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REVIEWED BLD BLD2024-0235+Structural_Calculations+2.20.2024_3.15.21_PM+4071106C � ENGINEERING 250 4'h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning STRUCTURAL CALCULATIONS Subcleff Residence 8908 189" PI SW Edmonds, WA 98026 of WASly F�� d fro � z "StONAL � /Z/Zo/23 CG Project No.: 23153.10 Project Description This project involves the design of a new single family residence. The building will be 2-stories with a daylight basement and conventional wood framing. The gravity system will consist of wood trusses, joists, beams, columns and stud walls on a shallow concrete spread footing foundation. The lateral system will consist of plywood -sheathed shear walls with pre- engineered steel strap and threaded rod holdowns. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Desien Roof Dead Snow Floor Dead Live Deck Dead Live Wind Parameters Wind Speed, 3-Sec Gust Exposure Category Importance Factor, IW Mean Height 15 psf 25 psf 15 psf 40 psf 25 psf 60 psf 97 MPH B 1 (Non -Essential Facility) 28.25 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 0.865 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description ENGINEERING 250 4th Ave South project Suite 200 Edmonds, WA 98020 Project Summary Subcleff Residence By ERH Date 12/19/2023 Checked Date Scale NTS Sheet No. Job No. 23153.10 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses 3.0 psf M/E 1.0 psf Misc 1.5 psf 14.1 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 11 7/8 TJI @ 16" OC 1.9 psf M/E 1.0 psf Misc 1.5 psf 12.5 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf Description Gravity Design Loads �r ENGINEERING 250 4th Ave. South Project Suite 200 Subcleff Residence Edmonds, WA 98020 Deck DL 1 1/2" LW Concrete 15.0 psf 3/4 Sheathing 2.3 psf 5/8 Gypsum 2.8 psf 11 7/8 LVL @ 16" OC 4.1 psf Misc 0.5 psf 24.7 psf USE 25.0 psf By ERH Date Checked Date Scale Shee Job No. 23153.10 No. 12/13/231 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-acnpo— Beam Span Table -Y ERH .— 12/06/23 0 Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite 200 roject SubcleffResidence lob No. 23153.10 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 ERH "are 12/06/23 Checked Date eYGNEERING Scale Sheet No. 250 4th Ave. South Project Job No. Suite 20o Subcleff Residence 23153.10 Edmonds, WA 98020 n BEARING WALL TABLE IBC 2018, NDS 2018 Date modified 10-2-14 ALLOWABLE LOAD (PLF) 8ft 9ft 1 Oft STUD 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 2x4 HF Stud Grade 3191 2127 1596 2640 1760 1320 2203 1469 1101 2x4 HF #2 3704 2469 1852 2991 1994 1496 2458 1639 1229 2x4 HF #1 3987 2658 1993 3465 2310 1733 2855 1903 1427 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 2x4 DF #2 4474 2983 2237 3635 2424 1818 2999 1999 1499 2x4 DF #1 4808 3205 2404 3901 2601 1950 3215 2143 1607 3x4 HF Stud Grade 5318 3546 2659 4401 2934 2200 3672 2448 1836 3x4 HF #2 6113 4075 3056 4986 3324 2493 4097 2732 2049 3x4 HF #1 6113 4075 3056 5775 3850 2888 4758 3172 2379 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 3x4 DF #2 7457 4971 3728 6059 4039 3030 4998 3332 2499 3x4 DF #1 8013 5342 4007 6501 4334 3251 5358 3572 2679 2x6 HF Stud Grade 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #2 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #1 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 2x6 DF #2 9668 6445 4834 9668 6445 4834 9668 6445 4834 2x6 DF #1 9668 6445 4834 9668 6445 4834 9668 6445 4834 Notes: 1. This table assumes that the studs are braced by either sheathing or gypsum wall board. 2. Values shown are in plf and represent 100% bearing capacity based on the February 2018 report by American Wood Council for "Fire -Resistance -Rated Wood -Frame Wall and Floor/Ceiling Assemblies" 3. Bold and italicized values are controlled by bottom plate bearing capacity. 4. All DF studs assume a DF bottom plate. 5. All appropriate CF and Cb factors have been included. 6. Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7. Engineer should consider out of Plane loads where appropriate. Description By ERH Date 12/07/23 Bearing Wall Capacity Table checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 t pro ec Subcleff Residence Job No. Edmonds, WA 98020 23153.10 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 ERH Date 12/07/23 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite20o Project SubclefResidence Job No. 23153.10 KEY PLAN ROOF FRAMING PLAN �% L LL LL LL LL rnr` LL J -1 -1 -1 -1-1 LL IL IL ILO_ In In o In U) �rn� r` h � � M BM2,10 c+ BM2-10 W = 253 PLF BMx BMX _ DL = 95 PLF HDR SL = 158 PLF x y,AT9 G a O z LL J J ROOF TRUSSES M2-3 �+ CF BM2-2 + �} P e 2-6 W = 1041 PLF BMX BMX + BMX BMX W = 1 DL = 471 PLF LL = 333 PLF S�.�2 S��•?ov. (DROPPED) + DL = 3 SL = 138 SL = 427 PLF N m m x x FJ2-2 - 9 6 BMX �p BM y'1y60 �� cp cq CX o BMX KEY PLAN UPPER FLOOR FRAMING PLAN 1 SCALE: 1/4" = V-0" TYPICAL FLOOR FRAMING PLAN NOTES: 1. REFER TO S2.2 FOR TYPICAL FLOOR FRAMING PLAN NOTES. BMX = 77 M2-7 CX DL = 3 cf + O°j O0 SL= m + +5+ FJ2-1 + + + + G� + + + �00 + + + + + + BM2-1 + BMX w J a H O 110, t II � ti- 1IFill 1 s TRUSSES 1 0 x sm 0 x C'4 m m W = 581 PLF DL = 218 PLF SL = 363 PLF =7 I*4,!D, LJL = Z" F'Lr PREMANUFACFURED LL = 250 PLF SL = 158 PLF METAL BRIDGE AND CX CONNECTIONS TO MAIN STRUCTURE BY OTHERS x mm x �a CX sk O cc<H �X BM1-1 3 g 1-8 c� W = 1260 PLF BMX BMX DL = 655 PLF ck LL = 379 PLFT ! ! 2 _ _ � - ! �S ?7 x mm s `` C' psl�B x m DJX m FJX BMX NV BMX FJX FA-1 �� PREMANUFACTURED M1-13 �� s BM1-13 METAL BRIDGE AND ,�'b6`ry'�� C`C, p 11 CONNECTIONS TO MAINQ BY STRUCTURE OTHERS V0 m m � 5� z Gx DJ1-1 c� DJX 12'-5 1 /4" rn 'mDC#CPp i m I J J J J aaaa KEY PLAN II II n MAIN FLOOR FRAMING PLAN II 1 SCALE: 1/4" = V-0" 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/SS.1. FJ1-2 (2) 13/4 x 117/8 LVL (2) 13/4 x 117/8 LVL T1- ff BX HDR BMX BM1-12 BM1-2 O BMX' �2y�00�! FJX M `Mm J J U.U.U. J >_aa aaa Lo ncvLo II II II 0LoLo II II II �DU) �D U) p eDa NN II II II II L c* BM1-10 ct BMLL LL iJJ O�pryp 11 -Y6; iaa 00 n � � nII II J > 0 J -2 vv = o0o rLr ck DL = 437 PLF SL = 428 PLF BM1-10 BMX: LL LL LL LL J J J J aaaa W N O (ONNN VV = b!)b rLr DL = 267 PLF LL = 250 PLF SL = 138 PLF W = 671 PLF DL = 308 PLF SL = 363 PLF 0 4, LL LL ILL J J J J J J a a a a a a m�� m�� Io M 1n M II II II II II II 3:0� �a� ________________________________________ ______________________________ 1 I I I ` 1 r 1 f I I I , I I I I I I I I I I I I lO I I FIC I I - I F1C LL J J J I I II i aaaa I I rn r I I I J I rn N N LN I I _u u 11 u I I - F2 _______________ ® W = 1350 PLF I `----- i I I --- ---------- ----J I W = 648 PLF I r 1 I DL = 745 PLF ________________ rJ Fi -J LL = 379 PLF `---J Fi , j------------- ---- j LL = 250 PLF SL = 427 PLF I I SL = 138 PLF I I I s3s I I FlC I ` O r r-------------------t J i W - 955 PLF I I I I - I I I I DL = 527 PLF I I Fz �� Fz i j Flc SL = 428 PLF I I J�ll -------------<d^,�0�� II AS I I I I I I I I I I I F1C I I I I I I I I I I I I I I I I I I I I I I I rJ SLAB ON II I I I I F1C I I � I GRADE jl I I � I I I 409 O L I I I I I I I II I I I I I I I® I I II I I I I I I I I I II I I I I I I I II 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 I I I I I I I I I I I I I I I I I I I I I I I L J I j I I I F2 I ______ ____ I I I I F3 j I I r --1 I I f-----� ` I I W = 761 PLF L 1 DL = 398 PLF SL = 363 PLF 0 J LL LL a LL aLLLL- aaaa aaa aaa 0 KEY PLAN �� co "rC, �<O�M ^N V �N V II II II II II II II II II II FOUNDATION PLAN 'o M 3:o1 3:01 1 SCALE: 1/4" = V-0" 19 FOUNDATION PLAN NOTES: 2'-0" 0 2'-0" 4'-0" 1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE. Joist Design Summary Roof DL = 15 psf *Joists sized per Woodworks. See attached Woodworks output. Non - Roof LL = 25 psf(snow) uniformly loaded joists are called separately. Floor DL = 15 psf Floor LL = 40 psf Wall DL = 10 psf Deck DL = 25 psf Deck LL = 60 psf Floor Joists Joist No. Span (ft) Spacing (in) DL (PLF) LL (PLF) ASD (PLF) Joist Size FJ2-1 16.67 12 15 40 55 11 7/8 TJI 110 FJ2-2 5.33 16 20 53 73 1 3/4x11 7/8 LVL 2.0E FJ1-1 18.5 12 15 40 55 11 7/8 TJI 210 FJ1-2 12 16 20 53 73 11 7/8 TJI 110 FJ1-3 5.33 16 20 53 73 1 3/4x11 7/8 LVL 2.0E Deck Joists Joist No. Span (ft) Spacing (in) DL (PLF) LL (PLF) ASD (PLF) Joist Size DJ2-1/DJ1-1 12.75 12 25 60 37 1 3/4x7 1/4 LVL 2.0E Roof Joists Joist No. Span (ft) Spacing (in) DL (PLF) LL (PLF) ASD (PLF) Joist Size RJ1 7 24 50 120 74 2x6 HF#2 w L C� Description Beam Summary Table By SPM Date 12/20/23 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Subcleff Residence Job No. 23153.10 11 .IFORTEWEB MEMBER REPOR' Level, F12-1 1 piece(s) 11 7/8" TII@ 110 @ 12" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 469 @ 2 1/2" 1041 (2.25") Passed (45%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 458 @ 3 1/2" 1560 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1948 @ 8' 7 1/2" 3160 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.268 @ 8' 7 1/2" 0.421 Passed (L/755) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.368 @ 8' 7 1/2" 0.842 Passed (L/549) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 45 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 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 - HF 3.50" 2.25" 1.75" 129 345 474 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 129 345 474 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) 17' 1" 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 17' 3" 12" 15.0 40.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Sean Manning CIS Engineering (425) 778-8500 seanm@cgengineering.com 12/13/2023 5:44:06 PM UTC ForteWEB v3.6, Engine: V8.3.1.5 igta: V8.1.4.1 Weyerhaeuser File Name: Subdeff Residence Page 1 / 1 .IFORTEWEB MEMBER REPOR' Level, F31-1 1 piece(s) 11 7/8" THO 210 @ 12" OC PASSED 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 519 @ 2 1/2" 1134 (2.25") Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 509 @ 3 1/2" 1655 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2396 @ 9' 6 1/2" 3795 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.346 @ 9' 6 1/2" 0.467 Passed (L/648) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.475 @ 9' 6 1/2" 0.933 Passed (L/471) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 42 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 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 - HF 3.50" 2.25" 1.75" 143 382 525 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.75" 143 382 525 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) 18' 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 19' 1" 12" 15.0 40.0 Default Load 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 Sean Manning CIS Engineering (425) 778-8500 seanm@cgengineering.com 12/13/2023 6:16:19 PM UTC ForteWEB v3.6, Engine: V8.3.1.5 L: V8.1.4.1 Weyerhaeuser File Name: Subdeff Residence Page 1 / 1 .IFORTEWEB MEMBER REPOR' Level, F31-2 1 piece(s) 11 7/8" TII@ 110 @ 16" OC PASSED 12 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) 454 @ 2 1/2" 1041 (2.25") Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 440 @ 3 1/2" 1560 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1357 @ 6' 3 1/2" 3160 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.104 @ 6' 3 1/2" 0.304 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.143 @ 6' 3 1/2" 0.608 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 55 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 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" 126 336 461 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 126 336 461 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' 11" o/c Bottom Edge (Lu) 12' 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 12' 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 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 Sean Manning CIS Engineering (425) 778-8500 seanm@cgengineering.com 12/20/2023 9:3d1:06 PM UTC ForteWEB v3.6, Engine: V8.3.1.5 Data: V8.1.4.1 Weyerhaeuser File Name: Subdeff Residence Page 1 / 1 Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Floor DL = 15 psf Floor LL = 40 psf **Beam sized per Woodworks. See attached Woodworks output. Wall DL = 10 psf Deck DL = 10 psf Deck LL = 60 psf Roof Beams BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) DL Rxn (Ibs) LL Rxn (Ibs) ASD (PLF) Beam Size BMR-1 8.5 10.75 161 269 685 1142 430 410 HF#2 BMR-2 4.5 10.75 161 269 363 605 430 4x6 HF#2 BM2-3 6 4.75 71 119 214 356 190 46 HF#2 BM2-5 12.33 4 60 100 370 617 160 410 HF#2 BM2-9 8.33 6.375 96 159 398 664 255 410 HF#2 BM2-10 6.33 6.25 94 156 297 495 250 46 HF#2 BM2-11 8.66 0 90 0 390 0 90 46 HF#2 Description Roof Beam Summary Table 0 ENGINEERING 250 4th Ave. South Project Subcleff Residence Suite 200 By SPM Date Date ale Sheet No. b No. 23153.10 12/06/231 15 Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Floor DL = 15 psf Floor LL = 40 psf **Beam sized per Woodworks. See attached Woodworks output. Wall DL = 10 psf Deck DL = 25 psf Deck LL = 60 psf Floor Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) 8.33 215 333 2445 3790 BM2-1 22.75 1121 W10x45 6.33 336 427 3821 4860 BM2-6/ 9 6.5 226 603 1016 2714 829 Ripped 3-1/20-1/4 PSL BM1-6 BM2-7 5.5 15 347 428 954 1177 775 4x10 HF#2 BM1-1 24 11.25 169 450 2025 5400 619 7x16 PSL 2.0E BM1-4 5.5 9.25 139 370 382 1018 509 3 1/2x11 7/8 PSL BM1-7 4.66 0 180 0 419 0 180 3 1/2x11 7/8 PSL BM1-9 6.33 20.5 357 1135 1130 3592 1492 6x12 DF #2 BM1-10 8.25 0.0 308 363 1271 1497 671 6x12 DF #2 BM1-11 4.25 0.0 308 363 655 771 671 46 HF#2 BM1-12 18.5 0.0 308 363 2849 3358 671 (2) 3 1/2x11 7/8 PSL Deck Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) BM2 8/ 8 6.5 163 414 650 1658 577 6x12 DF#2 BM1-8 BM1-13 6.5 7 265 175 861 569 440 410 HF #2 W �R1 R2 � Description Floor Beam Summary Table By SPM Date 12/13/73 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Project Subcleff Residence Job No. Suite 200 23153.10 16 Steel Beam LIC# : KW-06015244, Build:20.23.08.30 DESCRIPTION: BM2-1 Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: Bending Axis : Major Axis Bending 5960) L W 1 Ox45 Project File: Subcleff Residence.ec6 (c) ENERCALC INC 1983-2023 50.0 ksi 29,000.0 ksi Span = 22.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.5960, L = 0.3330, S = 0.4270 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.572 : 1 Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span W10x45 Section used for this span W10x45 Ma: Applied 78.346 k-ft Va : Applied 13.775 k Mn / Omega: Allowable 136.976 k-ft Vn/Omega : Allowable 70.70 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 0.359 in Ratio = 759 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 1.019 in Ratio = 268 > 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 1.0195 11.440 0.0000 0.000 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+S +D+0.750L +D+0.750L+0.750S +0.60D L Only S Only Support notation : Far left is #' Values in KIPS Support 1 Support 2 13.775 13.775 13.775 13.775 7.291 7.291 7.291 7.291 11.079 11.079 12.149 12.149 10.132 10.132 13.775 13.775 4.375 4.375 3.788 3.788 4.857 4.857 17 COMPANY PROJECT WoodWo,rk s, IWARE FOR rDec. 6, 2023 15:49 BM1-1 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL 169.0 plf LL Live Full UDL 1 450.0 plf Self -weight Dead Full UDL 35.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 24.303' 24.151' Unfactored• Dead Live Factored: 2476 5468 2476 5468 Total 7944 7944 Bearing: Capacity Beam 7944 7944 Support 7944 7944 Des ratio Beam 1.00 1.00 Support 1.00 1.00 Load comb #2 #2 Length 1.82 1.82 Min req'd 1.82** 1.82** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc su 625 625 "Minimum bearing length governed by the required width of the supporting member. BM1-1 PSL 2.0, PSL, 2.OE, 7"x16" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 24.31'; Clear span: 24'; Volume = 18.9 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 93 Fv' = 290 psi fv/Fv' = 0.32 Bending(+) fb = 1916 Fb' = 2810 psi fb/Fb' = 0.68 Live Defl'n 0.72 = L/402 0.81 = L/360 in 0.90 Total Defl'n 1.05 = L/276 1.21 = L/240 in 0.87 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.00 - 1.00 1.000 0.969 - 1.00 1.00 - 2 Fop' 625 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 7897, V design = 6976 (NDS 3.4.3.1(a)) lbs; M(+) = 47684 lbs-ft EI = 4778.67e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. FJ2-2/FJ1-3 DI-2 + 1-1-2 DI-1 + LL1 - 5' 4" 3' 6" DL = -23 LB DL = 301 LB LL = 159/-215 LB LL = 804 LB DI-1 = 15 PSF 1-1-1 = 40 PSF DI-2 = (15 PSF)(5')(16")/2 = 50 LB 1-1-2 = (40 PSF)(5')(16")/2 133 LB 11'7/8 LVL 2,0E @ 16" OC ADEQUATE PER FORTE WEB DI-3 + SL3 DI-1 + 1-1-1 + SL1 DI-2 + SL2 DI-1 = (15 PSF)(16' 8")/2 + 161 PLF = 286 PLF 1-1-1 = (40 PSF)(1 6'8")/2 = 333 PLF SL1 = 269 PLF 12' 6" 10' 4" DL = 2158 LB DL = 3052 LB LL=2156LB LL=2168LB SL = 2114 LB SL = 3596 LB R KA 9-4 DI-1 + SL1 DI-2 + SL2 121411 DL = 282 LB DL = 584 LB SL = 343 LB SL = 847 LB DI-2 = (15 PSF)(17' 9")(12' 8")(2/3)/2 = 1124 LB SL2 = (25 PSF)(17' 9")(12' 8")(2/3)/2 = 1874 LB 'POINT LOAD FROM HIP TRUSS DI-3 = (15 PSF)(12' 8")/2 = 95 PLF SL3 = (25 PSF)(12' 8")/2 = 158 PLF 3-1/2x11-7/8 PSL ADEQUATE PER WOODWORKS DI-1 = (15 PSF)(11' 4")(8' 0")(2/3)/2 = 453 LB SL1 = (25 PSF)(11' 4")(8' 0")(2/3)/2 = 756 LB "POINT LOAD FROM HIP TRUSS DI-2 = (15 PSF)(8' 0")/2 = 60 PLF SL2 = (25 PSF)(8' 0")/2 = 100 PLF 6x10 DF #2 ADEQUATE PER WOODWORKS Description GRAVITY CALCS By SPM Date 11.29.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA98020 SUBCLEFF RESIDENCE 425.778.8500 23153.10 19 www.cgengineering.com .I FO RT E W E B MEMBER REPOR' PASSED Level, F12-2 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL @ 16" OC 1 ❑i 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 862 @ 5' 9 1/4" 2481 (3.50") Passed (35%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 367 @ 6' 10 7/8" 3948 Passed (9%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -1155 @ 5' 9 1/4" 9281 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.033 @ 9' 5" 0.200 Passed (2L/999+) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.044 @ 9' 5" 0.365 Passed (2L/999+) 1.0 D + 1.0 L (Alt Spans) TJ-ProT" Rating 72 40 Passed • Deflection criteria: LL (L/480) and TL (L/240). • Overhang deflection criteria: LL (0.2") and TL (2L/240). • Right cantilever length exceeds 1/3 member length or 1/2 back span length. Additional bracing should be considered. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% increase in the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports' Bearing Length Loads to Supports (Ibs) Accessories vailable Required Dead Floor Live Factored 1 - Stud wall - HF 3.50" 2.25" 1.50" 3 159/-145 163/-142 1 1/4" Rim Board 2 - Beam - HF 3.50" 3.50" 1.50" 235 627 862 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 9' 4" o/c Bottom Edge (Lu) 9' 4" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 9151, 16" 15.0 40.0 Default Load 2 - Point (lb) 915.1 N/A 50 133 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Sean Manning CG Engineering (425) 778-8500 seanm@cgengineering.com 12/13/2023 6:30:50 PM UTC ForteWEB v3.6, Engine: V8.3.1.5` Rita: V8.1.4.1 Weyerhaeuser File Name: Subdeff Residence Page 1 / 1 COMPANY PROJECT WoodWo,rk s, IWARE FOR rDec. 6, 2023 15:53 BM2-2 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Full UDL 286.0 plf LL1 Live Full UDL 333.0 plf DL2 Dead Point 10.54 1124 lbs SL2 Snow Point 10.54 1874 lb DL3 Dead Partial UDL 10.53 12.70 95.0 95.0 plf SL3 Snow Partial UDL 10.53 12.70 158.0 158.0 plf SL1 Snow Full UDL 269.0 plf Self -weight Dead Full UDL 13.0 Plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.985' Unfactored• Dead Live Snow 2158 2156 2114 3052 2168 3596 Factored: Total 5360 7375 Bearing: Capacity Beam 5360 7375 Support 5934 8166 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 2.45 3.37 Min req'd 2.45 3.37 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 BM2-2 PSL 2.0, PSL, 2.0E, 3-1/2"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 13.0; Clear span: 12.5` Volume = 3.7 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection „sing Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 225 Fv' = 334 psi fv/Fv' = 0.67 Bending(+) fb = 2714 Fb' = 3338 psi fb/Fb' = 0.81 Live Defl'n 0.34 = L/955 0.42 = L/360 in 0.79 Total Defl'n 0.57 = L/270 0.64 = L/290 in 0.89 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 3 Fb'+ 2900 1.15 - 1.00 1.000 1.001 - 1.00 1.00 - 3 Fcp' 625 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 7272, V design = 6225 (NDS 3.9.3.1(a)) lbs; M(+) = 18603 lbs-ft EI = 976.83e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. COMPANY PROJECT WoodWo,rk s, IWARE FOR rDec. 6, 2023 15:55 BM24 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Point 8.04 453 lbs SLl Snow Point 8.04 756 lbs DL2 Dead Partial UDL 8.04 12.37 60.0 60.0 plf SL2 Snow Partial UDL 8.04 12.37 100.0 100.0 plf Self -weight Dead Full UDL 12.4 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : '' 12.416' 12 Unfactored• Dead Snow Factored: 282 343 584 847 Total 625 1431 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.36 0.83 Support 0.34 0.78 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 1.07 1.07 FCp Sup 1 625 625 `Minimum bearing length setting used: 1/2" for end supports BM2-4 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12.44`, Clear span: 12.313'; Volume = 4.5 cu.ft.; Beam or stringer Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 37 Fv' = 195 psi fv/Fv' = 0.19 Bending(+) fb = 669 Fb' = 1006 psi fb/Fb' = 0.66 Live Defl'n 0.12 = < L/999 0.41 = L/360 in 0.29 Total Defl'n 0.20 = L/735 0.62 = L/240 in 0.33 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 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, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 1431, V design = 1299 (NDS 3.4.3.1(a)) lbs; M(+) = 4611 lbs-ft EI = 510.84e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 22 BM2-6/BM 1-6 DI-1 + LL1 DI-2 + LL2 81411 4' 2" DL = 754 LB DL = 967 LB LL = 1865 LB LL = 2437 LB BM2-12 DL + SL DI-1 = (15 PSF)(8' 10") = 133 PLF LL1 = (40 PSF)(8' 10") = 353 PLF DI-2 = (235 LB)(12"/16") = 176 PLF LL2 = (627 LB)(12"/16") = 470 PLF 3-1/2x7-1/4 PSL ADEQUATE PER WOODWORKS DL = (15 PSF)(4' 4") = 65 PLF SL = (25 PSF)(4' 4") = 108 PLF -6' 0" 11611 4x6 HF #2 ADEQUATE DL = 197 LB DL = 326 LB PER WOODWORKS SL=318LB SL=511 LB BM2-13 DL + SL DL = 326 LB SL = 511 LB 6' 0" 1� 1 ' 8" ,I DL = 248 LB DL = 102 LB SL = 370 LB SL = 141 LB 4x6 HF #2 ADEQUATE PER WOODWORKS Description GRAVITY CALCS By SPM Date 11.30.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SUBCLEFF RESIDENCE 425.778.8500 23153.10 23 www.cgengineering.com COMPANY PROJECT WoodWorks`�' r wAR(fow r5 Dec. 13, 2023 10:46 BM2-6 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Partial UDL 4.50 9.00 176.0 176.0 plf LL1 Live Partial UDL 4.50 9.00 470.0 470.0 plf DL2 Dead Partial UDL 0.00 4.50 133.0 133.0 plf LL2 Live Partial UDL 0.00 4.50 353.0 353.0 plf Self -weight Dead Full UDL 7.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : Unfactored• Dead Live Factored: 681 1717 780 1986 Total 2398 2766 Bearing: Capacity Beam 2398 2766 Support 2655 3063 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #2 #2 Length 1.10 1.26 Min req'd 1.10 1.26 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc su 625 625 BM2-6 PSL 2.0, PSL, 2.0E, 3-1/2"x7-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9.0'; Clear span: 8.813'; Volume = 1.6 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 136 Fv' = 290 psi fv/Fv' = 0.47 Bending(+) fb = 2234 Fb' = 2900 psi fb/Fb' = 0.77 Live Defl'n 0.26 = L/408 0.30 = L/360 in 0.88 Total Defl'n 0.36 = L/292 0.45 = L/240 in 0.82 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.00 - 1.00 1.000 1.000 - 1.00 1.00 - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 2732, V design = 2307 (NDS 3.4.3.1(a)) lbs; M(+) = 5708 lbs-ft EI = 222.30e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 24 COMPANY PROJECT WoodWorks`�' r wAR(fow r5 Dec. 6, 2023 15:57 BM2-12 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Full UDL No 65.0 plf SL Snow Full UDL Yes 108.0 plf Self -weight Dead Full UDL No 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 7.583' 6.042' 7.563' Unfactored• Dead Snow 197 318 326 511 Factored: Total 515 838 Bearing: Capacity Beam 709 1240 Support 1211 1211 Des ratio Beam 0.73 0.68 Support 0.43 0.69 Load comb #3 #2 Length 0.50* 0.50* Min req'd 0.50* 0.35** Cb 1.00 1.75 Cb min 1.00 1.75 Cb support 1.11 1.11 Fop Sup 1 625 1 625 *Minimum bearing length setting used: 1/2" for end supports and 1/2" for interior supports **Minimum bearing length governed by the required width of the supporting member. BM2-12 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7.56; Clear span: 6.0', 1.5` Volume = 1.0 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 38 Fv' = 172 psi fv/Fv' = 0.22 Bending(+) fb = 502 Fb' = 1271 psi fb/Fb' = 0.39 Bending(-) fb = 139 Fb' = 1271 psi fb/Fb' = 0.11 Deflection: Interior Live 0.05 = < L/999 0.20 = L/360 in 0.24 Total 0.08 = L/963 0.30 = L/240 in 0.25 Cantil. Live -0.04 = L/519 0.10 = L/180 in 0.35 Total -0.05 = L/340 0.15 = L/120 in 0.35 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 - 1.00 1.00 1.00 3 Fb'- 850 1.15 1.00 1.00 1.000 1.300 - 1.00 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 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = (live) LC #3 = (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 568, V design = 484 (NDS 3.4.3.1(a)) lbs; M(+) = 738 lbs-ft; M(-) = 205 lbs-ft EI = 63.08e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 25 COMPANY PROJECT WoodWorks`�' r wAR(fow r5 Dec. 6, 2023 15:57 BM2-13 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Point 1.67 326 lbs SL Snow Point 1.67 511 lbs Self -weight Dead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.958' Unfactored• Dead Snow 248 370 102 141 Factored: Total 617 244 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.87 0.34 Support 0.51 0.20 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 1.11 1.11 Fop sup 1 6251 625 'Minimum bearing length setting used: 1/2" for end supports BM2-13 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6.0'; Clear span: 5.938'; Volume = 0.8 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 48 Fv' = 172 psi fv/Fv' = 0.28 Bending(+) fb = 688 Fb' = 1271 psi fb/Fb' = 0.54 Live Defl'n 0.05 = < L/999 0.20 = L/360 in 0.23 Total Defl'n 0.08 = L/915 0.30 = L/240 in 0.26 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 - 1.00 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 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + S Bending (+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 617, V design = 615 (NDS 3.4.3.1(a)) lbs; M(+) = 1012 lbs-ft EI = 63.08e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. W RKA1-9 DL + LL + SL 91011 4' 6" DL = 3431 LB DL = 3431 LB LL = 1895 LB LL = 1895 LB SL = 2430 LB SL = 2430 LB RM1-2 DI-2 + LL2 DI-1 + LL1 I + SL2 31611 1' 9"�' DL=2101 LB DL=2101 LB LL=1910LB LL=1910LB SL=1215LB SL=1215LB RKA1--r; DL = 6270 LB + 419 LB = 6689 LB LL = 3790 LB SL = 4860 LB 5-1/4x11-7/8 PSL ADEQUATE PER WOODWORKS DI-1 = (15 PSF)(13' 9") = 206 PLF LL1 = (40 PSF)(13' 9") = 550 PLF DI-2 = 3431 LB LL2 = 1895 LB SL2 = 2430 LB 6x12 DF #2 ADEQUATE PER WOODWORKS DI-2 + LL2 DI-3 + LL3 DI-1 + LL1 DI-1 = (15 PSF)(6' 3") + 471 PLF = 565 PLF + SL1 LL1 = (40 PSF)(6' 3") + 333 PLF = 583 PLF SL1 = 427 PLF 81411 4' 2„ DL = 2637 LB DL = 2729 LB LL = 3047 LB LL = 3287 LB SL = 1778 LB SL = 1780 LB DI-2 = 382 LB LL2 = 1018 LB DI-3 = (15 PSF)(2' 9") = 41 PLF LL3 = (40 PSF)(2' 9") = 110 PLF 3-1/2x11-7/8 PSL ADEQUATE PER WOODWORKS Description GRAVITY CALCS By SPM Date 12.01.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SUBCLEFF RESIDENCE 425.778.8500 23153.10 27 www.cgengineering.com COMPANY PROJECT WoodWo,rk s, IWARE FOR t Dec. 6, 2023 15:55 BM1-2 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End DL Dead Point 4.50 6689 lbs LL Live Point 4.50 3790 lbs SL Snow Point 4.50 4860 lbs Self-wei ht Dead Full UDL 19.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 9' Unfactored• Dead Live Snow 3431 1895 2430 3431 1895 2430 Factored: Total 6679 6679 Bearing: Capacity Beam 6679 6679 Support 7151 7151 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #3 #3 Length 2.03 2.03 Min req'd 2.03 2.03 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fop sup 625 625 BM1-2 PSL 2.0, PSL, 2.OE, 5-1/4"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9.0'; Clear span: 8.688'; Volume = 3.9 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 160 Fv' = 334 psi fv/Fv' = 0.48 Bending(+) fb = 2847 Fb' = 3287 psi fb/Fb' = 0.87 Live Defl'n 0.11 = L/965 0.29 = L/360 in 0.37 Total Defl'n 0.22 = L/971 0.99 = L/290 in 0.51 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 3 Fb'+ 2900 1.15 - 1.00 0.985 1.001 - 1.00 1.00 - 3 Fcp' 625 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 6655, V design = 6655 (NDS 3.9.3.1(a)) lbs; M(+) = 29279 lbs-ft EI = 1965.29e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Lateral stability(+): Lu = 8.81' Le = 17.38' RB = 9.5 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. COMPANY PROJECT WoodWorks Dec. 6, 202315:56 BM1-3 r WARE FOR WOOD OFSIGN Design Check Calculation Sheet WoodWorks Sizer 2023 Loads: Load Type Distribution Pat- tern Location [ft1 Start End Magnitude Start End Unit DL1 Dead Full UDL 206.0 plf LLl Live Full UDL "I.0 plf DL2 Dead Point 1.75 3431 lbs LL2 Live Point 1.75 1895 lbs SL2 Snow Point 1.71 2930 its Self-wei ht Dead Fj.1lUDL 15.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.5' Unfactored• Dead Live Snow Factored: 2101 1910 1215 2101 1910 1215 Total Bearing: 9995 9995 Capacity Beam 4445 9995 Support 4798 4748 Be. ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 1.29 1.29 Min reg'd 1.29 1.29 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc 625 625 BM1-3 Timber -soft, D.Fir-L, No.2, U12 (5.1/2"x11-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 3.5'; Clear span: 3.31 T; Volume = 1.5 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear £v = 89 Fv' = 195 psi fv/Fv' = 0.96 Bending( fib = 651 Fb' = 1006 psi fib/Fb' = 0.65 Live De£1'n 0.01 = < L/999 0.11 = L/360 0.06 Total Defl'n 0.01 = < L/999 0.17 = L/290 n 0.07 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 3 Fb'+ 675 1.15 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 3 F cp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live 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 ASCE 7-16 2.4 CALCULATIONS: V max = 4912, V design = 3771 (NDS 3.4.3.1(a)) lbs; M(+) = 6572 lbs-ft El= 906. 17e06 lb-in^2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.00 permanent+ "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. W COMPANY PROJECT WoodWo,rks, IWARE FOR rDec. 6, 2023 15:58 BM1-5 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Full UDL 565.0 plf LL1 Live Full UDL 583.0 plf SL1 Snow Full UDL 427.0 plf DL2 Dead Point 4.17 382 lbs LL2 Live Point 4.17 1018 lbs DL3 Dead Partial UDL 4.17 8.33 41.0 41.0 plf LL3 Live Partial UDL 4.17 8.33 110.0 110.0 plf Self -weight Dead Full UDL 13.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.333' Unfactored• Dead Live Snow Factored: 2637 3047 1778 2729 3287 1780 Total 6256 6529 Bearing: Capacity Beam 6256 6529 Support 6926 7228 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb #3 #3 Length 2.86 2.98 Min req'd 2.86 2.98 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop Sup 1 625 1 625 BM1-5 PSL 2.0, PSL, 2.OE, 3-1/2"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.31`, Clear span: 7.875'; Volume = 2.4 cu.ft. Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 159 Fv' = 290 psi fv/Fv' = 0.55 Bending(+) fb = 1888 Fb' = 2903 psi fb/Fb' = 0.65 Live Defl'n 0.09 = < L/999 0.27 = L/360 in 0.35 Total Defl'n 0.16 = L/606 0.40 = L/290 in 0.40 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 2 Fb'+ 2900 1.00 - 1.00 1.000 1.001 - 1.00 1.00 - 2 Fop' 625 - - 1.00 - - - - 1.00 - - E' 2.0 million - 1.00 - - - - 1.00 - 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 5855, V design = 9906 (NDS 3.9.3.1(a)) lbs; M(+) = 12945 lbs-ft EI = 976.83e06 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 3� 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. RM1-14 DI-2 + SL2 DI-3 DI-1 + LL1 + SL1 81411 DL = 685 LB DL = 945 LB LL = 1307 LB LL = 1308 LB SL = 420 LB SL = 582 LB RKA1-1.F; DL2+LL2+SL2 DI-1 + LL1 + SL1 81811 'I- 4' 4„ ---� DL = 634 LB LL = 1755 LB SL = 732 LB DL = 634 LB LL = 1755 LB SL = 732 LB DI-1 = (25 PSF)(3') + (15 PSF)(3' 3") = 124 PLF LL1 = (60 PSF)(3') + (40 PSF)(3' 3") = 310 PLF SL1 = (25 PSF)(3') = 75 PLF DI-2 = 248 LB SL2 = 370 LB DI-3 = (10 PSF)(9') = 90 PLF 6x12 HF #2 ADEQUATE PER WOODWORKS DI-1 = (25 PSF)(3') = 75 PLF LL1 = (60 PSF)(3') = 180 PLF SL1 = (25 PSF)(3') = 75 PLF DI-2 = (15 PSF)(15')/2 = 113 PLF LL2 = (60 PSF)(15')/2 = 450 PLF SL2 = (25 PSF)(15')/2 = 188 PLF 6x12 DF #2 ADEQUATE PER WOODWORKS UPPER DECK PARAPET CONNECTION p P = (200 LB)/(3 STUDS) = 67 LB M = (67 LB)(3' 6") = 235 LB -FT V = (235 LB-FT)/(8") = 353 LB VALL = 227 LB USE (2) ROWS OF (2) 1/4"x3-1/2 SDS SCREWS 00 Description GRAVITY CALCS By SPM Date 12.04.23 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA98020 SUBCLEFF RESIDENCE 425.778.8500 23153.10 31 www.cgengineering.com WoodWorks­ , I WARE FOR tt COMPANY PROJECT Dec. 13, 2023 10:56 BM1-14 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Full UDL 124.0 plf LL1 Live Full UDL 310.0 plf SL1 Snow Full UDL 75.0 plf DL2 Dead Point 6.05 248 lbs SL2 Snow Point 6.05 370 lbs DL3 Dead Partial UDL 6.05 8.38 90.0 90.0 plf Self -weight Dead Full UDL 15.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - 8.436' Unfactored• Dead Live Snow Factored: 685 1307 420 945 1308 582 Total 1992 2363 Bearing: Capacity Beam 1992 2363 Support 2128 2524 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 #3 Length 0.58 0.69 Min req'd 0.58 0.69 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 _Fcp sup 625 1 625 BM1-14 Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.44; Clear span: 8.313'; Volume = 3.7 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 170 psi fv/Fv' = 0.24 Bending(+) fb = 433 Fb' = 875 psi fb/Fb' = 0.49 Live Defl'n 0.04 = < L/999 0.28 = L/360 in 0.14 Total Defl'n 0.06 = < L/999 0.42 = L/240 in 0.15 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 2240, V design = 1716 (NDS 3.4.3.1(a)) lbs; M(+) = 4373 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 32 WoodWorks­ , I WARE FOR tt COMPANY PROJECT Dec. 13, 2023 10:58 BM1-15 Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit DL1 Dead Full UDL 75.0 plf LL1 Live Full UDL 180.0 plf SL1 Snow Full UDL 75.0 plf DL2 Dead Partial UDL 2.17 6.50 113.0 113.0 plf LL2 Live Partial UDL 2.17 6.50 450.0 450.0 plf SL2 Snow Partial UDL 2.17 6.50 188.0 188.0 plf Self -weight Dead Full UDL 15.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 8.66' Unfactored• Dead Live Snow 634 1754 732 634 1755 732 Factored: Total 2498 2500 Bearing: Capacity Beam 2498 2500 Support 2668 2670 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #3 #3 Length 0.73 0.73 Min req'd 0.73 0.73 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fop sup 625 625 BM1-15 Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.69 ; Clear span: 8.563'; Volume = 3.8 cu.ft.; Beam or stringer Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 50 Fv' = 170 psi fv/Fv' = 0.30 Bending(+) fb = 635 Fb' = 875 psi fb/Fb' = 0.73 Live Defl'n 0.07 = < L/999 0.29 = L/360 in 0.25 Total Defl'n 0.10 = < L/999 0.43 = L/240 in 0.22 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 170 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 875 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 2382, V design = 2115 (NDS 3.4.3.1(a)) lbs; M(+) = 6419 lbs-ft EI = 906.17e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 33 Column Design The columns are designed using the column design table from a computer spreadsheet program. Refer to the column table to follow. Loads from the beam reactions are used for the column design, and columns are selected with capacities that exceed these loads. Bearinq Wall Desiqn Bearing walls are designed using another spreadsheet. The wall capacity is selected to exceed the actual bearing wall loads. Refer to the bearing wall spreadsheet to follow. Maximum Load to Exterior 2x6 Wall 1492 PLF Maximum Load to Interior 2x4 Wall 1260 PLF Use 2x Stud Grade @ 16" o.c. for all Stud Walls Maximum Load to Interior (2)-2x4 Party Wall PLF Foundation Desiqn Based on the geotechnical engineering report, the allowable soil bearing pressure is as given below. The minimum continuous wall footing is 16" wide and the minimum isolated spread footing is 24" square. Continuous Wall Footing Capacity: 2500 PSF 1.33 Feet = 1 3333 PLF (Note that this values exceeds all bearing wall loads) Spread Footing Design: Where loads exceed the capacity of the continuous wall footing, or where there are isolated loads, spread footings will be used. If load exceeds 3333 PSF * 2 Feet = 6.7 Kips then provide a spread footing as follows Foot Square Footing Footing Capacity 2 x 2 10 Kips 2.5 x 2.5 16 Kips 3 x 3 23 Kips 3.5 x 3.5 31 Kips CC Description Gravity Design BY ERH Dafe 12/07/23 Columns / Bearing Walls / Foundations checked Date ENGINEERING Scale sheet No. 250 4th Ave. South Suite 200 Project Subcleff Residence Job No.23153.10 Edmonds, WA 98020 34 RETAINING WALL DL + SLI T--�t B�' W RETAINED HEIGHT (h): BEARING PRESSURE: ACTIVE PRESSURE: PASSIVE PRESSURE: EQ = COEFFICIENT OF FRICTION H (ACTIVE) EQ 8' 6' 4' 2500 PSF 35 PCF 275 PCF 7H 0.60 (0.40 w/ F.S. 1.5 IN GEOTECH REPORT) *FOR SEISMIC LOADS: 33% INCREASE TO BEARING PRESSURE; USE FS = 1.1 DL = 295 PLF SL = .75(227 PLF + 200 PLF) = 320 PLF LL = 40 PSF 8' WALL - W/ HEEL PER ENERCALC USE: T=3'Oil t=8" W=4'8" B=1'off D = 10" REINFORCING: #4 @ 6" OC Description ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com 6' WALL - W/ HEEL PER ENERCALC USE: T=2'0" t=8" W=3'8" B=1'Oil D = 10" REINFORCING: #4 @ 10" OC RETAINING WALL CALCS SUBCLEFF RESIDENCE 4' WALL - W/ HEEL PER ENERCALC USE: T = 1' 3" t=8" W=2'7" B = 0' 8" D=10" REINFORCING: #4 @ 10" OC By SPM Date 12.01.23 Checked Date Scale Sheet No. Job No. 23153.10 1 35 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - W/ seismic Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 8.50ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 295.0 Ibs Axial Live Load = 320.0Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 65.333 Total Seismic Force = 609.778 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - W/ seismic Design Summary Stem Construction Bottom Wall Stability Ratios Overturning = 1.41 Ratio < 1.51 Slab Resists All Sliding 1 Global Stability = 1.32 Total Bearing Load = 3,272 Ibs ...resultant ecc. = 13.90 in Eccentricity outside middle third Soil Pressure @ Toe = 1,854 psf OK Soil Pressure @ Heel = 0 pat OK Allowable - 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,595 pat ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 43.8 psi OK Footing Shear @ Heel = 14.2 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 1,951.3 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftf ft= Stem OK 0.00 Wall Material Above "HV' = Concrete Design Method = SO Thickness = 8.00 Reber Size = # 4 Reber Spacing = 6.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.778 Total Force @ Section Service Level Ibs = Strength Level Ibs= 2,578.3 Moment.... Actual Service Level ft-#= Strength Level ft#= 8,092.0 Moment..... Allowable = 10,400.4 Shear..... Actual Service Level psi= Strength Level psi= 34.4 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 SO SO 36 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - W/ seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.3032 in2/ft (4/3) `As : 0.4042 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.3032 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 3.00 it Toe Heel Heel Width = 1.67 Factored Pressure = 2,595 0 psf Total Footing Width = 4.67 Mu': Upward = 8,371 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 1,260 640 ft-# Mu: Design = 7,111 OK 640 ft-# OK Key Width = 0.00 in phiMn = 11,303 8,065ft-# Key Depth = 0.00 in Actual 1-Way Shear = 43.80 14.18 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 6.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = # 4 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu = 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 & Spacings Toe: 94@ 9.23 in, #5@ 14.30 in, #6@ 20.30 in, #7@ 27.69 in, #8@ 36.46 in, #9@ 46.15 in, #10@ 58.61 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 1.01 in2 Min footing T&S reinf Area per foot 0.22 in2 IR If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - W/ seismic Summary of Overturning & Resisting Forces & Moments .......OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft-# HL Act Pres (ab water IN) 1,524.4 3.11 4,742.7 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 426.8 4.67 1,991.9 Total = 1,951.3 O.T.M. = 6,734.7 ResistinglOverturning Ratio = 1.41 Vertical Loads used for Soil Pressure = 3,271.9 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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 Overturning Resistance. Soil Over HL (alb. water tbl) 938.1 4.17 3,910.4 Soil Over HL (bel. water tbl) 4.17 3,910.4 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 295.0 3.33 983.3 Axial Live Load on Stem = 320.0 3.33 1,066.7 Soil Over Toe = 165.0 1.50 247.5 Surcharge Over Toe = 120.0 1.50 180.0 Stem Weight(s) = 850.0 3.33 2,833.3 Earth @ Stem Transitions= Footing Weight = 583.8 2.34 1,363.1 Key Weight = Vert. Component = Total = 2,951.9 Ibs R.M= 9,517.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.094 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 37 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - w/ seismic 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 specified in this stem design segment (25.4.2.3a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.37 in As Provided = 0.4000 in2/ft As Required = 0.3032 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - w/ seismic Ww/1144DW #4@6in @ Toe 3" 3'4' 1'-8' ♦ 4'-8' Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option - w/ seismic DL=295.LL=320#.Ecc=O" Iwo 40 OOpsf Restralnj� - - -- - 3'-6" • 1524# 427# n m Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 8.50 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/ft Height of Soil over Toe = 6.00 in = Water table above Passive Pressure = 275.0 psf/ft bottom of footing = 0.0 ft Soil Density, Heel = 110.00 pcf 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 - 0.0 psf Lateral Load = 0.0 Wit Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Wind (W) (Service Level) Axial Dead Load = 295.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 320.0Ibs (Strength Level) Axial Load Eccentricity = 0.0 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall - Heel option Design Summary Stem Construction Bottom Wall Stability Ratios Overturning = 2.01 OK Slab Resists All Sliding ! Global Stability = 1.32 Total Bearing Load = 3,272 Ibs ...resultant ecc. = 6.60 in Eccentricity within middle third Soil Pressure @ Toe = 1,195 psf OK Soil Pressure @ Heel = 206 psf OK Allowable - 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,673 psf ACI Factored @ Heel = 288 psf Footing Shear @ Toe = 31.7 psi OK Footing Shear @ Heel = 9.3 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 1,524.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftf ft= Stem OK 0.00 Wall Material Above "HV' = Concrete Design Method = SO Thickness = 8.00 Reber Size = # 4 Reber Spacing = 6.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.551 Total Force @ Section Service Level Ibs= Strength Level Ibs= 2,023.0 Moment.... Actual Service Level ft-#= Strength Level 114= 5,731.8 Moment..... Allowable = 10,400.4 Shear..... Actual Service Level psi= Strength Level psi= 27.0 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 SO SO Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.2148 in2/ft (4/3) `As : 0.2863 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.25 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 3.00 it Toe Heel Heel Width = 1.67 Factored Pressure = 1,673 288 psf Total Footing Width = 4.67 Mu': Upward = 6,196 195 ft-# Footing Thickness = 10.00 in Mu': Downward = 1,260 640 ft-# Mu: Design = 4,936 OK 445 ft-# OK Key Width = 0.00 in phiMn = 11,303 8,065ft-# Key Depth = 0.00 in Actual 1-Way Shear = 31.73 9.31 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 6.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = # 4 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu = 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 & Spacings Toe: 94@ 10.14 in, #5@ 15.72 in, #6@ 22.31 in, 97@ 30.43 in, #8@ 40.06 in, #9@ 50.71 in, #10@ 64.41 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 1.01 in2 Min footing T&S reinf Area per foot 0.22 in2 9t If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall - Heel option Summary of Overturning & Resisting Forces & Moments .......OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft-# HL Act Pres (ab water IN) 1,524.4 3.11 4,742.7 HL Act Pres (be water lbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,524.4 O.T.M. = 4,742.7 ResistinglOverturning Ratio = 2.01 Vertical Loads used for Soil Pressure = 3,271.9 Ibs 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 Overturning Resistance. Soil Over HL (alb. water tbl) 938.1 4.17 3,910.4 Soil Over HL (bel. water tbl) 4.17 3,910.4 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 295.0 3.33 983.3 Axial Live Load on Stem = 320.0 3.33 1,066.7 Soil Over Toe = 165.0 1.50 247.5 Surcharge Over Toe = 120.0 1.50 180.0 Stem Weight(s) = 850.0 3.33 2,833.3 Earth @ Stem Transitions= Footing Weight = 583.8 2.34 1,363.1 Key Weight = Vert. Component = Total = 2,951.9 Ibs R.M= 9,517.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 41 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option 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 specified in this stem design segment (25.4.2.3a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.4000 in2/ft As Required = 0.2500 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall - Heel option Ww/114@r #4@6in @ Toe 3" 3'-0" 1'-8' ♦ 4'-8' 42 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: 8' Retaining Wall -Heel option DL=295,LL=320#. Ecc=O- 40-OOpsf i Restramt 1524# n n rn N Lateral earth pressure due to the soil BELOW water table Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - W/ seismic Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 6.50ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 295.0 Ibs Axial Live Load = 320.0Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 51.333 Total Seismic Force = 376.444 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - W/ seismic Design Summary Wall Stability Ratios Overturning = 1.69 OK Slab Resists All Sliding ! Global Stability = 1.65 Total Bearing Load = 2,631 Ibs ...resultant ecc. = 8.38 in Eccentricity outside middle third Soil Pressure @ Toe = 1,544 psf OK Soil Pressure @ Heel = 0 pat OK Allowable - 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,161 pat ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 26.1 psi OK Footing Shear @ Heel = 9.3 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 1,204.6 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction Bottom Design Height Above Ftf ft= Stem OK 0.00 Wall Material Above "HV' = Concrete Design Method = SO Thickness = 8.00 Reber Size = # 4 Reber Spacing = 10.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.566 Total Force @ Section Service Level Ibs = Strength Level Ibs= 1,516.7 Moment.... Actual Service Level ft-#= Strength Level ft#= 3,647.6 Moment..... Allowable = 6,444.1 Shear..... Actual Service Level psi= Strength Level psi= 20.2 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 SO SO Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - W/ seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.1367 in2/ft (4/3) `As : 0.1822 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.1822 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 2.00 it Toe Heel Heel Width = 1.67 Factored Pressure = 2,161 0 psf Total Footing Width = 3.67 Mu': Upward = 3,477 43 ft-# Footing Thickness = 10.00 in Mu': Downward = 560 507 ft-# Mu: Design = 2,917 OK 464 ft-# OK Key Width = 0.00 in phiMn = 6,985 8,065ft-# Key Depth = 0.00 in Actual 1-Way Shear = 26.12 9.30 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 10.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = 94 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu = 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 & Spacings Toe: 94@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, 97@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 9t If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - W/ seismic Summary of Overturning & Resisting Forces & Moments .......OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# be ft ft-# HL Act Pres (ab water IN) 941.1 2.44 2,300.5 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 263.5 3.67 966.2 Total = 1,204.6 O.T.M. = 3,266.7 ResistinglOverturning Ratio = 1.69 Vertical Loads used for Soil Pressure = 2,631.1 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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 Overturning Resistance. Soil Over HL (alb. water tbl) 717.4 3.17 2,272.9 Soil Over HL (bel. water tbl) 3.17 2,272.9 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 295.0 2.33 688.3 Axial Live Load on Stem = 320.0 2.33 746.7 Soil Over Toe = 110.0 1.00 110.0 Surcharge Over Toe = 80.0 1.00 80.0 Stem Weight(s) = 650.0 2.33 1,516.7 Earth @ Stem Transitions= Footing Weight = 458.8 1.84 841.8 Key Weight = Vert. Component = Total = 2,311.1 Ibs R.M = 5,509.7 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.076 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 45 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - w/ seismic 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 specified in this stem design segment (25.4.2.3a) _ 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: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - w/ seismic 18.72 in B" W/ 04 Q 10" 14.40 in 6.38 in 0.2400 in2/ft 0.1822 in2/ft 8' #4010in Q Toe #4@ 10- @ Heel 3' 3'-B" Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec(3 LIC# : KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option - w/ seismic DL=295 ,LL=320# , Ecc=O' 40 OOpst .. .. ... .... - - ------------- Restraint 941# 264# T-5' N M Lateral earth pressure due to the sod BELOW water tattle seismic lateral earth pressure Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 6.50 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/ft Height of Soil over Toe = 6.00 in = Water table above Passive Pressure = 275.0 psf/ft bottom of footing = 0.0 ft Soil Density, Heel = 110.00 pcf 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 - 0.0 psf Lateral Load = 0.0 Wit Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Wind (W) (Service Level) Axial Dead Load = 295.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 320.0Ibs (Strength Level) Axial Load Eccentricity = 0.0 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall - Heel option Design Summary Stem Construction Bottom Wall Stability Ratios Overturning = 2.40 OK Slab Resists All Sliding ! Global Stability = 1.65 Total Bearing Load = 2,631 Ibs ...resultant ecc. = 3.98 in Eccentricity within middle third Soil Pressure @ Toe = 1,105 psf OK Soil Pressure @ Heel = 328 psf OK Allowable - 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,548 psf ACI Factored @ Heel = 460 psf Footing Shear @ Toe = 19.2 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 941.1 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftf ft= Stem OK 0.00 Wall Material Above "HV' = Concrete Design Method = SO Thickness = 8.00 Reber Size = # 4 Reber Spacing = 10.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.397 Total Force @ Section Service Level Ibs = Strength Level Ibs= 1,183.0 Moment.... Actual Service Level ft-#= Strength Level 114= 2,563.2 Moment..... Allowable = 6,444.1 Shear..... Actual Service Level psi= Strength Level psi= 15.8 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 SO SO Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.096 in2/ft (4/3) ` As: 0.128 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 2.00 it Toe Heel Heel Width = 1.67 Factored Pressure = 1,548 460 psf Total Footing Width = 3.67 Mu': Upward = 2,700 281 ft-# Footing Thickness = 10.00 in Mu': Downward = 560 507 ft-# Mu: Design = 2,140 OK 226 ft-# OK Key Width = 0.00 in phiMn = 6,985 8,065ft-# Key Depth = 0.00 in Actual 1-Way Shear = 19.25 4.45 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 10.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = 94 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu = 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 & Spacings Toe: 94@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, 97@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 0.79 in2 Min footing T&S reinf Area per foot 0.22 in2 9t If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall - Heel option Summary of Overturning & Resisting Forces & Moments .......OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# be ft ft-# HL Act Pres (ab water IN) 941.1 2.44 2,300.5 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 941.1 O.T.M. = 2,300.5 ResistinglOverturning Ratio = 2.40 Vertical Loads used for Soil Pressure = 2,631.1 Ibs 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 Overturning Resistance. Soil Over HL (alb. water tbl) 717.4 3.17 2,272.9 Soil Over HL (bel. water tbl) 3.17 2,272.9 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 295.0 2.33 688.3 Axial Live Load on Stem = 320.0 2.33 746.7 Soil Over Toe = 110.0 1.00 110.0 Surcharge Over Toe = 80.0 1.00 80.0 Stem Weight(s) = 650.0 2.33 1,516.7 Earth @ Stem Transitions= Footing Weight = 458.8 1.84 841.8 Key Weight = Vert. Component = Total = 2,311.1 Ibs R.M = 5,509.7 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.054 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I 0 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option 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 specified in this stem design segment (25.4.2.3a) _ 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: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall - Heel option 18.72 in B" W/ 04 Q 10" 14.40 in 6.05 in 0.2400 in2/ft 0.1728 in2/ft 8' #4010in Q Toe #4@ 10- @ Heel 3' 3'-B" 50 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retaining Wall -Heel option DL=295,LL=3209, Ecc=0' I 40 00psf Restraint \ 941# N n n rn r— v n o i Lateral earth pressure due to the soil BELOW water table Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - W/ seismic Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 4.50ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water table above bottom of footing = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 40.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 295.0 Ibs Axial Live Load = 320.0Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 7.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 3,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 275.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 37.333 Total Seismic Force = 199.111 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - W/ seismic Design Summary Wall Stability Ratios Overturning = 1.92 OK Slab Resists All Sliding ! Global Stability = 2.06 Total Bearing Load = 1,835 Ibs ...resultant ecc. = 4.63 in Eccentricity within middle third Soil Pressure @ Toe = 1,350 psf OK Soil Pressure @ Heel = 72 psf OK Allowable - 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,890 pat ACI Factored @ Heel = 101 psf Footing Shear @ Toe = 12.2 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 637.2 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction Bottom Design Height Above Ftf ft= Stem OK 0.00 Wall Material Above "HV' = Concrete Design Method = SO Thickness = 8.00 Reber Size = # 4 Reber Spacing = 10.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.190 Total Force @ Section Service Level Ibs = Strength Level Ibs= 735.0 Moment.... Actual Service Level ft-#= Strength Level 114= 1,228.5 Moment..... Allowable = 6,444.1 Shear..... Actual Service Level psi= Strength Level psi= 9.8 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 SO SO 52 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - W/ seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.046 in2/ft (4/3) `As : 0.0614 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.25 it Toe Heel Heel Width = 1.33 Factored Pressure = 1,890 101 psf Total Footing Width = 2.58 Mu': Upward = 1,251 56 ft-# Footing Thickness = 10.00 in Mu': Downward = 219 164 ft-# Mu: Design = 1,032 OK 108 ft-# OK Key Width = 0.00 in phiMn = 6,985 8,065ft-# Key Depth = 0.00 in Actual 1-Way Shear = 12.19 3.04 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 10.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = 94 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu = 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 & Spacings Toe: 94@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, 97@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 0.56 in2 Min footing T&S reinf Area per foot 0.22 in2 /R If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - W/ seismic Summary of Overturning & Resisting Forces & Moments .......OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water IN) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 497.8 1.78 884.9 139.4 2.67 371.7 Total = 637.2 O.T.M. = 1,256.6 ResistinglOverturning Ratio = 1.92 Vertical Loads used for Soil Pressure = 1,834.6 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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 Overturning Resistance. Soil Over HL (alb. water tbl) 328.4 2.25 738.2 Soil Over HL (bel. water tbl) 2.25 738.2 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 295.0 1.58 467.1 Axial Live Load on Stem = 320.0 1.58 506.7 Soil Over Toe = 68.8 0.63 43.0 Surcharge Over Toe = 50.0 0.63 31.3 Stem Weight(s) = 450.0 1.58 712.5 Earth @ Stem Transitions= Footing Weight = 322.5 1.29 416.0 Key Weight = Vert. Component = Total = 1,514.6 Ibs R.M= 2,408.1 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.065 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 53 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - w/ seismic 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 specified in this stem design segment (25.4.2.3a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.05 in As Provided = 0.2400 in2/ft As Required = 0.1728 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - w/ seismic a'WIN4010' 6" #4CtOm Toe #4@ 10" I Heel 3' 1'-r 1'a" 2 7' V 6SI Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall -Heel option - w/ seismic DL=295,LL=320#,Ecc=O" 40 OOpst RestrainC 498# 139# n n Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.50 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/ft Height of Soil over Toe = 6.00 in = Water table above Passive Pressure = 275.0 psf/ft bottom of footing = 0.0 ft Soil Density, Heel = 110.00 pcf 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 - 0.0 psf Lateral Load = 0.0 Wit Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 40.0 ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Axial Load Applied to Stem Load Type = Wind (W) (Service Level) Axial Dead Load = 295.0 Ibs Wind on Exposed Stem = 0.0 psf Axial Live Load = 320.0Ibs (Strength Level) Axial Load Eccentricity = 0.0 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option Design Summary Stem Construction Bottom Wall Stability Ratios Overturning = 2.72 OK Slab Resists All Sliding ! Global Stability = 2.06 Total Bearing Load = 1,835 Ibs ...resultant ecc. = 2.20 in Eccentricity within middle third Soil Pressure @ Toe = 1,015 psf OK Soil Pressure @ Heel = 407 psf OK Allowable - 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,421 psf ACI Factored @ Heel = 570 psf Footing Shear @ Toe = 9.1 psi OK Footing Shear @ Heel = 0.5 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 497.8 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Design Height Above Ftf ft= Stem OK 0.00 Wall Material Above "HV' = Concrete Design Method = SO Thickness = 8.00 Reber Size = # 4 Reber Spacing = 10.00 Reber Placed at = Edge Design Data fb/FB+fa/Fa = 0.131 Total Force @ Section Service Level Ibs = Strength Level Ibs= 567.0 Moment.... Actual Service Level ft-#= Strength Level ft#= 850.5 Moment..... Allowable = 6,444.1 Shear..... Actual Service Level psi= Strength Level psi= 7.6 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 SO SO 56 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.0319 in2/ft (4/3) ` As: 0.0425 in2/ft Min Stem T&S Reinf Area 0.864 in2 201200(12)(6.25)/60000 : 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.25 it Toe Heel Heel Width = 1.33 Factored Pressure = 1,421 570 psf Total Footing Width = 2.58 Mu' : Upward = 1,003 142 ft-# Footing Thickness = 10.00 in Mu': Downward = 219 164 ft-# Mu: Design = 784 OK 22 ft-# OK Key Width = 0.00 in phiMn = 6,985 8,065 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 9.10 0.47 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 10.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = 94 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu = 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 & Spacings Toe: 94@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, 97@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #11 70.55 in Key: No key defined Min footing T&S reinf Area 0.56 in2 Min footing T&S reinf Area per foot 0.22 in2 IR If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option Summary of Overturning & Resisting Forces & Moments .......OVERTURNING........RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# be ft ft-# HL Act Pres (ab water IN) 497.8 1.78 884.9 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 497.8 O.T.M. = 884.9 ResistinglOverturning Ratio = 2.72 Vertical Loads used for Soil Pressure = 1,834.6 Ibs 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 Overturning Resistance. Soil Over HL (alb. water tbl) 328.4 2.25 738.2 Soil Over HL (bel. water tbl) 2.25 738.2 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 295.0 1.58 467.1 Axial Live Load on Stem = 320.0 1.58 506.7 Soil Over Toe = 68.8 0.63 43.0 Surcharge Over Toe = 50.0 0.63 31.3 Stem Weight(s) = 450.0 1.58 712.5 Earth @ Stem Transitions= Footing Weight = 322.5 1.29 416.0 Key Weight = Vert. Component = Total = 1,514.6 Ibs R.M= 2,408.1 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0,049 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 61FA Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.05 in As Provided = 0.2400 in2/ft As Required = 0.1728 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option 6" #4CtOm Toe #4@ 10' I Heel 3- 1'-3" V-41" 2'.7- • Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Subcleff Residence.ec6 LIC# : KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retaining Wall - Heel option DL=295 ,LL=320# , Ecc=O" 40.00p \ t- Restraint- 498# n n m v o ■ o � Lateral earth pressure due to the soil BELOW water table Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (per Geotech) II (non -essential facility) D SS = 1.298 Lat. = 47.827 St = 0.459 Long. _ -122.355 SMs = FaSs = 1.298 Fa = 1.000 SMt=FSt= 0.845 Fv = 1.841 SDS = (2/3)SMS = SDt = (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 0.865 0.563 0.26 Ct = 0.02 hn = 30 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.038 W V = (SDSIW)/R = 0.133 W V = (SDI IW)/RTa = 0.338 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 ERH 12/05/23 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Subcleff Residence Edmonds, WA 98020 23153.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 1BC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 30 Mean Roof Height (feet) hmeen= 28.25 Building Length (feet) L= 63.75 Building Width (feet) W= 42.67 End Zone Width, a (feet) a= 4.267 Figure 28.6-1 Roof Angle Angle= 16.3 Design Wind Pressure, psi PS30A= 19.2 Figure 28.6-1 Design Wind Pressure, psi PS30B= -6.0 Figure 28.6-1 Design Wind Pressure, psi ps30c= 12.8 Figure 28.6-1 Design Wind Pressure, psi P530D= -3.4 Figure 28.6-1 Height/Exposure Adjustm, Amax 1.00 Topo. Effect Coeff., Kit K,t 1.23 Vasd = V,lt*V0.6 Section 1609.3.1 ULT ASD ps=A* Kzt * PS3o ps=A* Kzt* ps30* 0.6 23.7 14.2 PS30A= PS30B= -7.4 -4.5 pS30c= 15.8 9.5 PS30D= -4.2 1 -2.5 Description By ERH Date 12 1 2023 Wind Summary Checked Date / / ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Subcleff Residence 23153.10 Edmonds, WA 98020 61 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_ ATCHazards by Location Search Information Address: 8908 189th PI SW, Edmonds, WA 98026, USA Coordinates: 47.8270485,-122.3545456 Elevation: 341 ft Ti m esta m p: 2023-11-29T 18:03:05.828Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year _ 72 mph MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year - 83 mph MRI 100-Year------------- 91 mph Risk Category l 92 mph Risk Category l 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk CategoryIV ------ 108 mph 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 2 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. 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MA Topo North America TM 10 -+ g4�153RD STjSW r ,u 154TH PL-SW 156TH S ✓I a I57 W e �= N� 1 AM, J �r Med wdale \ S -6 i r „ rTCC- / r r UJ 1 c gy'm Qa < II <� m O < 166TH PL SW v,--' yAcres z BI O- y < M N > m 171ST PL SW—Im wns BatX014x n < ��?- ter' RD -, �!'S` J� < \ � i 73RD PL SW TAL'BOT FREDERICK PL °! m u �'- -Q I���� / ��e '.. 176T T SW 0 •�0, m. �_ > 179T PL SW L r 3 N �•D.�r�x h OLY 180T, . SW w _�w < a PIC VIEW-DRI + > w. ty,v `z_> m�L 1� /c w�f 1 181 STLP W i t ° !a a �p� OD 18IS L SW i 21,MR;, i a w-�J J o0 4TH STS i07 �0, ,o�y�=TH0=�!99 r SOGy>�`y��Rc 1 2 N47' 49.623' II f Inc D� a, R'122o 21?73' P-erlinville �p�"--m to / D -0,4 189TH-PL-SW g ,I ��R z rOR \ < FOREST D L-DR D' ao m m v _ Ni 19ST'ST SW r r >jj 'Ir �` o r. >. ` CO- I�� < 2t = rn :E r m' D w r,vir -�z� �- o Lynnwood 1 - _ - 1 g �< • �i�_ 1 -w z o Edmonds w a N Sunset B w w4<', o D 0 m Q a ke 11a o x Imo_ m Lake - 2015T PL SW o x Dien ? Ln m D m N = `<m-3 < 204TH ST''SW' m Cedar Valley p m 4u r °pia rL I 104 524 m� -, .... WDAYT Edmonds S �_ 3 ON ST x 2--_ 2— lui+_ 01 �. D x CV SeattleHeights2 �� < rn y i } m st Park, o V to x ���. - ^' - _ �' `^- y D < , 1 Z D m..l-v = Z 8O '- Ow m c'o. to y x K ID < Z OTH SW ` 212TH STfISW � ''m m v g all 0. HFC I Ir21J3TH ST SW -� r Q\Sa�% {1eN L1 OOI p�, r `L�� m I `.co, �n N'W-y"�' `oLL Ed,vards Po", z i�l> PINES'!'- h m�i 'n v3 ¢rFIR PL-cn D�' 3 w <im >r a218TH co ��— 17TH STFSW < 99 _ D 179 X ST SW p j m ,v 110-i I�\ rn y< < 0 EIM j ``z L r"N pOGW00D LN /1� � O�1\WoodwayQ d I vv g A < . II mc 20TH S_ T SW D m a .�J ' 3 �L 220TH ST SW00 �� e� < xo k+= >tD"� GOO '/ UIN RD qN� � ALGO�Q �226TH PL SW g 226TH Esperance PL SW —t'� %A 9 «oTH PL S 228TH ST SW/ 228TH ST 227T 228TH ST sw _ 441.5 ft REFER TO KZT SITE CALCULATION 300ft SPREADSHET 2'-4 3/4' 200 ft KZT = 1.23 100 ft 31'-3 ill Oft GOVERNING PROFILE -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 368.4 ft Avg Grade: 3 Climb Elev: 525.3 ft Desc Elev: 156.8 ft Max. Elev: 441.5 ft Min. Elev: -4.8 ft Climb Dist: 1.6 mi Desc Dist: 5,034.8 ft Data use subject to license. © Del-orme. Topo North America'"' 10. www.delorme.com MN (14.5-E) Scale 1 : 43,750 1 3 2 km 1" = 3,645.8 ft Data Zoom 12-2 Hill Shape: 2D Escarpments Exposure: B Orientation: Downwind H = 235 ft Lh = 831 ft x = 1512 ft z = 30 ft µ= 4 V = 2.5 K1= 0.212 KZ = 0.545 K3 = 0.914 Kit = 1.222 Diagrams � x(t'prind) x(Mwnthd) w fi 16 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 (m ). x = Distance (upwind or downwind) from the crest to the site of the building or other structure, in ft (m). = Height above ground surface at the site of the building or other structure. in ft (m). µ = Horizontal attenuation factor. 7 = Height attenuation factor. Equations K_,=(1 +KtK,Ka)z Kt =determined from table below K, _ (I — IxIlpLn) K3 = Parameters for Speed -Up over Hills and Escarpments x,/IH/L.1 Exposure HIII shape e C D Upwind of Coeet Dow w nd of Crest 'D ndjx, for .alley. with ncgaUvc 11 In Ki /;.I/�/,�, i 1 31) 1 .11 1 » ? I , I s -D cccarpmcnt, 41_75 0 S5 0 95 2.5 1.5 1 3].1S amS I.s L� *Equations per ASCE 7-16 Figure 26.8-1 Description By ERH Date 11/30/2023 Kzt Calculation Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Subcleff Residence 23153.10 Edmonds, WA •, WIND FORCES WIND PRESSURES P530A = 14.2 PSF P530C = 9.5 PSF > ASCE MIN. = 9.6 PSF (ASD) Ps3013 = —4.5 PSF Ps30D = —2.5 PSF > ASCE MIN. = 4.8 PSF (ASD) X-DIRECTION UPPER Fw,X = 14.2 PSF (18 SF) + 9.5 PSF (153 SF) = 1.71 K ASCE MIN. = 9.6 PSF (171 SF) + 4.8 PSF (35 SF) = 1.81 K rkAAIKI Fw,X = 14.2 PSF (64 SF) + 9.5 PSF (314 SF) = 3.98 K ASCE MIN. = does not govern by inspection Y-DIRECTION UPPER Fw,Y = 9.5 PSF (150 SF) = 1.43 K ASCE MIN. = 9.6 PSF (150 SF) + 4.8 PSF (139 SF) = 2.11 K MAIN Fw,Y = 14.2 PSF (75 SF) + 9.5 PSF (223 SF) = 3.18 K ASCE MIN. = 9.6 PSF (298 SF) + 4.8 PSF (245 SF) = 4.04 K 65 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story wi. hi w.. h.k Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Ewi � hik F. FX Roof Framing 20 875 17.5 26.5 464 0.27 2.3 2.3 2nd Framing 25 2945 73.6 17.33 1276 0.73 6.4 8.7 E = 91.125 - 1740 1.00 8.7 - Base Shear (ULT) 12.1 kips Base Shear (ASD) 8.7 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Includina Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.0 2.3 2.3 2nd Framing 1.0 6.4 8.7 E = 8.7 - Diaahraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • wPX Fpx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWpx 0.4SDSIWpx Govern Roof Framing 17.5 17.5 2.3 2.3 2.3 2.2 4.3 2.3 2nd Framing 73.6 91.1 6.4 8.7 7.0 9.1 18.2 9.1 Y`.._ Seismic & Diaphragm Force Distribution ERH ✓ " 12/18/23 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. Suite 200 Subcleff Residence Edmonds, WA 98020 23153.10 66 u Q 0 0 0 FEQ = 0.7 K FEQ = 1.1 K F,N=0.6K Fes,=1.OK LATERAL KEY PLAN - UPPER FEQ = 0.5 K F, = 0.5 K �1.6 K FW = 1.2 K 0.7 K FN, = 0.6 K 67 O O O O 4.8 K 1.2 K 3.9 K .6 K FEQ = 5.1 K FEQ = 3.6 K F,N = 3.6 K LATERAL KEY PLAN - MAIN FW = %p K O CONCRETE BASEMENT WALL 0 FEQ= 3.9 K Fw = 2.6 K FEQ = 5.1 K FW=3.6K 69 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 2.3 kips (Story Shear) Story FIT = 8.08 Fx wind = 1.8 kips StoryShear Wall Frr= 8.08 Max IJw 3.5 Wx = 2300.0 PLF seismic Sos Wx= 1810.0 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (o.s-o.t4sm(pL 0.6*DL Net Uplift E 1.0 2.3 1.8 Date 12/18/23 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 Project Subcleff Residence Job No. Edmonds, A98020 W 23153.10 Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift Hold -dorm Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A .. B 1 2 3 4 4.333 4.92 6.75 8 0.69 - - - 1.0 1.0 1.0 1.0 66 66 66 66 37 37 37 37 SW6 SW6 SW6 SW6 3.8 4.4 6.3 7.5 0.6 0.6 0.6 0.6 0.5 0.5 0.5 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.4 0.3 0.4 0.3 0.4 0.3 0.4 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 None None None None None None None None 1.6 - - - 1.2 - - - 10.8 10.8 5.0 5.0 C 1 2 4.33 4.92 1 1.0 1.0 78 78 44 44 SW6 SW6 3.8 4.4 0.7 0.7 0.6 0.6 0.3 0.3 0.3 0.3 0.3 0.4 0.3 0.4 0.5 0.4 0.5 0.4 None None None None 0.7 - 0.6 - 10.8 10.8 - D Shearwalls: 1/2" sheathing w/ HF studs Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 8d@6"o.c. 242 plf None SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 8.5 kips Description By Upper Floor Shear Walls ERH Fbldown Table (Floor Clear Span 16") Nil - 0 plf SW6 8d@6"o.c. 242 plf None SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d(al2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 8.5 kips Description By Upper Floor Shear Walls ERH Upper Floor Shear Walls - Walls Below the Roof Framing M Y - Direction Walls Fy (EQ) = 2.3 kips (Story Shear) Story Hi = 8.08 F wind = 2.1 kips Sto Shear Wall Hi= 8.08 Max IJw 3.5 Wy = 2193 PLF seismic Sos = 0.87 WY = 2012 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6A.14S.)DL 0.6*DL Net Uplift Hold-down Line Line DL Line Mark Length Width 2wdh Shear Shear Callout HID Length Uplift Uplift Endi Endj Endi Endj Endi Endj Endi Endj Load Load Trib 1 A 2.75 0.31 0.7 368 241 SW3 2.3 2.5 2.3 0.1 0.1 0.1 0.1 2.4 2.4 MST48 MST48 0.7 0.6 2 A 12.5 0.5 1.0 46 30 SW6 12.0 0.4 0.4 0.5 0.5 0.7 0.7 0.0 0.0 None None 1.1 1.0 6.5 B 11.16 - 1.0 46 30 SW6 10.7 0.4 0.4 0.3 0.3 0.4 0.4 0.1 0.1 None None - - 3.0 3 A 12.5 0.23 1.0 28 18 SW6 12.0 0.2 0.2 0.5 0.5 0.7 0.7 0.0 0.0 None None 0.5 0.5 6.5 B 6 - 1.0 28 18 SW6 5.5 0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.1 None None - - 3.0 4 £ 1.0 2.3 2.1 _Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls By ERH Date 12/18/23 Checked Date Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Subcleff Residence Job No. Edmonds, WA98020 23153.10 71 Main Floor Shear Walls - Walls Below the Upper Floor Framino X - Direction Walls Fz (ED) = 6.4 kips (Story Shear) Story HT = 9.16 Fz (wind) = 4.0 kips (Story Shear) Wall HT = 8.08 Max h/w 3.5 Wx= 6400 PLF seismic S. 0.87 Wx= 3980 PLF wind Line Load ED Wind ED Wind Net Uplift Governing ED Wind Wall Wall SW Trib From Above ED, WL ED Wind SW Reduced Gross Gross (a.8-0.145m)DL 0.6' DL From Above NetUplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2w/h Shear Shear CaIlout HD Length Uplift Uplift End i End j End i End j End i End j End i End j End I End j Load Load Trib A 1 19.92 0.5 1.6 1.2 1.0 142 69 SW6 19.4 1.3 0.9 0.4 0.4 0.5 0.5 0.0 0.0 1.0 1.0 MST37 MST37 4.8 3.2 0.0 2 13.67 - - - 1.0 142 69 SW6 13.2 1.4 0.9 0.3 0.3 0.3 0.3 0.0 0.0 1.1 1.1 MST37 MST37 - - 0.0 B I I 1 1 4-6 1 4-2 DISTRIBUTE LOAD FROM ABOVE TO WALL LINES A & D C I I 1 1 e7 1" D 1 6.33 0.5 0.7 0.6 1.0 224 105 SW6 5.8 2.2 1.5 0.1 0.1 0.2 0.2 0.0 0.0 2.1 2.1 MST37 MST37 3.9 2.6 0.0 2 5.58 - - - 1.0 224 105 SW6 5.1 2.3 1.5 0.1 0.1 0.1 0.1 0.0 0.0 2.1 2.1 MST37 MST37 - - 0.0 3 5.58 - - - 1.0 224 105 SW6 5.1 2.3 1.5 0.1 0.1 0.1 0.1 0.0 0.0 2.1 2.1 MST37 MST37 - - 0.0 £ 1.0 2.3 1.8 Sheenn'alls: 1/2" Sheathing w/ HF Studs Nil - 0 plf SW6 8d@6"o.0. 242 plf SW4 8d@4"o.0. 350 plf SW3 8d@3"o.0. 455 plf SW2 8d@2"o.0. 595 plf 2SW4 8d@4"o.0. 706 plf 2SW3 8d@3"o.0. 910 plf 2SW2 8d@2"o.o. 1190 plf Re -Cato 1200 plf C � n ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table (Floor Clear Span = 16") Nil - 0 kips None - 0.5 kips MST37 (2)-2x HF 2.345 kips MST48 (2)-2x HF 3.640 kips MST60 (2)-2x HF 5.405 kips MST72 (2)-2x HF 6.475 kips kips kips kips kips Re-Calo 6.5 1 kips Main Floor Shear Walls X-Direction Subcleff Residence Input Cell Input Cell w/ Formula ERH NITS No. 23153.10 12/18/23 72 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (ED) = 6.4 kips (Story Shear) Story HT = 9.16 Fy (wind) = 4.0 kips(Story Shear) Wall HT = 8.08 Max lvw 3.5 Wy = 6400 PLF seismic S. = 0.87 W = 4040 PLF wind Line Load ED Wind ED Wind Net Uplift Governing ED Wind Wall Wall SW Trib From Above ED, WL ED Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above Net Uplift Hold-down Line Line DL Line Mark Length Width ED Wind 2w/h Shear Shear Callout HD Length UpIiH UpIiH End i End j End i End j End I End j End i End j End i End j Load Load Trib 1 A 3.16 0.58 1.4 1.3 0.8 375 190 SW3 2.7 3.2 2.3 0.1 0.1 0.1 0.1 0.0 0.0 3.1 3.1 MST48 MST48 5.1 3.6 5.0 B 14.25 - - - 1.0 293 148 SW4 13.8 2.8 2.0 0.5 0.5 0.6 0.6 0.0 2.4 2.3 4.7 MST37 MST60 - - 4.0 4-4 a 0 DISTRIBUTE LOAD FROM ABOVE TO WALL LINES A & D 0 5 05 4 A 8.16 0.42 0.9 0.8 1.0 113 57 SW6 7.7 1.1 0.8 0.2 0.2 0.3 0.3 0.0 0.0 0.9 0.9 MST37 MST37 3.6 2.5 2.5 B 7.58 - - - 1.0 113 57 SW6 7.1 1.1 0.8 0.3 0.3 0.4 0.4 0.0 0.0 0.8 0.8 MST37 MST37 - - 5.5 C 3.58 - - - 0.9 127 64 SW6 3.1 1.2 0.8 0.1 0.1 0.2 0.2 0.0 0.0 1.1 1.1 MST37 MST37 - - 5.5 D 12.58 - - - 1.0 113 57 SW6 12.1 1.1 0.8 0.4 0.4 0.4 0.4 0.0 0.0 0.7 0.7 MST37 MST37 - - 2.5 E 1.0 2.3 2.1 8.7 6.2 Input Cell Input Cell w/ Formula JIM Description Main Floor Shear Walls By ERH Date 12/18/23 Checked Date Y-Direction Scale NTS Sheet No. ENGINEERING 250 4th Ave. South suite 200 Project Subcleff Residence Job No. Edmonds, WA 98020 23153.10 73 Lower Floor Shear Walls - Walls Below the Main Floor Framino Y - Direction Walls Fy (EQ) = kips (Story Shear) Story Hr = 9 F (wind) = kips (Story Shear) Wall HT = 8 Max l✓w 3.5 Wy = 0 PLF seismic S. = 0.87 W = 0 PLF wind Line Load EQ Wind WindMOO Net Uplift Governing EQ Wind Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross 0.6'DL From Above Net Uplift Hold-down Line Line DLMark Length Width EQ Wind 2w/h Shear Shear Calloul HD Length Uplift Uplift nd i End j Endi Endj EndiEndj End i End j Load Load TribA 3.25 20 5.1 3.6 0.8 389 197 SW3 2.8 34 2.4 0.1 0.1 0.0 0.0 3.3 3.3 HDU5 HDU5 5.1 3.6 10 B 358 - - - 0.9 353 179 SW3 3.1 3.3 2.4 0.1 0.10.0 0.0 3.2 3.2 HDU4 HDW - - 1.0 C 3.5 - - - 0.9 361 183 SW3 3.0 3.3 24 0.2 0.2 0.0 0.0 3.2 3.2 HDU4 HD114 - - 9.0 D 6 - - - 1.0 313 158 SW4 5.5 3.1 22 .4 0.4 2.3 0.0 5.1 2.8 HDUB HDU4 - - 9.0 3.6 2.5 CONCRETE RETAINING WALL E 20.0 8.7 6.2 8.7 6.2 npu Cell Cell Inpu! w/ Formula Description By Date ' Lower Floor Shear Walls ERH 12/18/23 Checked Date C - Y-Direction N G 1 N EE Scale Sheet No. NTS 250 4th Ave. South Project Job No. Suite200 Subcleff Residence Edmonds, WA 98020 23153.10 C6011.21ftJfO LOMJJli,30 tPO0X3 FULL NC-16HT �;Tl/ll)S -Z 5TAII�i+�Lt� �n6t3o Zz`3 PYf CCv�,Str,wt1"'e( per+ h + Pn E+ o) fJ = lb0 /3 d6>Jt-irvtt`t�;/ 1"olP I�Ad�- E '"lNl tH S G6CVS E IZ`�' P> L.00�wb►� 1<Sx6 HF STUDS @ 12" OC (<6rvl 131NLU LARD/NG'• 4EC,.6 Description By U,� II II Date 12/i2/Z3 O t/f T OF paN ( Checked �! Date ENGINEERING Scale Sheet No. 250 4th Ave. South W S Suite 200 project Job No. Edmonds, WA 98020 SU P, C` E R E� I I)E N 425.778.8500 2 .1 76 www.cgengineering.com WoodWorks'_ t COMPANY PROJECT CG Engineering 250 4th Ave S. STE 200 Edmonds, WA 98020 Dec. 18, 2023 16:36 Out of Plane Loads - Full Height Studs at Stairwell Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Wind Full Area 28.00(12.0") psf Load2 Dead Axial UDL (E Cc. = 0.92") 100 plf Load3 Live Axial UDL (Ecc. = 0.9211) 100 plf Self -weight Dead Axial UDL 28 plf Reactions (lbs): 16.16' m m � to O fD 01 16.16, Unfactored• Lateral: Dead 0 -0 Live 0 -0 Wind 226 226 Axial: Dead 128 128 Live 100 100 Factored: R->L -1 Load comb #2 L->R 136 135 Load comb #51 1 #9 Full Height Studs at Stairwell Lumber Stud, Hem -Fir, Stud, 2x6 (1-1/2"x5-1/2") Support: None Spaced at 12.0" c/c; Total length: 16.19'; Volume = 0.9 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 ft; Ke x Ld: 1.0 x 16.16 = 16.16 ft; 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 = 25 Fv' = 240 psi fv/Fv' = 0.10 Bending(+) fb = 876 Fb' = 1242 psi fb/Fb' = 0.71 Axial fc = 28 Fc' = 265 psi fc/Fc' = 0.10 Combined (axial + eccentric + side load be ding) Eq.15.9-1 = 0.75 Axial Bearing fc = 28 Fc* = 800 psi fc/Fc* = 0.03 Live Defl'n 1.03 = L/187 1.62 = L/120 in 0.64 Total Defl'n 1.05 = L/185 1.62 = L/120 in 0.65 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.60 1.00 1.00 - - - - 1.00 1.00 9 Fb'+ 675 1.60 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 5 Fc' 800 1.00 1.00 1.00 0.331 1.000 - - 1.00 1.00 2 Fc'comb 800 1.60 - - 0.215 - - - - - 5 E' 1.2 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.99 million 1.00 1.00 - - - - 1.00 1.00 5 Fc* 800 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear LC #9 = 0.6D + 0.6W Bending (+): LC #5 = D + 0.6W Deflection: LC #9 = 0.6D + 0.6W (live) LC #5 = D + 0.6W (total) Axial LC #2 = D + L Combined LC #5 = D + 0.6W D=dead L=live W=wind All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V = 136 lbs; M(+) = 552 lbs-ft; P = 228 lbs EI = 29.96e06 lb-in^2 Combined: Fb' = 1242 psi; fb = 870 psi; The = (P x e)/S = fc(6e/d) = 12 psi; FcE = 291 psi "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Axial d governs, 1/b = 0.0, 1/d = 35.3 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. 77 WoodWorks'_ t COMPANY PROJECT CG Engineering 250 4th Ave S. STE 200 Edmonds, WA 98020 Dec. 18, 2023 16:37 Out of Plane Loads - Full Height Posts at Stairwell Design Check Calculation Sheet Wood Works Sizer 2023 Loads Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.92") 593 lbs Load2 Live Axial (Ecc. = 0.92) 300 lbs Load3 Wind Full UDL 75.0 plf Self -weight Dead Axial 116 lbs Reactions (lbs): 16.16' m m � to O fD 01 16.16' Unfactored• Lateral: Dead 3 -3 Live 1 -1 Wind 606 606 Axial: Dead 709 709 Live 300 300 Factored: R->L -4 Load comb #2 L->R 366 362 Load comb #51 1 #9 Full Height Stairwell Posts Timber -soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 16.19'; Volume = 3.4 cu.ft.; Post or timber Pinned base; Load face = width(b); Ke x Lb: 1.0 x 16.16 = 16.16 ft; Ke x Ld: 1.0 x 16.16 = 16.16 it; 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 = 18 Fv' = 272 psi fv/Fv' = 0.07 Bending(+) fb = 646 Fb' = 1200 psi fb/Fb' = 0.54 Axial fc = 33 Fc' = 275 psi fc/Fc' = 0.12 Combined (axial + eccentric + side load be ding) Eq.15.4-1 = 0.60 Axial Bearing fc = 33 Fc* = 700 psi fc/Fc* = 0.05 Live Defl'n 0.70 = L/278 1.62 = L/120 in 0.43 Total Defl'n 0.72 = L/270 1.62 = L/120 in 0.44 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 170 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 750 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 1.00 5 Fc' 700 1.00 1.00 1.00 0.393 1.000 - - 1.00 1.00 2 Fc'comb 700 1.60 - - 0.259 - - - - - 5 E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 5 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 5 Eminy' 0.47 million 1.00 1.00 - - - - 1.00 1.00 5 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = 0.6D + 0.6W Bending(+): LC #5 = D + 0.6W Deflection: LC #4 = 0.6D + 0.6W (live) LC #5 = D + 0.6W (total) Axial LC #2 = D + L Combined LC #5 = D + 0.6W D=dead L=live W=wind All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 CALCULATIONS: V = 365 lbs; M(+) = 1492 lbs-ft; P = 1009 lbs EI = 99.13e06 lb-in^2 Combined: Fb' = 1200 psi; fb = 636 psi; The = (P x e)/S = fc(6e/d) = 20 psi; FCE = 311 psi "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.50 permanent + "live" Axial b used, 1/b = 35.3, 1/d = 35.3 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. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. W.