections 3.5x9.25 Span = 8.660 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.311 : 1 Section used for this span 3.5x9.25 fv: Actual = 90.28 psi F'v = 290.00 psi Load Combination +D+L Location of maximum on span = 4.520ft Span # where maximum occurs = Span # 1 780 —360 Span: 1 : L Only 0 <360 n/a 545 —240 Span: 1 : +D+L 0 <240 n/a Load Combination Span Max. "" Defl Location in Span Load Combination +D+L 1 0.1905 4.393 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.801 1.949 Max Upward from Load Combinations 1.801 1.949 Max Upward from Load Cases 1.259 1.361 D Only 0.543 0.587 +D+L 1.801 1.949 +D+0.750L 1.487 1.608 +0.60D 0.326 0.352 L Only 1.259 1.361 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS 34 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: BM19 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 0.660, L = 1.760 k @ 11.50 ft Point Load : D = 2.287, L = 6.150 k @ 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections W10x19 Span = 16.0 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi L(1.760) D(2.287),L(6.150) Service loads entered. Load Factors will be applied for calculations. 0.878 : 1 Maximum Shear Stress Ratio = W10x19 Section used for this span 19.942 k-ft Va : Applied 22.701 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.194 in Ratio = 990 —360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.266 in Ratio = 721 —240. Span: 1 : +D+L 0 in Ratio = 0 <240.0 n/a 0.179 : 1 W10x19 9.122 k 51.0 k +D+L 14.034 ft Span # 1 Load Combination Span +D+L 1 Vertical Reactions Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.2662 9.051 0.0000 0.000 Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.735 9.122 Max Upward from Load Combinations 1.735 9.122 Max Upward from Load Cases 1.264 6.646 D Only 0.472 2.476 +D+L 1.735 9.122 +D+0.750L 1.419 7.460 +0.60 D 0.283 1.485 L Only 1.264 6.646 35 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM20 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D(0.510) Q0.270) S(0.1125) Span = 10.0 ft Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.510, L = 0.270, S = 0.1125 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.826: 1 Section used for this span W8x10 Ma: Applied 9.961 k-ft Mn / Omega: Allowable 12.063 k-ft Load Combination +D+0.750L+0.750S Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.068 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.202 in Ratio = Max Upward Total Deflection 0 in Ratio = Overall Maximum Deflections Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1,756 -360 Span:1 LOnly 0 <360 n/a 595 -240. Span: 1 : +D+0.750L+0.750S 0 <240.0 n/a 0.149 : 1 W8x10 3.984 k 26.826 k +D+0.750L+0.750S 0.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.2017 5.029 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.984 3.984 Max Upward from Load Combinations 3.984 3.984 Max Upward from Load Cases 2.550 2.550 D Only 2.550 2.550 +D+L 3.900 3.900 +D+S 3.113 3.113 +D+0.750L 3.563 3.563 +D+0.750L+0.750S 3.984 3.984 +0.60D 1.530 1.530 L Only 1.350 1.350 S Only 0.563 0.563 36 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: BM21 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D(2.550) L(1.350) S(0.5630) W8x10 Span = 9.0 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi 1094 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 2.550, L = 1.350, S = 0.5630 k @ 1.830 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.325: 1 Section used for this span W8x10 Ma: Applied 5.796 k-ft Mn / Omega: Allowable 17.826 k-ft Load Combination +D+0.750L+0.750S Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.069 in Ratio = Max Upward Total Deflection 0 in Ratio = Overall Maximum Deflections Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 4,606 -360 Span: 1 : L Only 0 <360 n/a 1561 -240. Span: 1 : +D+0.750L+0.750S 0 <240.0 n/a 0.118 : 1 W8x10 3.175 k 26.826 k +D+0.750L+0.750S 0.000 ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0692 3.934 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.175 0.810 Max Upward from Load Combinations 3.175 0.810 Max Upward from Load Cases 2.032 0.519 D Only 2.032 0.519 +D+L 3.107 0.793 +D+S 2.480 0.633 +D+0.750L 2.838 0.724 +D+0.750L+0.750S 3.175 0.810 +0.60D 1.219 0.311 L Only 1.076 0.275 S Only 0.449 0.114 37 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: BM22 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending HSS4x4x1 /4 Span = 9.0 ft i Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.350, L = 0.240, S = 0.10 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.523 : 1 Maximum Shear Stress Ratio = 0.099 : 1 Section used for this span HSS4x4x1 /4 Section used for this span HSS4x4x1 /4 Ma: Applied 6.126 k-ft Va : Applied 2.723 k Mn / Omega: Allowable 11.702 k-ft Vn/Omega : Allowable 27.634 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.157 in Ratio = 686 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.397 in Ratio = 272 -240. Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240.0 n/a Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.3966 4.526 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.723 2.723 Max Upward from Load Combinations 2.723 2.723 Max Upward from Load Cases 1.575 1.575 D Only 1.575 1.575 +D+L 2.655 2.655 +D+S 2.025 2.025 +D+0.750L 2.385 2.385 +D+0.750L+0.750S 2.723 2.723 +0.60D 0.945 0.945 L Only 1.080 1.080 S Only 0.450 0.450 Project Title: Engineer: Project ID: Project Descr: Steel Beam LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING DESCRIPTION: BM23 CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield Beam Bracing : Completely Unbraced E: Modulus: Bending Axis : Major Axis Bending D(2.940) L(115) S(1.385) D(1.67. L(0.120)S(0.050) HSS8x8x3/8 Span = 12-0 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 50.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 1.675, L = 0.120, S = 0.050 k/ft, Tributary Width = 1.0 ft Point Load : D = 2.940, L = 1.015, S = 1.385 k @ 5.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.641 : 1 Section used for this span HSS8x8x3/8 Ma: Applied 46.988 k-ft Mn / Omega: Allowable 73.353 k-ft Load Combination +D+0.750L+0.750S Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.041 in Ratio = Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.399 in Ratio = Max Upward Total Deflection 0 in Ratio = Overall Maximum Deflections Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 3,507 -360 Span: 1 : L Only 0 <360 n/a 361 -240. Span: 1 : +D+0.750L+0.750S 0 <240.0 n/a 0.156 : 1 HSS8x8x3/8 13.608 k 87.183 k +D+0.750L+0.750S 0.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.3985 5.966 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 13.608 13.213 Max Upward from Load Combinations 13.608 13.213 Max Upward from Load Cases 11.868 11.623 D Only 11.868 11.623 +D+L 13.138 12.808 +D+S 12.918 12.558 +D+0.750L 12.821 12.512 +D+0.750L+0.750S 13.608 13.213 +0.60D 7.121 6.974 L Only 1.270 1.185 S Only 1.050 0.935 39 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: W8x20 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending u W8X2o Span = 13.50 ft Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.438 : 1 Maximum Shear Stress Ratio = W8x20 Section used for this span 15.036 k-ft Va : Applied 34.311 k-ft Vn/Omega : Allowable +D+L Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.179 in Ratio = 904 > 360 Span: 1 : L Only 0 in Ratio = 0 <360 n/a 0.246 in Ratio = 658 > 180 Span: 1 : +D+L 0 in Ratio = 0 <180 n/a 0.153 : 1 W8x20 4.455 k 29.070 k +D+L 0.000 ft Span # 1 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.2462 6.789 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.455 4.455 Max Upward from Load Combinations 4.455 4.455 Max Upward from Load Cases 3.240 3.240 D Only 1.215 1.215 +D+L 4.455 4.455 +D+0.750L 3.645 3.645 +0.60D 0.729 0.729 L Only 3.240 3.240 MR Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM EX4 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(2.655) L(0_180) M4WZ64) L(3.685) S(2.435) W 1 Ox21 Span = 14.330 ft Applied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 8.275, L = 3.685, S = 2.435 k @ 9.330 ft Point Load : D = 2.655, L = 0.180, S = 1.125 k @ 5.660 ft Load(s) for Span Number 2 Point Load : D = 0.740, L = 1.755 k @ 6.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.744: 1 Section used for this span W10x21 Ma: Applied 32.228 k-ft Mn / Omega: Allowable 43.293 k-ft Load Combination +D+0.750L+0.750S Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.073 in Ratio = Max Upward Transient Deflection -0.025 in Ratio = Max Downward Total Deflection 0.319 in Ratio = Max Upward Total Deflection -0.093 in Ratio = 101111111,11 Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Fy : Steel Yield : 36.0 ksi E: Modulus: 29,000.0 ksi D(0.740)1 L(1 _755) W 1 Ox21 Span = 11.660 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2,354 > 360 Span: 2: S Only 5,601 > 360 Span: 2: S Only 538 > 180 Span: 2: +D+0.750L+0.750S 1505 > 180 Span: 2: +D+S 0.339 : 1 W 10x21 11.609 k 34.214 k +D+0.750L+0.750S 9.343 ft Span # 1 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.3193 7.165 0.0000 0.000 2 0.0000 7.165 +D+S-0.0930 4.757 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Support 3 Max Upward from all Load Conditions 4.890 14.729 0.350 Max Upward from Load Combinations 4.890 14.729 Max Upward from Load Cases 3.346 9.322 0.350 Max Downward from all Load Conditions (Resit -1.435 Max Downward from Load Combinations (Resi -1.435 Max Downward from Load Cases (Resisting Ut -0.998 D Only 3.346 9.322 -0.998 41 +D+L 4.229 13.709 -0.648 +D+S 4.521 12.144 -1.435 +D+0.750L 4.008 12.613 -0.736 +D+0.750L+0.750S 4.890 14.729 -1.063 Project Title: Engineer: Project ID: Project Descr: Steel Beam dM Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: BM EX4 Vertical Reactions Load Combination +0.60D L Only S Only Support notation : Far left is #' Values in KIPS Support 1 Support 2 Support 3 2.008 5.593 -0.599 0.883 4.387 0.350 1.175 2.821 -0.437 VA Steel Column LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: NEW 3x3x3/8 Code References Calculations per AISC 360-16, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Section Name : HSS3x3x3/8 Analysis Method : Allowable Strength Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Cole Residence.ec6 (c) ENERCALC INC 1983-2023 Overall Column Height 9.0 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 = 9.0 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 109.530 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, D = 12.290, L = 16.740 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.7829 : 1 Maximum Load Reactions. . Load Combination +D+L Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are ... Top along Y-Y 0.0 k Pa: Axial 29.140 k Bottom along Y-Y 0.0 k Pn / Omega: Allowabl( 37.220 k Ma-x : Applied 0.0 k-ft Maximum Load Deflections ... Mn-x / Omega: Allowable 5.838 k-ft Along Y-Y 0.0 in at 0.0ft above base for load combination Ma-y : Applied 0.0 k-ft Mn-y / Omega: Allowable 5.838 k-ft Along X-X 0.0 in at 0.0ft above base for load combination PASS Maximum Shear Stress Rati( 0.0 : 1 Load Combination 0.0 Location of max.above base 0.0 ft At maximum location values are ... Va : Applied 0.0 k Vn / Omega: Allowable 0.0 k Maximum Reactions Note: Only non -zero reactions are listed. Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top D Only 12.400 +D+L 29.140 +D+0.750L 24.955 +0.60D 7.440 L Only 16.740 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Axial @ Base Maximum 29.140 " Minimum 7.440 Reaction, X-X Axis Base Maximum 12.400 " Minimum 12.400 Reaction, Y-Y Axis Base Maximum 12.400 " Minimum 12.400 Reaction, X-X Axis Top Maximum 12.400 " Minimum 12.400 Reaction, Y-Y Axis Top Maximum 12.400 .1 Minimum 12.400 Moment, X-X Axis Base Maximum 12.400 .1 Minimum 12.400 43 Project Title: Engineer: Project ID: Project Descr: Steel Column Am Amm Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: NEW 3x3xl/4 Extreme Reactions Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top Moment, Y-Y Axis Base Maximum 12.400 " Minimum 12.400 Moment, X-X Axis Top Maximum 12.400 " Minimum 12.400 Moment, Y-Y Axis Top Maximum 12.400 " Minimum 12.400 Sketches +Y +X C GI --------------------------- --------------------------- I I I — — — — I I I j EXISTING 4'-0" x 4'-0" x V-0" I DEEP FTG W/ (3) #6 BOT I BARS EA WAY, TYP — — — — — __j I I I I I I I I 8'4" 3'-2" 8'4" ol 11'-3 1/2" 91_01. p� �. ��. O II I I I I I j I I I L______-I I I I I I I --------------------------------� I I I I I -----------------------------� I I I II I II I II I I I I L.C. 4 = 10.8k I I 12.5x2.5 FOOTING I I I � h1Y-121 5 EXISTING SLAB I ° ON GRADE I I I I I I I I I I I I I I I I I I I I I I I I I I I SLAB ON GRADE q m N M 12'-2" — — — — — — — — — — — — — — — — — — — — — J#` L.C. 4 = 11.36k 2.5x2.5FOOTING I I I I I I I I I I I I 4'-0 3/4" I I IN T-0" FX - I I _J 19 T-11/2" ------------------------ J------- L.C. 4 = 9.5k �#v�� L.C. 4 = 9.5k 2.5x2.5 FOOTING O�hyp'li' ,��' 2.5x2.5 FOOTING O EXISTING 2'-3" x 4'-6" FTG �Z---------- r--- _-- I I IL — — — — — — — — — — — — --7 F— ____1 ---------------J L_ -------------- ----- --------- ----- 6 p� I — — — — — r------------0 —— — J —T.�2-43k ----- I s 9 1R c� L.C. 2 - 17974# 4'STEM WALL 7974# D �3 00�k — — 2x2 FOOTING I I $61y° I 2'-2" FOOTING SUFFICIENT I I I I I IL L.C. 3= 9.13k I I I I I 2.25x2.25 FOOTIN I I I I n I I I I I I I I II p I I L.C. 2 = 29030# p0 % O I L.C. 2 = 13010# I I J 0 4' STEM WALL AND h �� 4' STEM WALL AND I I I EXISTING 2'-3" x 4'-6" FTG I FOOTING SUFFICIENT I FOOTING SUFFICIENT I I I I I I I I I I I FX EXISTING T-0" x 2'-0" FTG I I FX I I I I I II I I--� I I I 1 u u o o o U L U u I u u u u i u� L.C. 2= 8.16k I 1 I I p L.C. 2 = 4. k co;kp 2x2 FOOTING 2x2 FOOT NG I I I I 1 1 I I I II 1 I II I I I I 1 I 1 --------� ----1 I 1 ----------= 1 I IL------------------------------------------------ I I I I 1 1 1 1 r— — — — — — — — — — — — — — — — — — — — — — — — — — — I I L-------------------------------------------- FOUNDATION PLAN NOTES: 1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE. 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS SPECIFIED IN THE SOILS REPORT. 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC REINF. SLAB SHALL BE POURED OVER A 2" SAND LAYER OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" CRUSHED ROCK. 4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION. 5. Q INDICATES FOOTING TYPE. REFER TO FOOTING SCHEDULE ON SHEET S3.1 FOR SIZE & REINFORCEMENT 6. REFER TO SHEET S4.1 AND S4.2 FOR FOUNDATION DETAILS. 7. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1 FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. FOUNDATION PLAN SCALE: 1/4" = V-0" L----------- I I 1 1 I 11 1 1 I 1 I I 1 1 1 I I 1 I 1 1 1 I 1 1 I 1 1 1 I 1 1 I 1 I 1 I 1 1 I 1 1 1 1 1 1 1 II 1 IL _ 3 11 1 I 1 1 1 1 1 1 1 1 1 11 1 1 1 1 _— I I _ 1 8. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. REFER TO HOLDOWN 1 1 1 SCHEDULE ON SHEET S3.1 FOR HOLDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR 1 I 1 BOLT LOCATIONS. II 11 1 9. REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET S3.1 FOR LOCATION OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 10. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH 1 ____--- ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. --- 11. REFER TO DETAIL 3/S4.1 FOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. 12. CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION, WATERPROOFING, AND BACKFILL & DRAINAGE BEHIND RETAINING WALLS PER GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL CONDITIONS DURING CONSTRUCTION (AND GROUNDWATER CONDITIONS) AS REQUIRED, AND PROVIDE ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. T-0" 0 T-0" 4'-0" 9) ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 I XX/ XX/ XX x x � x x x Q DESIGN: JDM DRAWN: LVW CHECK: DMT JOB NO: 23096.10 DATE: XX/XX/XX Z CO Q N 0 O W co 0� Z w O 0 0 m W �V a 0 0 w Z Z La � J O � � 0 O w 3 U r--- La L._ � SHEET: S201 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. Foundation Design 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: 2000 PSF 1.33 Feet = 12660 PLF (Note that this values exceeds all bearing wall loads) opteau ruuwiU n .. • %Aiti,,.,, If load exceeds 2660 PSF * 2 Feet = 5.3 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 8 Kips 2.5 x 2.5 13 Kips 3 x 3 18 Kips 3.5 x 3.5 25 Kips Description Gravity Design BY MRD Date 01/05/24 Columns / Bearing Walls / Foundations checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Cole Residence Job No.23096.10 Edmonds, WA 98020 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 = 1.305 Lat. = 47.838 St = 1.044 Long. _ -122.355 SMS = FaSs = 1.566 Fa = 1.200 SMt = F St = 1.775 Fv = 1.700 SDS = (2/3)SMs = SDt = (2/3)SMt = Ta = Cthnx R Factor = IE Factor = 1.044 1.183 0.28 Ct = 0.02 hn = 33.625 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.046 W V = (SDSIW)/R = 0.161 W V = (SD1 IW)/RTa = 0.652 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 J D M 12/08/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Cole Residence 47 Edmonds, WA 98020 23096.10 12/8/23, 9:14 AM ATC Hazards by Location 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_ nTCHazards by Location Search Information Address: 17802 Talbot Rd, Edmonds, WA 98026, USA Coordinates: 47.8379213,-122.3547365 Elevation: 91 It Ti mestam p: 2023-12-08T17:14:25.926Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.305 MCER ground motion (period=0.2s) S1 0.462 MCER ground motion (period=1.0s) SMS 1.566 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.044 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Port Aongeles. ror : asegwm -` ,ar svdle WI gift Kett IE o v IVMOIC a� Edm nds Additional Information 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 0.906 Coefficient of risk (0.2s) CR1 0.894 Coefficient of risk (1.0s) PGA 0.559 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.67 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.305 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.44 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.627 Factored deterministic acceleration value (0.2s) S1 RT 0.462 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.516 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 1.112 Factored deterministic acceleration value (1.0s) PGAd 0.928 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Mt. Baker-Snoqualrnie National Forest the oRedmond ReocK- o Map data ©�Googlerta 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. 48 Disclaimer https://hazards.atcouncil.org/#/seismic?lat=47.8379213&ing=-122.3547365&address=17802 Talbot Rd%2C Edmonds%2C WA 98026%2C USA 112 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 1BC ASCE 7-16 Building Exposure Exp.= D 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= 38.125 Mean Roof Height (feet) hmean= 33.625 Building Length (feet) L= 88.5833 Building Width (feet) W= 51.365 End Zone Width, a (feet) a= 5.1365 Figure 28.6-1 Roof Angle Angle= 26.6 Design Wind Pressure, psi PS30A= 18.1 Figure 28.6-1 Design Wind Pressure, psi PS30B= 5.7 Figure 28.6-1 Design Wind Pressure, psi ps30c= 13.5 Figure 28.6-1 Design Wind Pressure, psi P530D= 5.0 Figure 28.6-1 Height/Exposure Adjustm, Amaz 1.69 Topo. Effect Coeff., KZt KZt 1.36 Vasd = Vult*VO.6 Section 1609.3.1 ULT ASD ps=A* Kzt * PS3o ps=A* Kzt* ps30* 0.6 41.7 25.0 PS30A= PS30B= 13.0 7.8 pS30c= 31.0 18.6 PS30D= 11.6 1 6.9 Description By Date JDM 1/2/2024 Wind Summary Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Cole Residence 23096.10 • 12/8/23, 9:12 AM ATC Hazards by Location 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_ nTCHazards by Location Search Information Address: 17802 Talbot Rd, Edmonds, WA 98026, USA Coordinates: 47.8379213,-122.3547365 Elevation: 91 ft Ti mestam p: 2023-12-08T17:12:13.594Z Hazard Type: Wind ASCE 7-16 MRI10-Year----------------------------------- 67 mph MRI25-Year----------------------------------- 73 mph MRI50-Year----------------------------------- 78 mph MRI 100-Year --- ------- 83 mph Risk Category I ---- 92 mph Risk Category II 97 mph Risk Category III 104 mph Risk Category IV 108 mph ASCE 7-10 Port Angeles. arysville vi gift Kett Is la o v dm nds MRI 10-Year------------------------------ 72 mph MRI 25-Year------------------------------ 79 mph MRI 50-Year------------------------------ 85 mph MRI100-Year----------------------------- 91 mph Risk Category I ------------- 100 mph Risk Category II ---- 110 mph Risk Category III -IV - ---- 115 mph Mt. Baker-Snoqualrnie National Forest Seattle °Redmond 0 cK- o o Map Redata ©2023 Google Reporta map error ASCE 7-05 ASCE 7-05 Wind Speed ------------------- 85 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. 50 https://hazards.atcouncil.org/#/wind?lat=47.8379213&ing=-122.3547365&address=17802 Talbot Rd%2C Edmonds%2C WA 98026%2C USA 1/1 Topo North America TM 10 Her bourPointe )�_rfiic Point 9t . c serenI -I "--- x- L ce Norma Beach - TH ST-SW u' �nlic Point. NortF%Lynnwood nds Gulch _ x 'L m 3 adowdale ' a t '-H V Beverly Acres t m n �m m i 173RD PL-SW, l 99 IF a, Q 180 ST SW - b I Lf I =, D O j W Perrinville !, m aI n rkood g m pUGFT�' -- �L_yhh_WOod�AlderwoodVllage � x CASPERS_ST • V' ¢ m 1818 -- 99 Cedar Valle Puget- j�ST I a .4dnnd 104 Edmonds MAIN.-ST Seattle Heights N o < w 212TH ST SW y 212TH ST SW n n Edwards r Point r �` of of F _ m wAY �- a - - 3 If179 r p` °' w J A u4 i � n 220TH ST SW � 220TH; ST SW �� 1C- m a \Woodway �co�� Esperanoe } 179 n m � 2315T ST SW 450.2 ft 400 ft 300 ft H = 118.583' 200 ft - SITE Lh = 340.67' 100 ft x = 14.875' 340'-8" z = 33.625' Oftie 14'-10 1 /2" -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 433.1 ft Avg Grade: 4 Climb Elev: 646.1 ft Desc Elev: 213.1 ft Max. Elev: 450.2 ft Min. Elev: -1.4 ft Climb Dist: 1.5 mi Desc Dist: 3,837.2 ft Data use subject to license. TN Scale 1 : 62,500 r. © Del-orme. Topo North America- 10. ^ MN (14.5'E) m o % 1 1% 2 www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Hill Shape: 3D Axisymmetrical Hill Exposure: D Orientation: Downwind H = 75 ft Lh = 340.67 ft x = 14.875 ft z = 33.625 ft µ = 1.5 y= 4 K1= 0.253 KZ = 0.971 K3 = 0.674 Kit = 1.359 Dfagrems � x(t'prind) x(Mwnthd) 4 ESCARPMENT Spevil-up x(t'prindl r(Dawau ad) t -� — 1k � � H 2-D RIDGE OR 3-D 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 +KIK,K3)z Kt =determined from table below K, _ (I — IxIlpLn) K3 = Parameters for Speed -Up over Hills and Escarpments x,/IH/L.1 Exposure HIII shape e C O Upwind of Cra n, 'nd of Crest 'D ndjx, ow .alley. with ncgaUvc 11 in Ki /;.II/l.,, i 1 31) 1 .11 1 » ? I , I,S -D cccarpmcr.t, 41_75 0 S5 II-95 2.5 1.5 t 3].1S am5 I.s I.� *Equations per ASCE 7-16 Figure 26.8-1 ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA Description Kzt Calculation By )DM Date 1/2/2024 Checked Date Scale Sheet No. Project Cole Residence Job No. 23096.10 52 Q � =, ) 7 I k 016 v (Zmw C, u q ilk �'e4e P, l_ q ctk Description By � \ Date' ENGINEERING �� checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 53 project Job No. 425.778.85004 www.cgengineering.com "� ' to .I FO RTE W E B MEMBER REPORT PASSED Level, Full Height Stud 2 piece(s) 1 3/4" x 5 1/2" 1.55E TimberStrand@ LSL @ 16" OC 444444 Drawing is Conceptual Wall Height: 18' 8 1/2" Member Height: 18' 4" 0. C. Spacing: 16.00" Design Results Actual Allowed Result LDF Load: Combination Slenderness 34 50 Passed (68%) Compression (Ibs) 1380 10489 Passed (13%) 1.15 1.0 D + 1.0 S Plate Bearing (Ibs) 1380 8632 Passed (16%) -- 1.0 D + 1.0 S Lateral Reaction (Ibs) 297 1.60 1.0 D + 0.6 W Lateral Shear (Ibs) 282 6365 Passed (4%) 1.60 1.0 D + 0.6 W Lateral Moment (ft-Ibs) 1361 @ mid -span 6097 Passed (220) 1.60 1.0 D + 0.6 W Total Deflection (in) 0.82 @ mid -span 0.92 Passed (L/268) - 1.0 D + 0.6 W Bending/Compression 0.28 1 Passed (28%) 1.60 1 1.0 D + 0.6 W • Lateral deflection criteria: Wind (L/240) • Input axial load eccentricity for this design is 16.67% of applicable member side dimension. • Applicable calculations are based on NDS. • A bearing area factor of 1.107143 has been applied to base plate bearing capacity. • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NDS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple -member connection requirements. • A 4% increase in the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Hem Fir Base 2X Hem Fir Max Unbraced Length Comments 1' Lateral Connections Supports Connector Type/Model Quantity Connector Nailing Top Nails 8d (0.113" x 2 1/2") (Toe) 4 N/A Base Nails 8d (0.113" x 2 1/2") (Toe) 4 N/A System: Wall Member Type : Stud Building Code : IBC 2018 Design Methodology : Aso • Nailed connection at the top of the member is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Vertical Load Spacing Dead (0.90) Snow (1.15) Comments 1 - Point (PLF) 16.00" 938.0 97.0 Default Load Lateral Load Location Spacing Wind (1.60) Comments 1 - Uniform (PSF) Full Length 16.00" 40.5 • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. 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 Joshua Madison CG Engineering (425) 273-1187 joshm@cgengineering.com 1/2/2024 5.&8:01 PM UTC AForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Wey-h-user File Name: Cole Residence Page 1 / 1 v qoo P L6W , 1 l� AAA t 20 Y Mr rep-ALO Von;P C _ 2 2.4 o 2 (�j9 i 4 Description By J `( M Date ENGINEERING t Checked! Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 55 project _ Zt Job No. 425.778.8500 www.cgengineering.com Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of Full Height Column Code References Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 3.5x5.5 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Trus-Joist Overall Column Height 18.71 ft Wood Member Type TimberStrand LSL (Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species iLevel Truss Joist Exact Depth 5.50 in Cf or Cv for Bending 1.074 Wood Grade TimberStrand LSL 1.55E Area 19.250 inA2 Cf or Cv for Compressioi 1.0 Fb + 2325 psi Fv 310 psi Ix 48.526 inA4 Cf or Cv for Tension 1.0 Fb - 2325 psi Ft 1070 psi Iy 19.651 in 4 Cm :Wet Use Factor 1.0 Fc - Prll 2050 psi Density 45.01 pcf Ct : Temperature Fact 1.0 Fc - Per P 800 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1550 1550 1550 ksi Use Cr: Repetitive ? No Minimum 787.815 787.815 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 18.71 1 Applied Loads Column self weight included : 112.577 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 18.710 ft, D = 0.50, S = 0.80 k BENDING LOADS ... Lat. Point Load at 0.7083 ft creating Mx-x, W = 2.320 k Lat. Point Load at 16.833 ft creating Mx-x, W = 2.320 k DESIGN SUMMARY Bending & Shear Check Results Service loads entered. Load Factors will be applied for calculations. PASS Max. Axial+Bending Stress Ratio = 0.4607 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+0.60W Top along Y-1y 2.175 k Bottom along Y-Y 2.465 k Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 16.826 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 3.033 in at 10.046 ft above base Applied Axial 0.6126 k for load combination : W Only Applied Mx 2.449 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 383.529 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.2323 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.6279 ft Applied Design Shear 115.241 psi Allowable Shear 496.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.205 0.0840 PASS 0.0 ft 0.0 PASS 18.710 ft +D+S 1.150 0.162 0.1925 PASS 0.0 ft 0.0 PASS 18.710 ft +D+0.750S 1.150 0.162 0.1652 PASS 0.0 ft 0.0 PASS 18.710 ft +D+0.60W 1.600 0.117 0.4607 PASS 16.826 ft 0.2323 PASS 0.6279 ft +D+0.450W 1.600 0.117 0.3472 PASS 16.826 ft 0.1743 PASS 0.6279 ft +D+0.750S+0.450W 1.600 0.117 0.3999 PASS 16.826 ft 0.1743 PASS 0.6279 ft +0.60D+0.60W 1.600 0.117 0.4406 PASS 16.826 ft 0.2323 PASS 0.6279 ft +0.60D 1.600 0.117 0.04978 PASS 0.0 ft 0.0 PASS 516.710 ft Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of Full Height Column Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.613 +D+S 1.413 +D+0.750S 1.213 +D+0.60W 1.479 1.305 0.613 +D+0.450W 1.109 0.979 0.613 +D+0.750S+0.450W 1.109 0.979 1.213 +0.60D+0.60W 1.479 1.305 0.368 +0.60D 0.368 S Only 0.800 W Only 2.465 2.175 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.60W 0.0000 in 0.000ft 1.820 in 10.046ft +D+0.450W 0.0000 in 0.000ft 1.365 in 10.046ft +D+0.750S+0.450W 0.0000 in 0.000ft 1.365 in 10.046ft +0.60D+0.60W 0.0000 in 0.000ft 1.820 in 10.046ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft W Only 0.0000 in 0.000ft 3.033 in 10.046ft Sketches c 0 Ln 0 M-M, 2M +X Load 1 57 Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of Full Height Column - Deflection Code References Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name 3.5x5.5 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Trus-Joist Overall Column Height 18.71 ft Wood Member Type TimberStrand LSL ( Used for non -slender calculations) Exact Width 5. in Allow Stress Modification Factors Wood Species iLevel Truss Joist Exact Depth 5.50 in Cf or Cv for Bending 1.074 Wood Grade TimberStrand LSL 1.55E Area 28.875 inA2 Cf or Cv for Compressioi 1.0 Fb + 2325 psi Fv 310 psi Ix 72.789 inA4 Cf or Cv for Tension 1.0 Fb - 2325 psi Ft 1070 psi Iy 66.322 in 4 Cm :Wet Use Factor 1.0 Fc - Prll 2050 psi Density 45.01 pcf Ct : Temperature Fact 1.0 Fc - Per P 800 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 15.3.2 Basic 1550 1550 1550 ksi Use Cr: Repetitive ? No Minimum 787.815 787.815 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 18.71 1 Applied Loads Column self weight included : 168.866 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 18.710 ft, D = 0.50, S = 0.80 k BENDING LOADS ... Lat. Point Load at 0.7083 ft creating Mx-x, W = 0.9750 k Lat. Point Load at 16.833 ft creating Mx-x, W = 0.9750 k DESIGN SUMMARY Bending & Shear Check Results Service loads entered. Load Factors will be applied for calculations. PASS Max. Axial+Bending Stress Ratio = 0.1334 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+S Top along Y-1y 0.9141 k Bottom along Y-Y 1.036 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.8497 in at 10.046 ft above base Applied Axial 1.469 k for load combination : W Only Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 381.253 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.06510 : 1 Bending Compression Tension Load Combination +D+0.60W Location of max.above base 0.6279 ft Applied Design Shear 32.287 psi Allowable Shear 496.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.205 0.06115 PASS 0.0 ft 0.0 PASS 18.710 ft +D+S 1.150 0.162 0.1334 PASS 0.0 ft 0.0 PASS 18.710 ft +D+0.750S 1.150 0.162 0.1153 PASS 0.0 ft 0.0 PASS 18.710 ft +D+0.60W 1.600 0.117 0.1278 PASS 16.826 ft 0.06510 PASS 0.6279 ft +D+0.450W 1.600 0.117 0.09674 PASS 16.826 ft 0.04882 PASS 0.6279 ft +D+0.750S+0.450W 1.600 0.117 0.1146 PASS 0.0 ft 0.04882 PASS 0.6279 ft +0.60D+0.60W 1.600 0.117 0.1224 PASS 16.826 ft 0.06510 PASS 0.6279 ft +0.60D 1.600 0.117 0.03624 PASS 0.0 ft 0.0 PASS 58.710 ft Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Copy of Full Height Column - Deflection Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top D Only 0.669 +D+S 1.469 +D+0.750S 1.269 +D+0.60W 0.622 0.548 0.669 +D+0.450W 0.466 0.411 0.669 +D+0.750S+0.450W 0.466 0.411 1.269 +0.60D+0.60W 0.622 0.548 0.401 +0.60D 0.401 S Only 0.800 W Only 1.036 0.914 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750S 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.60W 0.0000 in 0.000ft 0.510 in 10.046ft +D+0.450W 0.0000 in 0.000ft 0.382 in 10.046ft +D+0.750S+0.450W 0.0000 in 0.000ft 0.382 in 10.046ft +0.60D+0.60W 0.0000 in 0.000ft 0.510 in 10.046ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft S Only 0.0000 in 0.000ft 0.000 in 0.000ft W Only 0.0000 in 0.000ft 0.850 in 10.046ft Sketches I. Load 1 LO L6 +Y 3.5x5.5 5.250 in +X .M 59 �10 - 72 __Pad 1 u LAO L- 124, R 1. r 4/6 Description By `�®,y Date ENGINEERING �,��y�;;�aa inl�tt �<tr"'; Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Job No. 61 project ��. q'� 1 A 425.778.8500 tr www.cgengineering.com Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cole Residence-6 LIC#'. KW-06015244,BuiH 11,23.2.14 CG ENGINEERING (c) ENERCALC INC lik3 022 DESCRIPTION: 4' Retaining Wall -Standard Footing Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 4.00ft AIIow Soil Bearing = 2,000.0 per Wall height above soil = O.00ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 psfM Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 it Passive Pressure Soil Density, Heel = 300.0 psf/R = 110.00 pct Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 40.0 Psf Lateral Load = 0.0 #Ift Used To Resist Sliding & 0'..40 in9 ...Height to Top Toimm = 00.0 R Surcharge Over Toe = 40.0 ...Height to = 0.00it Used for Sliding 80verturning Load Type = Wind W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Axial Live Load - 0.0 Ibs Axial Load Eccentricity = 0.0 in (Strength Level) Project Title: Engineer- Pmject ID: Project DesCr: Adjacent Footing Load Adjacent Footing Load = 0.01bs Footing Width = 0.00 it Eccentriaty = 0.00 in Wall to Fig CL Dist = 000ft Footing Type Spread Footing Base Abovea3elow Soil = 0.0 R at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Cole Residence-6 LIC#'. KW-06015244,BuiH 11,23.2.14 CG ENGINEERING (c) ENERCALC INC 19M-2022 DESCRIPTION: 4' Retaining Wall -Standard Footing Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinfomin0 As (based on applied moment) : 0.0459 in2M 0.0018bh : 0.0018(12)1 0.1728 in2M HoriwnNl Reinforcing Options: _________=== One laver of : Two lavers of: Required Area : 0.1728 in2M #4@ 13.89 to #4@ 27.78 in Provid.d Area : 0.2 in2M #5@ 21.53 in #5@ 43.06 in Maximum Area: 0.5419 in2M #6@30.56 in #6@61.11 in Footing Data Footing Design Results Toe Width = 0.75 R Toe Heal Heel Width = 1.42 Factored Pressure = 2,192 0 Par Total Footing Width = 2.17 Mu': Upward = 512 0 ft4 Fooling Thickness = 12.00 in Mu': Downward = 87 217I l Key Wdih = 0.00 in Mu: Design 425 OK 217fl# OK PhiMn = 2,500 2,500fl# Key Depth = 0.00 in Actual l-Way Shear = O.fi4 4.80 psi Key Distance from Toe = 0.00R Al.. 1-Way Shear - 40.00 40.00 psi fc = 2,500 psi Fy = Footing Concrete Density = 60,000 psi Toe Reinforcing = None Spec'd 1W.00pcf Heel Reinforcing = None Spec'tl Min. As % - 0.0016 Key Reinforcing = None Specd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, To = 0.00 R-Ibs Footing AIIow. Torsion, phi Tu = 0.00 R-Ibs If toreion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn=ph'S'lembda'sgrt(fc)'Sm Heel: phiMn = ph'5'Iambda'.grt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.56 in2 Min looting T&S mind Area per fam 0.28 in2A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ e26in .4118.52 in #5@14.35 in #5@28.11 in #6@ 20.37 in #6@ 40.74 in Cantilevered Retaining Wall LIC#'. KW-0s015244, Bu,1. 23.2.14 CG ENGINEERING Project File: Cole Residence.ec6 ENERCALC INC 19s3-2022 DESCRIPTION: 4' Retaining Wall -Standard Footing (c) Design Summary Stem Construction I�ttom Dlgn Height Above Ftf %= smm oK 0.00 Stability Ratios Wall n"'im vertumin O9 = 1.64 OK Wall Material Abovecrete W "Ht" Design Me hod = = Con SD SD SD SD SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.51 Reber Size = # 4 Reber Spacing = 12.00 Total Bearing Load = 7,i561bs ...resultant a- - 7.09 in Reber Placed at Design Data = Center Eccentricity outside middle third fb/FB+fa/Fa = OS24 Soil Pressure @ Toe = 1,566 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 2,000 psf Strength Level Ibs= 529.5 Soil Pressure Less Than Allowable M.-ot..Actual ACI Factored!@ Toe = 2,192 psf AC I Facmred @ Heel = 0 psf Service Level Strength Level R-#= ftJk= 760.2 Footing Shear@Tce = 0.8 psi OK MomenL....Allowable = 3,387.6 Footing Shear @ Heel = 4.8 psi OK Allowable = ]5.0 psi Shear.....Actual Service Level psi= Sliding Calcs Strength Level psi Lateral Sliding Force = 501.1 lb. Shear..... Allowable psi= 48.3 Anet(Meaonry) i12= Wall Weight Pal- 100.0 Reber Depth 'd' In= 4.00 Masonry Data Vertical component of active lateral soil pressure IS fm psi = NOT consitleretl in the calculation of soil bearing Fs Solid GroWng psi= = Load Factors Mad Isr Ration' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Maammy Block Type = Live Los tl 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. Kw_oml5244, Bund'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 19&3-2C22 DESCRIPTION: 4' Retaining Wall -Standard Footing Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lips ft ft-# Ibs ft ft-# HL Act Pre. (ab ..an ibl) 437.5 1.67 729.2 HL Act Pre. (be water ibl) Hydrostatic Force Buoyant Force = Suroharge over Heel = 63.6 2.50 159.1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 501.1 O.T.M. = 888.3 Resisting/Overturning Ratio = 1.64 Vertical Loads used for Soil Pressure= 1,156.5 be Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Soil Oyer HL (alb. water IN) 330.1 7.79 591.6 Soil Oyer HL (tall. water till 1.79 591.6 Water Table Slopetl Soil Over Heel = Surcharge Over Has = 30.0 1.79 53.8 Acj... nt Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Over Toe = 41.3 0.38 15.5 Surcharge Over Toe = 30.0 0.38 11.3 Stem Weighh.) = 400.0 1.08 433.3 Earth @ Stem Transitions= Footing Waghl = 325.1 1.08 352.2 Key Weight = Vert. Component - Total = 1,1%Z Ibs R.M= 1,457.6 Axial live load NOT included in total displayetl, or used for overturning resistance, but is inclutletl far sail pressure calculation. Till Horizontal Deflection at Too of Wall due to settlement of so! (Deflection due to wall bantling not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.080 in The above calculation is not valid if the heel soil bearing pressure exceetls that of the toe. because the well would then tend to rotate into the retained soil. Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. KW-06015244, BuiId.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1993-2022 DESCRIPTION: 4' Retaining Wall -Standard Footing Reber Lap & Embedment Lengths Information stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar spied in this stem design segment (25.4.2.4.) _ Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project Title: Engineer- Pmject ID: Project DesCr: 8.40 in 0.2000 inVft 0.1728 in2f t Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. KW-111114,1 Id'.21,212,14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retaining Wall - Standard Footing 40 ODps i� Restraint 40 00pst 1l Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. KW-06015244 Buid.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1993-2022 DESCRIPTION: 4' Retaining Wall -Standard Footing 6'w oo a 12. w Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. KW-01-5244 Buid'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 19&3-2022 DESCRIPTION: 4' Retaining Wall @ Exterior Code Reference. Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 4.00ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Had Pressure - 35.0 psOft Height of Soil over Tce = 6.00 in = Water height over heel = 0.0 it Passive Pressure Soil Density, Heel = 300.0 psf/ft = 110.00 pd Soil Density, Toe = 110.00 pd FootingllSoil Friction = 0.400 Soil height tc ignore for paasve pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.a Par Lateral Load = 0.0 #/ft Used To Resist Sliding &Overturning ...Heightb Tap = 00.0ft Surcharge Ovar Toe = 400 ...Height tO Bottom = 0.0 It Uaadfor Sliding&Overturning Load Type = Wind(W) Axial Load Applied to Stem (Senioa Level) Axial Dead Load = 1,422.0 Its Wind on Exposed Stem = 0.0 psf Axial Live Load - 904.0 Ir Axial Load EccenW.Ky = 9.0 In (Strength Level) 5010 ■ Lateral earth pressure due W the soil BELOW water table A Adjacent Footing Load Adjacent Footing Load = 0.0lbs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Abo Below Sail _ colt at Back of Wall Poisson's Ratio = 0.200 63 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall LIC#'. KW-06015244, Buil4'.20.23.2.14 CG ENGINEERING Project File: Cole Residence.ec6 ENERCALC INC 1983-2022 DESCRIPTION: 4' Retaining Wall @ Exterior (c) Design Summary Stem Construction Bottom Design Above ft= srem oK 0.00 Wall Stability Ratios Overturning = OK orii Wall Matmerial Above "HVHr' Design Met ad = = Concrete SD SD SD SD SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.04 Reber Size = # 4 Reber Spacing = 12.00 Total Bearing Load - 4,500 Ibs ...resultants c - 26.97 in Reber Placed at Design Data = Center Eccentricity outside middle third fb/FB+fai = OAn Soil Pressure @ Toe = 0 calf OK Total Force @ Section Soil Pressure @ Heel = 1,996 psf OK Service Level Ibs= Allowable = 2,000 psf Strength Level Ibs= 4 o Soil Pressure Less Than Allowable MORamit ..Actual ACI Factoretl @ Toe = 0 psf ACI Factoretl @ Heel = 2,795 psf Service Level Strength Level ft-#= ft-#= 1,767.3 Footing Shear@Tce = 8.4 psi OK MomenL....Allowable = 3,387.E Footing Shear @ Heel = 0.0 psi OK Allowable = ]5o psi Shea,..... Actual Service Level psi= Sliding Calcs Strength Level psi 9.3 Lateral Sliding Force = 437.5 Ibs Shear.....Allowable psi= 48.3 Anst(Masonry) in2= Wall Weight psi= 100.0 Reber Depth 'd' in 4.00 Masonry Data Vertical component of active lateral soil pressure IS fm poi = NOT considered in the coloolation of soil bearing Fs Solid Grouting psi = = Load Factors Mod ar Ratio'n' _ Building Code Dead Load 1.200 Equiy. Solid Thick. Masonry Block Type _ = Live Load 1.600 Masonry Design Method = ASD E. H 1.600 Zonate Data Wind, W 1.600 fc psi= 2,500 Se1.000 Fy pi= 600imE Project Title: Engineer - Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Cole Residence-6 LIC#'. KW-OE015244, BUA4'.2n23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retaining Wall @ Exterior Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Iba Itft-# Its ft ft-# HLAct Pres (ab water ib0 431.5 1.67 729.2 HL Act Pres (be water ibl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = Total = 437.5 O.T.M. = 729.2 R-bting/Ovarturning Ratio - 28.20 Vertical Loads usetl for Soil Pressure= 4,500.1 his Vertical component of active lateral sail pressure IS NOT considered in Me calculator, of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Soil Over HL (ab. water ibl) 0.0 750 0.1 Soil Over HL (bel. waterib9 7,50 0.1 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem- 1,422.0 7.92 11,257.0 ' Axial Live Load on Stem = 904.0 7.92 7,156.4 Soil Over Tce = 375.8 3.42 1,284.0 Surcharge Over Toe = 273.3 3.42 933.8 Stem Weights) = 400.0 7.1] 2,966.5 Earth @ Stem Transitions= Footing Weighl = 1,125.0 3.75 4.218.4 Key Weight = Vert. Component - Total = 3,596A Ithe R.M= 20,559.9 Axial live load NOT included in total displayed or usetl for overturning resistance, but is inclutletl for sail pressure celculation. Till Horizontal Deflection at Too of Wall due to settlement of so! (Defection do. to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.000 in The above calculation is not valid lithe heel soil bearing pressure exmed. that of the toe. bemuse the wall would then tend to rotate into the retained soil. Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. KW-08015244, BUIId.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retaining Wall @ Exterior Concrete Stem Reber Area Details Bottom Stem Vedcel Reinforcna Horizontal Reinforcing As (based on applied moment) : 0.1067 in2nt 0.0018bh : 0.0018(12)1 0.1728 in2#t Horizontal Reinforcing Options: ___________= One laver of : Two lavers of: Required Area: 0.1728 in21ft #4@ 13.89 in #4@ 27.18 in Provided Area : 0.2 in2lfl #5@ 21.53 in #5@ 43.06 in Maximum Area: 0.5419 in21fl #6@30.56 in #6@61.11 in Footing Data Footing Design Results Toe Width = 6.83ft Tce Heel Had Width = 0.67 Factored Pressure = 0 2,795 pi Total Footing Width = 7.50 Mu': Upward = 5,858 0 ft-# Footing Thickness = 12.00 in Mu': Downward = 7,237 0It4 Key Width = 0.00 in Mu: Design _ -1.379 OK -0 ft4F PhiMn - 2,500 OK - Flush Key Depth = 0.00 in Actual l-Way Shear 8.41 0.00 psi Key Distance from Tice = O.00 _ Allow 1-Way Shear 40.00 40.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = Flush heel condition. No reinforcing required. Min. As % - 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm. 3.00 in Footing Torsion, To = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & BDeCings Toe: phiMn=ph-51ambda'sgd(fo)'Sm Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S reini 1.94 in2 Min footing T&S mind Area per foot 0.2E in2A If one laver of horizontal bars: If two lavers of horizontal be #40 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40 74 in Project Title: Engine Projsot ID: Project DesCr: Cantilevered Retaining Wall Project File: Cole Residence.ec6 LIC#'. KW-ON15244, Bsid'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 4' Retaining Wall @ Exterior Reber Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Heigh, 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked ad ed-rit length into footing for #4 bar specified in this stem design segment = 8.40 in As P-ided = 0.2000 inVft As Required = 0.1728 in2f t Project Title: Engine Project ID: Project Dewr: Project Title: Engine Project ID: Project Descr: Cantilevered Retaining Wall Project File: Cole Residence-6 LIC#'. KW-06015244, BuilU'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 19M-2022 DESCRIPTION: 4' Retaining Wall @ Exterior 8'rdW®14' 1 W-W Iur Cwv 7.16' C B•70' TB � Cantilevered Retaining Wall Project File: Cole Residenw-6 LICb'. KW-06015244, Bulld.20.23.2.14 CO ENGINEERING (c) ENERCALC INC 19M-2022 DESCRIPTION: 4' Retaining Wall @ Exterior th=t<22.LL=BWM. Ecc=-P I ♦B 00"1 ---- x-- Re3'rairl 478e °i ■ Lar.l eedn vre�em dam. eo 1M :ut aF. Low �tr mot. 65 www.hilti.us Company: CG Engineering Page: Specifier: JDM Project: Address: 250 4th Ave S Ste #200 Edmonds, WA 98020 Sub -Project I Pos. No.: Phone I Fax: 4257788500 14257785536 Date: E-Mail: joshm@cgengineering.com Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: h HIT-HY 200 + Rebar A 615 Gr.60 #4 het,act = 6.000 in. (hef,limit = in.) ASTM A 615 GR.60 ES R-3187 3/1/2018 1 3/1/2020 Design method ACI 318-14 / Chem - (Recommended plate thickness: not calculated) Profis Anchor 2.8.3 1 Cole Residence 1 /2/2024 cracked concrete, 2500, f,' = 2,500 psi; h = 8.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [Ib, it lb] 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 www.hilti.us Profis Anchor 2.8.3 Company: CG Engineering Page: 2 Specifier: JDM Project: Cole Residence Address: 250 4th Ave S Ste #200 Edmonds, WA 98020 Sub -Project I Pos. No.: Phone I Fax: 4257788500 14257785536 Date: 1 /2/2024 E-Mail: joshm@cgengineering.com 2 Proof I Utilization (Governing Cases) Design values [Ib] Utilization Loading Proof Load Capacity ON / Iiv 1%] Status Tension Shear Concrete edge failure in direction x- 3,107 4,851 - / 65 OK Loading Combined tension and shear loads ON Rv Utilization RN,v [%] Status 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 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. 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PROFIS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Existing Patio Slab CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 fc = 2.0 ksi Phi Values Flexure : 0.90 1t2 fr= fc '7.50 = 335.410psi Shear: 0.750 IV Density = 145.0 pcf 1 = 0.850 a, LtWt Factor = 1.0 Elastic Modulus= 3,122.0 ksi Fy- Stirrups 40.0 ksi fy - Main Reber = 40.0 ksi E - Stirrups = 29,000.0 ksi E -Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Seismic Design Category = A bon S.It7 A Df0 276Q0. 16) L 7.41; n j f 3Tw 7'A I Cross Section & Reinforcing Details Rectangular Section, Width = 32.0 in, Height = 7.0 in Span #1 Reinforcing.... 244 at 1.0 in from Bottom, from 0.0 to 7.417 ft in this span 244 at 1.0 in from Top, from 0.0 to 2.0 ft in this span 244 at 1.0 in from Top, from 6.0 to 7.417 ft in this span Load for Span Number 1 Uniform Load : D = 0.2760, L = 0.160 k/ft, Tributary Width = 1.0 ft Maximum Bending Stress Ratio = 0.575 : 1 Section used for this span Typical Section Mu : Applied 4.038 k-ft Mn " Phi: Allowable 7.024 k-ft Location of maximum on span 3.702 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 23339 -360.0 L Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 L Only Max Downward Total Deflection 0.010 in Ratio = 8564 -180.0 Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.617 1.617 Max Upward from Load Combinations 1.617 1.617 Max Upward from Load Cases 1.024 1.024 D Only 1.024 1.024 +D+L 1.617 1.617 +D+0.750L 1.469 1.469 +0.60D 0.614 0.614 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Cole Residence.ec6 LIC#: KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Existing Patio Slab Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall Maximum Deflections Load Combination Span Max. "-" Defl (in) .ovation in Span (ft Load Combination Max. "+" Defl (invocation in Span (ft Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Cole Residence.ec6 LIC# : KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Existing Patio Slab - Canopy Load CODE REFERENCES Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 fc = 2.0 ksi Phi Values Flexure : 0.90 1t2 fr= fc '7.50 = 335.410psi Shear: 0.750 IV Density = 145.0 pcf 1 = 0.850 a, LtWt Factor = 1.0 Elastic Modulus= 3,122.0 ksi Fy- Stirrups 40.0 ksi fy - Main Reber = 40.0 ksi E - Stirrups = 29,000.0 ksi E -Main Reber = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Seismic Design Category = A Bon S.It7 A DO 88) Lc? 8) D O2761 Q0.16 Y L 7.41; n ) ( 3Tw 7'A Cross Section & Reinforcing Details Rectangular Section, Width = 32.0 in, Height = 7.0 in Span #1 Reinforcing.... 244 at 1.0 in from Bottom, from 0.0 to 7.417 ft in this span 244 at 1.0 in from Top, from 0.0 to 2.0 ft in this span 244 at 1.0 in from Top, from 6.0 to 7.417 ft in this span Load for Span Number 1 Uniform Load : D = 0.2760, L = 0.160 k/ft, Tributary Width = 1.0 ft Point Load : D = 1.680, L = 2.80 k @ 0.750 ft )ESIGN SUMMARY Section used for this span Typical Section Mu : Applied 6.841 k-ft MnPhi: Allowable 7.024 k-ft Location of maximum on span 2.594 ft Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 10888 -360.0 L Only Max Upward Transient Deflection 0.000 in Ratio = 0 <360.0 L Only Max Downward Total Deflection 0.017 in Ratio = 5130 -180.0 Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Span: 1 : +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 5.644 2.070 Max Upward from Load Combinations 5.644 2.070 Max Upward from Load Cases 3.110 1.193 D Only 2.534 1.193 +D+L 5.644 2.070 +D+0.750L 4.866 1.851 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Project File: Cole Residence.ec6 LIC#: KW-06015244, Build:20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Existing Patio Slab - Canopy Load Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 L Only 3.110 0.876 Overall Maximum Deflections Load Combination Span Max. "' Defl (in) .ocation in Span (ft Load Combination Max. "+" Defl (invocation in Span (ft +D+L 1 0.0173 3.465 0.0000 0.000 70