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REVIEWED BLD2023-0103+Structural_Calculations+1.23.2023_2.16.45_PM+3328693C � ENGINEERING 250 4ch Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 ............................................... REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT civil & structural engineering & planning RECEIVED Jan 26 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0103 STRUCTURAL CALCULATIONS Elliot Residence 23422 74th Ave W Edmonds, WA 98026 011 /�.f�.,`Y ONAL 01/13/2023 CG Project No.: 22240.10 Project Description This project involves the remodel of an existing single -story home with a basement. The existing roof will be removed and replaced with a new pre -manufactured truss roof with dimensional lumber rafters in some areas. The footprint of the house is expanding, requiring additional crawlspace and floor area. New floor framing will consist of dimensional lumber floor joists. New interior beams and bearing walls, as well as foundation elements, will be utilized as needed. The lateral resisting system will consist of plywood shear walls and steel hold-down ties. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 0 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category C Importance Factor, IW 1 (Non -Essential Facility) Mean Height 20.6 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.022 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date JDM 8 4 2022 Project Summary Checked Date ENGINEERING Seale NTS sheet No. 250 4th Ave South project Job No. Suite 200 Elliot Residence 22240.10 Edmonds, WA 98020 Gravity Design Loads Roof DL Roofing Material 2.5 psf 1/2 Sheathing 1.7 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf (2) 2x12 DF @ 24" OC 3.7 psf M/E 1.0 psf Misc 1.5 psf 14.2 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Description Gravity Design Loads By JDM Date 08/04/22 ^ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 2 Project Elliot Residence Job No. 22240.10 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - - - - - - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) C Ci —seep— Beam Span Table nY JDM .— 08/04/22 O Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 r�oject Elliot Residence lob No. 22240.10 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 Beam Span Table "' JDM — 08/04/22 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Project Job No. Suite 20o Elliot Residence 22240.10 Edmonds, WA 98020 n HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6xl0 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By JDM Date 08/04/22 Wood Column Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South Suite20o Project j" Elliot Residence Job No. 22240.10 68 (D) + 113 (S) PLF 874 # (D) 1316 # (S) 236 (D) + 394 (S) PLF 248 (D) + 413 (S) PLF 79 (D) + 131 (S) PLF Sul INAMM 1052 # (D) 1052 # (D) 1753 # (S) 1753 # (S) L�-------------------- -------- ------ ---------- ---- I L___ - RJ02 i TRUSSES @ 24" OC RJ02 I II II I I m 4106 # (D) 2' 3943 # (D) 6201 # (S) 00' 6068 # (S) TrBM03 5 1/4" x 16" PSL BM02 _ 5 1/4" x 9 1/2" PSL [1052 # (D) 1052 # (D) 1753 # (S) 1753 # (S) \ (KP) (KP) II RJ01 ii RJ01 I I II II I � II I � sw6l 4xHDR01 ! sw6 4HDR01 'R sw6 855 # (D) 1425 # (S) ROOF FRAMING KEY PLAN [01 o Description By Date VZ2 Checked Date ENGINEERING lJ Scale Sheet No. 250 4th Ave. South Suite 200 project �` \ t% Job No. 7 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 2 IV l ) COMPANY PROJECT WoodWorks Aug. 1, 202210:13 rafter SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load I Type Distribution Pat- Location tft] Magnitude Unit tern Start End Start End D Dead Full Area 15.00(29.0) psf S Snow Full Area 25.00 (29.0") psf Self-wei ht Dead Full UDL 8.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 23 38V 22' Unfactored: ,ad Snow 444 551 444 551 Factored: Total 995 995 Bearing: F'theta 670 670 Capacity Joist 1004 1004 Support 1115 1055 Des ratio Joist 0.99 0.99 Support 0.94 0.94 Load comb 42 #2 Length 0.50• 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb m 1.00 1.00 Cb support 1.13 1.13 Fc 625 625 Minimum bearing length setting used: 112" for end supports RJ01 Lumber n-ply, D.Fir-L, No.2, 2x12, 2-ply (3"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 23.69'; Clear span(horz): 21.938'; Volume = 5.6 cu.ft.; Pitch: 4.25/12 Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. WARNING: Member length exceeds typical stock length of 18.0 ft Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Desi n Value Unit Anal sis/Desi Shear £v = 38 Fv' = 20, psi fv/Fv' = OnlB Bending(+) fib = 1111 Fb' = 1190 psi fb/Fb' = 0.67 LiveDe£1'n 0.52 = L/537 1.17 = L/290 0.45 Total Defl'n 0.94 = L/297 1.56 = L/180 0.60 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 - 2 F cp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V me.= 937, V design = 859 lbs; M(+) = 5465 lbs-£t EIy = 284.76 lb-in^2/ply "Live" deflection is due to all n n-dead loads (live, wind, Total deflection = 1.0 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 5. FIRE RATING. Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT WoodWorks' July22, 202210:40 RJ02 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load I Type Distribution Pat- Location 1ft] Magnitude Unit tern Start End Start End Loadl Deatl Full Area 15.00(29.0) psf Load2 Snow Full Area 25.00 (29.0") psf Self -weight Dead Full UDL 2.2 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.709' 9.458' Unfacto red: Dead Snow Factored: 174 258 169 250 Total Bearing: 432 418 F'theta 437 937 Capacity Joist 3609 2297 Suppart 417 265 8 Do Joist 0.12 0.16 Support 0.10 0.16 Load comb #2 #2 Length 5.50 3.50 Min req'd 0.66 0.64 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc 905 405 Bearing for wall supports is perpendicular -to -grain bearing on top plate. No stud design included. RJO2 Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Lumber Stud Wall, Hem -Fir Stud Roofjoist spaced at 24.0" c/c; Total length: 10.88'; Clear span(horz): 9.375'; Volume = 0.8 cu.ft.; Pitch: 4112 Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 45 Fv' = 172 psi fv Fv' = 0.26 Bending(+) £b = 858 Fb' = 1349 psi fib/Fb' = 0.69 Live Defl'n 0.16 = L/740 0.50 = L/290 0.32 Total De£1'n 0.33 = L/366 0.66 = L/180 0.99 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.200 - 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 377, V design = 329 lbs; M(+) = 939 lbs-ft Fry = 61. 92 1b-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Bearing: Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASO). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. 9 'I = Description By , Date �c, Checked Date ENGINEERING I 250 4th Ave. South Scale Sheet No. Suite 200 Edmonds, WA 98020 10 Pro ect �� all, Job No. J ara C 425.778.8500 d� www.cgengineering.com r COMPANY PROJECT WoodWorks 0 �IN'ARE FOR WOOD DESIGN Aug. 9, 202211:25 BM02 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00(12.001) psf Load2 Snow Full Area 25.00(12.001) psf Load3 Dead Point 20.63 1021 lbs Load4 Snow Point 20.63 1702 lbs Self -weight Dead Full UDL 26.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 23.74' Unfactored• Dead Snow 2563 3769 3335 5055 Factored: Total 6332 8390 Bearing: Capacity Beam 21656 21656 Support 19093 19093 Des ratio Beam 0.29 0.39 Support 0.33 0.44 Load comb #2 #2 Length 5.50 5.50 Min reg'd 1.82** 2.42** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 575 575 '*Minimum bearing length governed by the required width of the supporting member. BM02 PSL, PSL, 2.2E, 5-1/4"x16" Supports: All - Timber -soft Column, Hem -Fir No.2 Total length: 23.75'; Clear span: 22.813'; Volume = 13.8 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 = 134 Fv' = 334 psi fv/Fv' = 0.40 Bending(+) fb = 2000 Fb' = 3232 psi fb/Fb' = 0.62 Live Defl'n 0.55 = L/505 1.15 = L/240 in 0.47 Total Defl'n 1.10 = L/250 1.53 = L/180 in 0.72 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 0.969 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 8218, V design = 7493 lbs; M(+) = 37332 lbs-ft Eiy = 3942.40 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 = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. 11 COMPANY PROJECT WoodWorks 0 �IN'ARE FOR WOOD DESIGN Aug. 9, 202211:32 BM03 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Partial Area 0.00 8.00 15.00(4.501) psf Load2 Snow Partial Area 0.00 8.00 25.00(4.50') psf Load3 Dead Partial Area 8.00 11.82 15.00 (12.00, psf Load4 Snow Partial Area 8.00 11.82 25.00(12.001) psf Load5 Dead Point 8.00 1021 lbs Load6 Snow Point 8.00 1702 lbs Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11.926' R Unfactored• Dead Snow Factored: 874 1316 1543 2432 Total 2190 3975 Bearing: Capacity Beam 21656 21656 Support 19093 19093 Des ratio Beam 0.10 0.18 Support 0.11 0.21 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.63** 1.14** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 575 575 "Minimum bearing length governed by the required width of the supporting member. BM03 PSL, PSL, 2.2E, 5-1/4"x9-1/4" Supports: All - Timber -soft Column, Hem -Fir No.2 Total length: 11.94'; Clear span: 11'; Volume = 4.0 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 = 106 Fv' = 334 psi fv/Fv' = 0.32 Bending(+) fb = 1667 Fb' = 3432 psi fb/Fb' = 0.49 Live Defl'n 0.16 = L/830 0.55 = L/240 in 0.29 Total Defl'n 0.31 = L/423 0.74 = L/180 in 0.43 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.029 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + S Bending (+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 3828, V design = 3432 lbs; M(+) = 10398 lbs-ft EIy = 761.77 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 = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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 usina an aooarent modulus of elasticity E that incorporates the effect of shear deflection. 367 (D) + 394 (S) + 135 (L) PLF 427 (D) + 413 (S) + 265 (L) PLF NEW 48" FOUNDATION (TYPICAL) FOUNDATION FJ1 1 SLAB ON GRADE IACCESS TO JACCE NEW CRAWL SPACE ABOVE GRADE ABOVE CRM SPACE iCRAWL STEP FOOTING EXISTING FO FOUNDATION (TYPICAL) 1 -41 1 t ft. 71 R �j j C BOV E t /LR. EXIST FLOOR JOISTS z 0 F L LINE E d (ABOVEz r2 0 3943 # (D) EW X NEWX NEW FOOTING 6068 # (S) NEW X VI: POST POST V EXIST BEAM ,EXISTBEAM EXIST BEAM L 4106 # (D) -RAWL SPACE 6201 # (S) BM12 2 X @ 24"1 O.C. FA 1 EXIST FLOOR JOISTS 388 # (0) 7##(((S.))) CRAWL SPACE 86-61 73 Z ABOVE — — — — — — — — — 0— T TIT I EXISTING SLAB ON GRADE — — — — -- FJ�)\RErqVEjEjlSjIN?STTAIrSj 0 L LL K NEW UNDATION 48" FOUNDATION EXIST FLOOR i- JO JOISTS U) 420. (D) x 1 086 # (S) w ADDITION FJll z EXIST EXIST 0 FLOOR FLOOR JOISTS JOISTS z ANTE LL w 0 z x U) kNTEIR= X Lu EXIST FLOOR JOISTS EXISTING RESIDENCE UPPER FLOOR FRAMING KEY PLAN 13 WoodWorks() �FtWARE FOR WOOD DESIGN COMPANY PROJECT July 22, 2022 11:16 FJ11 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.011) psf Load2 Live Full Area 1 40.00(16.0") psf Self -weight Dead Full UDL 2.9 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 13.623' 13.167' Unfactored• Dead Live Factored: 159 374 151 353 Total 533 504 Bearing: Capacity Joist 3341 504 Support 4176 - Des ratio Joist 0.16 1.00 Support 0.13 - Load comb #2 #2 Length 5.50 0.83 Min req'd 0.88 0.83 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 405 rsearing Tor wau supports is perpenaicuiar-to-grain Dearing on top plate. NO stua aesign incivaea. FJ11 Lumber -soft, Hem -Fir, No.2, 2x10 (1-1/2"x9-1/4") Supports: 1 - Lumber Stud Wall, Hem -Fir Stud; 2 - Hanger; Floor joist spaced at 16.0" etc; Total length: 13.63'; Clear span: 13.126; Volume = 1.3 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 150 psi fv/Fv' = 0.32 Bending(+) fb = 926 Fb' = 1075 psi fb/Fb' = 0.86 Live Defl'n 0.28 = L/563 0.44 = L/360 in 0.64 Total Defl'n 0.46 = L/342 0.66 = L/240 in 0.70 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending (+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 502, V design = 440 lbs; M(+) = 1651 lbs-ft EIy = 128.61 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) 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. 15 COMPANY I PROJECT WoodWorksll' , UWARE FOR WOOD DESIGN July 22, 2022 11:21 1 BM15 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 2) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 13.52 420 lbs Load2 Live Point 13.52 1086 lbs Self -weight Dead Full UDL 6.7 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 17.359' Unfactored• Dead Live 142 225 388 861 Factored: Total 367 1249 Bearing: Capacity Beam 7796 7796 Support 12175 13320 Des ratio Beam 0.05 0.16 Support 0.03 0.09 Load comb #2 #2 Length 5.50 5.50 Min req'd 0.50* 0.88 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - 1.11 Fc/Fcp sup 575 625 BM12 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: 1 - Timber -soft Column, Hem -Fir No.2; 2 - Timber -soft Beam, D.Fir-L No.2; Total length: 17.38'; Clear span: 16.438'; Volume = 3.9 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 = 58 Fv' = 150 psi fv/Fv' = 0.38 Bending(+) fb = 1017 Fb' = 1020 psi fb/Fb' = 1.00 Live Defl'n 0.35 = L/566 0.55 = L/360 in 0.63 Total Defl'n 0.61 = L/326 0.82 = L/240 in 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 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 Emin' 0.47 million 1.00 1.00 - - - - 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 combinations: CALCULATIONS: V max = 1245, V design = 1245 lbs; M(+) = 4230 lbs-ft EIy = 300.09 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using AllowableS►cess Design (ASD). Design values are from the NDS Supplement. I ti 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. Description By Date y !!d,, Checked Date ENGINEERING N ''"" " Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020) _7 425.778.8500 / r www.cgengineering.com r 1 NEW 48" FOUNDATION (I]LPIC� FOUNDATION- — — — — — — — — — -1 F - - - - - - - - - - - - - - FF- �v I 1ACCESS @ NEW CRAWL SPACE ABOVE NEW SLAB ON GRADE TO iCRAWL SPACE I I STEP FOOTING EXISTING FOUNDATION ...�TYPICAL) 'Ll . LIN "I VE I F lz FLR. LINE IABOVE z 1 @0 CRAWL SPACE 2 X @ 24" O.C. CRAWL SPACE ABOVE L - - - - - - - NEW 48" FOUNDATIONn tr EXIST FTG L FTG21 - NEW FO, NEW X NEW X POST POST 1 N. PLANTER 0 L� F-- F FT F--� r 2 --------T—-1- ,RT9VEJE1171NTSTAIrSI I j EXIST SLAB ON GRADE t FTG2 %- BM22 FTG23 2013 # (D) 404 # (L) 952 # (S) ADDITION I EXISTING RESIDENCE EXISTING SLAB ON GRADE MAIN FLOOR/FDN KEY PLAN iu.* Description By Date �� \A Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. 19 Edmonds, WA98020,q i-at 425.778.8500 www.cgengineering.com ? 0' W"i COMPANY PROJECT WoodWorks Jan.4, 202308:35 BM22 SOFrWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 2) Loads: Load Type Distribution Pat- tern Location fftl Start End Magnitude Start End Unit Loadl Dead Full UDL No 306.0 plf Lcad2 Snow Full UDL JP.1lUDL Yes 344.0 plf Load3 Dead Point No 0.00 890 lbs Load4 Live Point Yes 0.00 280 lbs Loads Snow oint Yes 0.00 100 Its Self-wei ht Dead No 9.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 3.521' 3.25' Unfactorod: Dead Live Snow 2013 404 952 4 -124 420 Factored: Uplift -157 Total 3030 387 Bearing: Capacity Beam 6328 4961 Support 17046 8476 Des ratio Beam 0.36 0.08 Support 0.18 0.05 Load comb #3 #9 Length 5.50 3.50 Min re", 1.76 0.50* Cb 1.07 1.00 Cb min 1.21 1.00 Cb support - 1.11 Fc/Fc 700 625 Minimum bearing length setting used: 1/2" for end supports BM22 Lumber -soft, Hem -Fir, No.2, 4x6 (3.1/2"x5-1/2") Supports: 1 - Timber -soft Column, D.Fir-L No.2; 2 - Lumber -soft Sill plate, D.Fir-L No.2; Total length: 35; Clear span: 0.75', 2.0'; Volume = 0.5 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 s Value Analysis Design Value Unit Anal sis/Desi Shear £v =104 Fv' 150 psi fv/F!' = On70 Bending(') fib = 23 Fb' = 1271 psi fb/Fb' = 0.02 Bending(-) £b = 901 Fb' = 1105 psi fb/Fb' = 0.82 Deflectn io: -0.00 = < L/999 0.08 = L/360 0.03 Interior Live Total -0.01 = < L/999 0.11 = L/240 0.11 Cantil. Live 0.01 = < L/999 0.07 = L/180 0.15 Total 0.05 = L/238 0.10 = L/120 in 0.50 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 650 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 9 Fb'- 850 1.00 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 - 11 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #9 = D + S (pattern: sS) Bending(-): LC #2 = D + L Deflection: LC #11 = (live) LC #11 = (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #9 = D + S (pattern: sS) Support 2 - LC #2 = D + L 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: CALCULATIONS: V max = 1460, V design = 1339 lbs; M(+) = 34 lbs-ft; M(-) = 1325 lbs-fit EIy = 13.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASO). 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. c Description ENGINEERING 250 4th Ave. South Suite 200 project Edmonds, WA 98020 425.778.8500 www.cgengineering.com L > 1.42' = 17" T By � Date // 1, 14 Checked Date Scale Sheet No. Job No. 2 22Zto,�a Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed / default) Occupancy Category II (non -essential facility) Seismic Design Category D From Computer Program: SS = 1.277 Lat. = 47.786 Short & 1-Sec Period Mapped St = 0.448 Long. _-122.334 Acceleration Parameters (MCE) SMs = FaSs = 1.532 Fa = 1.200 ASCE 7-16 (Eq. 11.4-1) SMt = F St = 0.830 Fv = 1.852 ASCE 7-16 (Eq. 11.4-2) SpS = (2/3)SMs = 1.022 ASCE 7-16 (Eq. 11.4-3) Spt = (2/3)SMt = 0.553 ASCE 7-16 (Eq. 11.4-4) Ta = Cthn' = 0.19 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 20.6 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-16 (Table 12.2-1) IE Factor = 1.0 ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SDSl = 0.045 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SDSIW)/R = 0.157 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (SptIW)/RTa = 0.440 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By JDM Date 07/11/22 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Elliot Residence 22 Edmonds, WA 98020 22240.10 7/11 /22,11:37 AM L%TC Hazards by Location ATC Hazards by Location Search Information Address: 23422 74th Ave W, Edmonds, WA 98026, USA Coordinates: 47.7863112,-122.3335524 Elevation: 318 ft Timestamp: 2022-07-1 1T18:37:00.500Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value SS 1.277 S1 0.448 SMS 1.533 SMi * null SDS 1.022 Sol * null * See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.543 MCER peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.651 Site modified peak ground acceleration Tt 6 Long -period transition period (s) SsRT 1.277 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.403 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) Sao 2.146 Factored deterministic acceleration value (0.2s) S1RT 0.448 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.5 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1D 0.868 Factored deterministic acceleration value (1.0s) PGAd 0.755 Factored deterministic acceleration value (PGA) * See Section 11.4.8 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. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 23 https://hazards.atcouncil.org/#/seismic?lat=47.7863112&ing=-l22.3335524&address=23422 74th Ave W%2C Edmonds%2C WA 98026%2C USA 1 /1 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area Level (psf) (ft2) wDL (kips) Story w; • hi Elev. (h) (k-ft) wx • h'k Ew; � h;k Shear Sum Fx Fx Roof Framing 20 1681.5 33.6 20.6 693 1.00 3.8 3.8 E = 33.63 - 693 1.00 3.8 - Base Shear (ULT) 5.3 kips Base Shear (ASD) 3.8 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 3.8 3.8 E = 0.0 - Diaohraam Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E w; F; E F; E F; • Wp, FPx (Min) FPx (Max) FPx Level (kips) (kips) (kips) (kips) E w; 0.2SD8IWPx 0.4SDSIWPx Govern Roof Framing 33.6 33.6 3.8 3.8 3.8 4.9 9.8 4.9 Description Seismic & Diaphragm Force Distribution By JD Date 07/11/22 Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave. South project Job No. Suite 200 Elliot Residence 24 Edmonds, WA 98020 22240.10 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) Building Exposure Exp.= C Basic Wind Speed V= 97 Risk Category IW= II Top of Roof Height (feet) h= 25.33 Mean Roof Height (feet) hmean= 20.6 Building Length (feet) L= 41.5 Building Width (feet) W= 38 End Zone Width, a (feet) a= 3.8 Roof Angle Angle= 18.4 Design Wind Pressure, psi PS30A= 20.1 Design Wind Pressure, psi PS30B= -5.7 Design Wind Pressure, psi ps30c= 13.4 Design Wind Pressure, psi P530D= -3.2 Height/Exposure Adjustm, Amaz 1.30 Topo. Effect Coeff., KZt KZt 1.00 Vaarl = Vnit*VO.6 2018 1 BC Section 1609.4 Section 1609.3.1 ULT ASD Min. ASD p,=A*Kzt*ps30 ps=A*Kzt*ps30*O.6 Per ASCE 28.5.4 26.0 15.6 9.6 PS30A= PS30B= -7.4 -4.4 4.8 p530c= 17.3 10.4 9.6 P530D= -4.1 -2.5 4.8 X-Direction Area,A = 108.0 ASD Roof = 1959 Min. ASD 3461 Area,B = 112.2 Area,C = 113.5 Area,D = 166.0 Y-Direction ASD Min. ASD Area,A = 146.0 Roof = 4754 3682 Area,B = 0.0 Area,C = 237.5 Area,D = 0.0 ASCE 7-16 Section 26.7.3 Per Jurisdiction Table 1.5-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Description By Datc JDM 7/11/2022 Wind Summary Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Elliot Residence 22240.10 25 7111122, 11:35 AM 8TCHazards by Location Search Information Address: 23422 74th Ave W, Edmonds, WA 98026, USA Coordinates: 47.7863112,-122.3335524 Elevation: 318 ft Timestam p: 2022-07-1 1T18:35:41.868Z Hazard Type: Wind ASCE 7-16 MRI 10-Year----------------------------------- 67 mph MRI25-Year ____________________ 73 mph MRI50-Year ____________________ 78 mph MRI100-Year ___________________ 83 mph Risk Category l _________________ 92 mph Risk Categoryll ________________ 97 mph Risk Category III _______________ 104 mph Risk Category IV 108 mph ASCE 7-10 ATC Hazards by Location MRI 10-Year ------------------------------ 72 mph MRI25-Year _______________ 79 mph MRI50-Year _______________ 85 mph MRI100-Year _____________ 91 mph Risk Category l _____________ 100 mph Risk Categoryll _____________ 110 mph Risk Category III -IV __________ 115 mph � rMarysville i hidbev Everett I sl 318 ft ' 7J v � 2 Seattle °Redmond Renton o Map data ©2022 Google Report a map error ASCE 7-05 ASCE 7-05 Wind Speed _______________________ 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 26 https://hazards.atcouncil.org/#/wind?lat=47.7863112&ing=-l22.3335524&address=23422 74th Ave W%2C Edmonds%2C WA 98026%2C USA 1 /1 Topo North America TM 10 NMI o Ino .111 M, II'N 11morawl, IN INN Sheridan Beach ■11 rri�l' - 11■11•' ■ I Li - 11■ E� 11 wr _�� _.. ■R�.�.�_. �I a .---.._...cv _ Arrowhead Point .: ..0. .. Data use subject to license. TN Scale 1 : 62,500 L / © DeLorme. Topo North America TM 10. MN (, 8-E) 0 1 114 3 km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 e v - Rj 99 a a 27 27A p x[r L =L Perrinville m D 27q ` AS rk p m 182 Manor GFTOR Lq Lynnwood = 524 Aide ood Alderwood'Village 3 go CASP,ER T I a 4 > Ay—^ < i Cedar Valley 181E fiy o 104ST Edmonds MAIN-ST Sea tie Heights 'Ln a a \ O ¢ 0 w tr rl i 3 D > 8 212TH ST SW D WOOIN� z = 312TH ST-SW D < a Y O ¢ m Edwards Point o (n Wq:y c¢ o m m 99 0 * 3 / r p rn F, 01� %- 22 H ST SW = 179 D m 220 ST w ¢ `a Olq \Woodwa \Fo sperance SW 79 O 2315T ST SW y` WA 3 �- 3 MountlakeTerrace �� _ F- ' cor vj Brier o" int-Well � a 10 rn \I � y y G A rZ-1 { \9l-- Firdale , / �w NW 2o5TH-ST yGi249TH it Irz ST(SW 1oa m _ f _ � 99 �- �LCry_ c �'P� 7 �yG m - P. -- ( 178 9 Z F Z m Richmond Beachi j m Echo Lake ra I �,� i ' z �G 185 N TS H T m l J� % J Richmond H lands z LU y F 2 178 a 24TH-AVE N �� z rn N 17-5TH ST 6 P n L g o North City 178�SrO!/ 8T 6 _ Lake Forest Park �O 104 V sj O Shoreline � coed„ Sheridan Beach C, Ronald Ridgecrest a O k 2� v " he Highlands O 99 Briarcrest I; z Parkwood Sprmg.Beach D -NE-155TH ST Lake m R ashington) z Arrowhead Point 446.6 ft UPWIND 400 ft OBSTRUCTIONS 350 ft Kzt = 1.0 300 ft ft 250 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -65.6 ft Avg Grade: 2 Climb Elev: 239.3 ft Desc Elev: 305.0 ft Max. Elev: 446.6 ft Min. Elev: 282.9 ft Climb Dist: 1.6 mi Desc Dist: 2.4 mi Data use subject to license. TN Scale 1 : 62,500 Lt9 © DeLorme. Topo North America TM 10. MN (14.8-E) 0 114 3 km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 m E Q s O z O O. H 36TH AVE W" j uri� PLW 36TH�P N 36TH�PL W y� 3N 3A H1Sb 77 s 19F 37TF1 i 381 POW 38TH PVE W tli�. Wid w 1�£ I /a a �Q� �= p o. 40TH PLINE, ny C b?, E o i gyp. 1 3 u3i 2/ � �ti0 38TH`PL NE Z�,�o� �_. n I , o ti �3N.3AV �n 42ND PL W , _ ^ n' y r n ° V �L2 �S z WAY Hl8£-� LL CEDAR- I ,v m 3N 3AV -� o °� F m r_r, M_3Ab_Oa£b= r Ira- MS�15'FI1bOZ—��rvi --� -_ �� NI46TH1PL W N N a Q- _ H1LE -NE 4 TH AVE W j 35TH_AVE__ �i m �j ?H -NE =t1'3�2ND N E m{ N L �ry 48TH: MEW a,_R > �i 3� N= AVE 461 TH PL` W F 315T AVEjNE �- C�• N Nl _0 30TH,AVE NE ��+_ nb1SrFc'(( 2 IN Z P H 1 i O� _ r: 49TH PLW - 0 c a_ O � Cl) Q c_ O� ��-BOTH AV W r M ld•H16b F M 3AV H105 v1 )jb d d = 52DAEi 00 �\�•p�V �_tn w m zl = s = i- - ry r M ld H1051-1 W �5 N2'Z _ ON�53RD-AVE �, - rv-3 3 a M 3WH1bS M H1bS VE W o-� M 3AV HISS I- 6.1H F1. �� r, 53RD AVE w r ML Z z ma o a lb 3 `��� M D -x u -- i uY w - O J = ~ E 1 rry �\n Fx M AV H1L5 _ �v/ _ �rz �P• N'3nV H10Z z N i� d 59TH PL-W.' ^'I `�� 3N 3AV H18T �2 o L O O Q Z CO s 0 59TH AVE-W 60TH AVE W�Y 1 ! a IAVE,NE = z to 14TH=qVE-NEB -- �J J I I 1j 615T PLW iLyp 77) �� \ ��6'15T'AVE-W aNZ9 N gyp, J;,�, o �� I 3.N 3AV H15T 3N 3AV H1bT z�H1ZT� 3 AV H1Z, 1_H1TT H1TF 3N 3QV w J Q N = Y o r { cli 6g�0 d 3 91 �66TH_AVE T }� N 3AV3,T H O ; � \` R W p1 1 an —AA_�y. p x a cV W H Mtn �6+� F M_ld H119 x c'M 3AV H189 I w 3N 3AV H1L N•LJn. 1�9 w o '^ z I r NE �j > a> X m v N� 70TH AVE W 1 J V 3RD AVE w Z_z z w g 72ND AVE W rn _ 73RD AVE W RD POW`z!� 74TH AVE W 73 rn r Z - wV Y o� SUNNYSI'E AVE N g• N lff � 'I I cOftLI55 -AVE N N r^••I 175fHiA AVE W _ 7.6TH AVE W ry 7.6THF7jffTlHAVt:V"77THPLW 77TH AVE W. bL , W gUQRKE'AVE1NdiJ3j�y8 T BURKE AVEN J �� I r 78T E W N a N ] ldaNan IM ld H1LL 3 79TH AV W_ 78TH AVE W I ld-H18� M ld H18L m �� 81ST AVE W �3 c 81ST i ° 82ND AVE W 82ND AV W F 82ND�A�E W R ' 82ND�PL 3 i r v o -}°^ v~j t~n Z c � ^ Z�yp+ �_F U _ ��z D Lo '� o n �_ ,_ E o C1 83RD'AVE W d D'PL W' 84TH dV W_ M ~u. 1 1 ?�I_ ° 3 o rn p z _ Z I �ti� z r ^ .. 3 �, 3 m PLW a ry > �• to 85TVA Q r J rI M 6 86TH PL PL W- r Ek �1= �' _ 3V Hlb8 v9a WFiITMPi_N=ENS I ry m N 3AV NVWIIHM Q Z zr r V H1S8. - o Y N 3AV N30NIl Q� 0 0 a> U p ` 4J2 7TIi g �v� v .8TH PLW O �aro " 89TH PIL W O pR j y�3Qi Nlry o �� N� 3. o M Z DAYTON VE N ~ CD 0 M'PPL a0 d00M3ldVW'o m o aNZ6 s L=I ba ONVlH9I,H 95THmN M_ N ld-N PAAVE N 7d Z TINE- 1S�� N-3AV OOOMN 9 G I61ST AVE NW Ad 1 4NZ LL_❑J N 3AV -MN 3A _ NZ IV% 3/xV aNZ 3AV��IdWllO N, 1/ 97TH AVE'N7'97TH AVEW N 97T 1�NpI / 99TH AVE'W S 98TwP1 PLW I M. -3iv dd£ MN�3�V a2iE PV��P�� MN 3AV H15 11MV-3�1t/{I� 3�� v 9TH AVE- S 0T N 3AV Hl6 l� �MN'3 AV H18 I co y �- 8TH AVE S 8TH AVE-S pL15� ��P _ N 3AV H18 I B AVE -S 7TH 7TH AVE S ��� 3nV H1L c A AVE-S n t0�06+,H o6TH AVE S AVE[jWaa•��r �L�iiQQ W = �MN 3AV H10T�1 _ o�p'0/� lOT���AN W x: VE N TO.,- m�a—a �_s h2TH"AVE NW U�d)-" MN I N�- �I cv '� C M > rn NIF>Im-L N•3AV 19 ELU �y id 190I 1 M 3AV H180iT 7bm'cO�y •° b3 v-p^ MN I1HIETT� 1 -' �o o M l ry ^� z�-MN�Id Hi Ad 15TH AVE NW �j� - 1LO.T-v I- o `� NW p rnw 0 p J E ' N 3RD'AV S �_/in 18TFIIAVE r� �''�ol 110TH PL W `I 19THrAVE-NW f Wl�l\.1� . I l� MN 3/�V H1CT do" TIMBER-LN_l 20TH AVE NW s S o S 3AV ONZ- l/ 0 0 o O O ov o Ln O U U lVM S4NOW03�y Nl 2i39WIl M m N CIJ NOOTKA-RD WOODWA -,....., RD 22ND AVE•N W MN ld� � m E Q s O z O O. H 36TH AVE W n l K�b// PLW 36TH LPL` W 36TH PLW o, 3N 3r V H15� �- �9F 37TH• 38TH AVEW M•Id'H18£ M'Id H1L£ "' � m ~ 38TH PL W p 3N•3AV-ONZb 7�40TH_P_LINE a � �? Yr o o 3�� R. O 39TH•PL NE 1 " PL NE / z ^o I38'TH Ln � I ;� \ 3 WAY A NEtx "'i13N 3nV H 8£� 3 n a �o CEDAR VE./ M ld ONZb �nj` ly, _z g7ZN' �� s �' � � �� 4i N oo oGoo f _ M__MV-0a bxL1=- 11ic_ 4 TH AVE W- �1 35TN_AVE NF�Pi J MS 1S-H1bOZ— n�ry 1- N J I/ TTVE W w �. , �� N 46TH1PL W I J 11 �a�Q_ 45 A ~ �� y h 1/� _ E m U` N N /l x 46TH PP W (� " T a Sa. } ^o ro N 48IH:AVEE W =1 30 AV NE b1St£ o rn Q W N—m -SOTH AV W �! 49TH PLW ' 0P G' �/ R F M ld-H16b M I = 2 2 v M 3AV H10S ul m_� ry ))b , d x 52ND AVEW n M ld H105 v) a, o a z �� M c_ db AV O �53RD-AVE �, _� 53RD AVE W 3 c x 2 w A/ O� °t M 3AV 'H S 1 -N 'o_� u~i o z % z $ d= r d .°� M 3AV HISS b5 P 61}{ AVEW �� MFIETx 3. AV aNZZ uy zP�N'3AV H10Z z �� v �� d I I V - v r) I' a x M AV H1LS I vl- v �' , o L - 59TH P-L--W.' 3N.3AV H18T �2 s 59TH AVE-W O x 60TH AVEW a �' r N /sue o 61ST PL W yLp ��� ��� �Z6'15T AVEW �� N �Pj �o� W AVE.NE ,14.TH=A �E.NE 3JJ 3AV HISI 3N 3AV H1bI 3N 3_AV H1ZT1 �> rr9 i3�o a 13N 3AV_ T 3N_3AV H1LI - E `n o o0 LO 1 PoNZ9 6. �? > 3N3AVIH10I FLr) r 65TH W :: R 66TH_AVE W 1 e o x o N •• �� cn � 66 = z o F \� 'TH F- n b x M•3� w 3N 3AV_H1L ^'� H, M_ld H1L9 - 1<9 a'o, 0 1^ M,3, V H189 I U` D > N u W X x o I z N J 3RD AVE NE w �` S_z W m M 3AV HlOL x ¢ z z V 72ND AVEW rn _�- 7<3RD AVEW RD PLW S� C7� �V g D SUNNYSIDE A CORLISS AVE N 74TH AVEW 73 ti II rT E N 1 7 4 • N 7 -W BURKEEAVE N N�ld-A3 V J.J 76TH..AVE W 7,6TH AV BURKE AVE N l9 9 77TIH AVEW 77TH PLW 77TH AVE W. �^ 3 78TH AVEW a 78 a °' �� m- ld 3NbN9 I -ld H1CL 79TH AV W r '� oti = J F x � M Id.HJ8"� � ) M ld - ...� 3p� 4Ex ��815T AVE "�� r -� 815T tj W ' 82ND•PL �Z S W = z i _ E a = x Mil 82ND AVEW g2ND AVE W F 82ND"AVtiE R rn LL ; rn 83RD•AVE W a 3---PLW' rn _ -a~o `-' F-� C o N oo o0 o _ I ' L z z 8-4 AV W = ry LPL—y a 3 z N _ld_ �H-J3 M IN O a �- c W N� a inj 3AV lilb8 vs7 I F- SSTF1 PL �' �j M V HIS& m N 3,-_AV NVWlIWM— z z � �I "' LO (D 0 86TH PLW J 3� _ u~i' r, Y 3AV N30ffIl P�Z I _ g �4f. EVANSTON AV N 89TH PLW OR 88T W %'v�a'o o ) M o I" 1 j' rvl DAYTO N � Z p a`> H W c> toCD p �O /�� 1 " 1 O MPP�Ew add00M3ldVW \3; Ml'djH106 N`ld' 4 FO�`��r-=ter' 1�� i ro AVE N 0 E o ul^� Z PALATINE �y 2i4 aN� I�y �^ M ON�� 6 6 /t(n'94TH _AVE iW 1•ST A ��� % 1ST AVE NW IH 3_ 5TH AV EW 95TH PL W p v Z 1 I MN 3�V 1ST U -) z MN 3AV �4NZ MN 3Ad aNZ \ 3AV �IdWAIO ` � 97T1H AVEW"97TFi AVEW �N 9 PLW IJ M� 1 M. �3Ad 42f£ T NQLN' a 98TH AVE W 99TH�AVE'W V��P�i nbHly- MN 3AV, IS 10� r li A• I D O z_ II o " T EN 9_T_H�AV_,E S 1OOTjH AVEW JL� ,FS�� STH AV,E NW N 3AV Hl6 8TH AVE S 8TH AVE'S lOTH }, Y N Ln E PL S �C�P� z�z MN 3AV H-Lu p� AV NW N 3AV H18 B AVE 5 TfH 5 t� i �— � _ n I O� 12TN �U v 7TH AVE S �r �O _� 12TH AV NW G�� " ti1N�� I / N 04 and H14 c A AVE S A 1 ,I ry x 0 6TH AVE 5 vO. 1 06TH AVE jjW a o r E ' NI '�_p�ry MN Id Hl£I'F� �. I )a �Ft o N•3AV H19 6 y Nl dR1 rv_z_3 1 S51H AVE NW d W M 1, d H190I M ld FFFFTTTT ry z MNLId Alk _ �6 - N�i� Iy a w a N ; M 3AV H180i 1ZOI-N O� Z bO�y p c u> W L E 0 a a 3RD"Aq S" �Ji °�W�l `8TH AVE NW1101• rN 3/�V HlCIoTIM20T.H AVE NW s o 0 0 0 0 0 IVI" NOW03;_y RD NlAl39WIl MN 3A_V'_H1OZ o a a M m N t_i Y Ob HVHVW W pY PARK - /t�, MN AVOW LO aD y Q C L U r o o z 0 a a RIDGE LINE sf 67.12 sf N u N - - -- - - - - — — — — — — — — — — — — — — — — — — - - — — — — — — — — — — — — — — — — — — — A"I ADDITION EXISTING RESIDENCE Y-DIRECTION WIND AREAS RIDGE LINE F 0 0 in F- �P 31 HT. FIN. FLR. FIN. FLR. )GE LINE 75.9 sf I. FLR. RIDGE LINE u 3.48 sf I_ FLR. G GRADE LINE 8'-0" EXISTING RESIDENCE 30'-6" X-DIRECTION WIND AREAS 32. 8'-0„ ADDITION 7'-6" ROOF HT. w PL. HT. 0 v EXISTING GRADE FIN. FLR. 32 Feq = 1888 # Fw = 1730 # Feq = 1888 # Fw = 1730 # Feq = 1888 # Fw = 2377 # UPPER LATERAL KEY PLAN Feq = 1888 # C:w = 2377 # 33 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 3.8 kips (Story Shear) Story Hr = 8 Story Hr 14.833 Fx wind = 3.5 kips (StoryShear Wall Hr= 8 Wall Hr= 14.833 Max IJw `3.5 Max IJw 3.5 Wx = 99.4 PLF seismic Sos = 1.02 Sus = 1.02 Wx= 91.1 PLF wind EQ Wind EQ Wind Governing EQ Wind E 38.0 3.8 3.5 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Date 11/22/22 X-Direction Checked Date Seale NTS Sheet No. 34 Project Elliot Residence Job No. 22240.10 Wall Line Wall Mark SW Length Trib Width EQ, WL 2wlh EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (o.s-o.t4sm(oL 0.6*DL Net 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 1 2 8 20.167 19 - 1.0 1.0 67 67 44 44 SW6 SW6 7.5 19.7 0.6 0.5 0.5 0.5 0.2 0.6 0.2 0.6 0.3 0.7 0.3 0.7 0.4 0.0 0.4 0.0 None None None None 1.9 - 1.7 - 2.8 2.8 B 1 2 4 5.4167 19 - 1.0 1.4 200 148 131 97 SW6 SW6 3.5 4.9 3.4 3.3 3.1 3.0 0.3 0.4 0.3 0.4 0.4 0.6 0.4 0.6 3.1 2.8 3.1 2.8 MST48 MST48 MST48 MST48 1.9 - 1.7 - 13.7 13.7 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@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 6.5 kips Description By Upper Floor Shear Walls JDM 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@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 6.5 kips Description By Upper Floor Shear Walls JDM Upper Floor Shear Walls - Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 3.8 kips (Story Shear) Story FIT = 8 Story FIT 10.833 Story 1 14 F wind = 4.8 kips (StoryShear Wall F, 8 Wall HT= 10.833 Wall H 14 Max IJw 3.5 Max IJw 3.5 Max hl 3.5 Wy = 91 PLF seismic s- = 1.02 Sm = 1.02 Sos = 1.02 WY = 115 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (a.6-0.14am(DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A 18.75 20.75 1.0 101 91 SW6 18.3 0.8 1.0 0.6 0.6 0.8 0.8 0.3 0.3 None None 1.9 2.4 2 A B C D E 2.9167 3.5 4.5 6.25 4.25 20.75 - - - - 0.7 0.9 1.0 1.0 1.1 121 101 88 88 83 109 91 79 79 75 SW6 SW6 SW6 SW6 SW6 2.4 3.0 4.0 5.8 3.8 0.9 0.8 0.8 1.0 1.4 1.1 1.0 1.0 1.3 1.8 0.1 0.1 0.1 0.2 0.2 0.1 0.1 0.1 0.2 0.2 0.1 0.2 0.1 0.3 0.2 0.1 0.2 0.1 0.3 0.2 0.9 0.9 0.9 1.0 1.5 0.9 0.9 0.9 1.0 1.5 HDU2 HDU2 MST37 MST37 MST37 HDU2 HDU2 MST37 MST37 MST37 1.9 - - - - 2.4 - - - - 4.8 4.8 2.0 2.0 2.0 £ 41.5 3.8 4.8 _Input Cell Input Cell w/ Formula ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Upper Floor Shear Walls JDM Date 11/22/22 Y-Direction Checked Checked Date Scale NTS Sheet No. 35 Project Elliot Residence Job No. 22240.10 Feq = 1888 Fw = 1730; Feq = 1888 # Fw = 2377 # I 1 — — — — — — — — — — NEW48 FOUNDATION(-MPIC L FOUNDATION -- — — — — — — — — d NEW SLAB ON @ NEW CRAWL SPACE ABOVE J. GRADE ABOVE A E I JIACCESS TO x I C CRAWW L SPACE I STEP FOOTING EXISTING FOUNDATION TYPICAL 7, .777 71; L LINE ... R. L z 0 LK. LINE c) IZ ABOVE NEW FOOTING NEW X NEW X POST POST GE -SST — CRAWL SPACE 2 X @ 24" O.C. CRAWLS PACE ABOVE I \,�RErqVEjEjISjINTSTAIrSj I I EXISTING SLAB ON GRADE z 0 (92B 52 T !t NEW 48" FOUNDATION x w IL z U) 0 Of 0 < (E) z uj PLANTER LL 0 z (E) . 2A PLANTER ." x " , w �B2 �EXIST�INGI C�UNI� FOUNDATION B4 al MAIN LATERAL KEY PLAN 36 Main Floor Shear Walls - Walls Below the Upper Floor Framino X - Direction Walls Fz (ED) = kips (Story Shear) Story HT = 8.25 Fz wind) = kips (Story Shear) Wall HT = 8.25 Max I✓w 3.5 Wx= 0PLIF seismic Sos= 1.02 Wx= 0 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 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 0 1.9 1.7 1.9 1.7 0.0 - - - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 B 1 3.5 1 1.9 1.7 0.8 107 70 SW6 3.0 0.9 0.8 0.1 0.1 0.1 0.1 0.0 0.0 0.8 0.8 HDU2 HDU2 1.9 1.7 0.0 2 4.67 - - - 1.0 91 60 SW6 4.2 0.8 0.8 0.1 0.1 0.1 0.1 3.1 3.1 3.8 3.8 HDU5 HDU5 - - 0.0 3 8 - - - 1.0 91 60 SW6 7.5 0.8 0.7 0.2 0.2 0.2 0.2 2.8 2.8 3.5 3.5 HDU5 HDU5 - - 0.0 4 4.583 - - - 1.0 91 60 SW6 4.1 0.8 0.8 0.1 0.1 0.1 0.1 0.0 0.0 0.8 0.8 HDU2 HDU2 - - 0.0 5 0.0 6 0.0 7 0.0 8 0.0 9 0.0 1n n n E 1.0 3.8 3.5 Sheawils: 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.c. 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 � 0- ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table Nil - 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDU5 (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDU11 &6 DF#1 9.5 kips HDU14 6X6 DF#1 14.4 kips kips kips Re -Calf 14.5 kips Main Floor Shear Walls X-Direction Elliot Residence Input Cell Input Cell w/ Formula JDM NTS No. 22240.10 08/04/22 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = kips (Story Shear) Story HT = 1125 Story HT 6 F wind) = kips (StoryShear) Wall Hi = 8.25 Wall HT • 6 Maz Ww 3.5 Maz h1w 3.5 Wy - 0 PLF seismic Sos = 1.02 S� = 1.02 W = 0 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 Uplift Uplift EMTnd j End i End j End i End j End i End j End i End j Load Load Trib 1 0 1.9 2.4 1.9 2.4 0.0 - - - - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 A 4.167 1 1.9 2.4 1.0 151 136 SW6 3.7 1.4 1.8 0.1 0.1 0.2 0.2 0.8 0.8 2.4 2.4 HD114 HDLA 1.9 2.4 4.5 B 8.33 - - - 1.0 151 136 SW6 7.8 1.0 1.2 0.2 0.2 0.3 0.3 0.6 0.6 1.5 1.5 HDU2 HDU2 - - 4.5 E 1.0 3.8 4.8 3.8 4.8 Input Cell Input Cell w/ Formula JIM Description Main Floor Shear Walls By JDM Date 08/04/22 Y-Direction Checked Date ENGINEERING Seale NTS Sheet No. Project Elliot Residence Job No. 250 4th Ave. South suite 200 Edmonds, WA 98020 22240.10 Project Title: Engineer: Project ID: 4' RETAINED HEIGHT Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 4' Retained Height Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height - 4.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil 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) Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 4' Retained Height Design Summary Wall Stability Ratios Overturning = 2.07 OK Slab Resists All Sliding ! Global Stability = 2.19 Total Bearing Load = 1,571 Ibs ...resultant ecc. = 1.80 in Soil Pressure @ Toe = 816 psf OK Soil Pressure @ Heel = 363 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,143 psf ACI Factored @ Heel = 508 psf Footing Shear @ Toe = 0.1 psi OK Footing Shear @ Heel = 1.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 501.1 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressure Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Elliot Residence Calculations.ec6 CG ENGINEERING Stem Construction s. Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.224 Total Force @ Section Service Level Ibs = Strength Level Ibs = 529.5 Moment.... Actual Service Level ft-# = Strength Level ft-# = 760.2 Moment..... Allowable = 3,387.6 Shear..... Actual Service Level psi = Strength Level psi = 11.0 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 4.00 Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 (c) ENERCALC INC 1983-2022 SD SD 41 Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 4' Retained Height Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) (4/3) * As : 200bd/fy : 200(12)(4)/60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area: Footing Data Toe Width = 0.67 ft Heel Width = 1.67 Total Footing Width = 2.34 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.0459 in2/ft 0.0612 in2/ft Min Stem T&S Reinf Area 0.897 in2 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft _= One layer of: Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Heel Factored Pressure = 1,143 50 Mu': Upward = 243 29 Mu': Downward = 40 38 Mu: Design = 202 8 phiMin = 2,500 2,50 Actual 1-Way Shear = 0.06 1.0 Allow 1-Way Shear = 40.00 40.0 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 8 9 6 7 0 7 0 psf ft-# ft-# ft-# ft-# psi psi 0.00 ft-Ibs 0.00 ft-Ibs 0.61 in2 0.26 in2 eft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 42 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 4' Retained Height Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 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 = 437.5 1.67 63.6 2.50 Total = 501.1 O.T.M. = Resisting/Overturning Ratio = 2.07 Vertical Loads used for Soil Pressure = 1,570.8 Ibs Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# 729.2 Soil Over HL (ab. water tbl) 440.1 1.84 808.5 Soil Over HL (bel. water tbl) 1.84 808.5 Watre Table Sloped Soil Over Heel = 159.1 Surcharge Over Heel = 40.0 1.84 73.5 Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.00 80.3 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 467.0 1.00 468.6 Earth @ Stem Transitions= 888.3 Footing Weight = 350.6 1.17 409.6 Key Weight = Vert. Component = Total = 1,377.7 Ibs R.M.= 1,840.4 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.045 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. 43 U RETAINED HEIGHT Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 6' Retained Height Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 6.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil 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) Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 6' Retained Height Design Summary Wall Stability Ratios Overturning = 1.85 OK Slab Resists All Sliding ! Global Stability = 1.82 Total Bearing Load = 2,651 Ibs ...resultant ecc. = 2.25 in Soil Pressure @ Toe = 972 psf OK Soil Pressure @ Heel = 463 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,361 psf ACI Factored @ Heel = 648 psf Footing Shear @ Toe = 2.8 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 946.6 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressure Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Elliot Residence Calculations.ec6 CG ENGINEERING Stem Construction s. Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.703 Total Force @ Section Service Level Ibs = Strength Level Ibs= 1,130.2 Moment.... Actual Service Level ft-# = Strength Level ft-# = 2,382.5 Moment..... Allowable = 3,387.6 Shear..... Actual Service Level psi = Strength Level psi = 23.5 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 4.00 Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 (c) ENERCALC INC 1983-2022 SD SD 45 Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 6' Retained Height Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) (4/3) * As : 200bd/fy : 200(12)(4)/60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area: Footing Data Toe Width = 1.00 ft Heel Width = 2.17 Total Footing Width = 3.17 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.1438 in2/ft 0.1918 in2/ft Min Stem T&S Reinf Area 1.281 in2 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : 0.16 in2/ft 0.2 in2/ft 0.5419 in2/ft _= One layer of: Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Heel Factored Pressure = 1,361 64 Mu': Upward = 643 85 Mu': Downward = 90 1,16 Mu: Design = 553 31 phiMin = 2,500 2,50 Actual 1-Way Shear = 2.79 2.7 Allow 1-Way Shear = 40.00 40.0 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 8 6 6 0 0 4 0 psf ft-# ft-# ft-# ft-# psi psi 0.00 ft-Ibs 0.00 ft-Ibs 0.82 in2 0.26 in2 eft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in M. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 6' Retained Height Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 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 = 857.5 2.33 2,000.8 89.1 3.50 311.8 Total = 946.6 O.T.M. = 2,312.7 Resisting/Overturning Ratio = 1.85 Vertical Loads used for Soil Pressure = 2,650.8 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. Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 990.2 2.42 2,393.2 Soil Over HL (bel. water tbl) 2.42 2,393.2 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = 60.0 2.42 145.0 Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.33 106.7 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 667.0 1.33 889.3 Earth @ Stem Transitions= Footing Weight = 475.1 1.58 752.2 Key Weight = Vert. Component = Total = 2,272.3 Ibs R.M.= 4,286.5 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.057 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. 47 Project Title: Engineer: Project ID: & RETAINED HEIGHT Project Descr: - NO SEISMIC Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 8' Retained Height Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height - 8.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil 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) Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 W. Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 8' Retained Height Design Summary Wall Stability Ratios Overturning = 2.18 OK Slab Resists All Sliding ! Global Stability = 1.70 Total Bearing Load = 4,394 Ibs ...resultant ecc. = 0.07 in Soil Pressure @ Toe = 844 psf OK Soil Pressure @ Heel = 831 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,181 psf ACI Factored @ Heel = 1,164 psf Footing Shear @ Toe = 7.8 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 1,532.0lbs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressure Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Elliot Residence Calculations.ec6 CG ENGINEERING Stem Construction s. Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.668 Total Force @ Section Service Level Ibs = Strength Level Ibs= 1,954.9 Moment.... Actual Service Level ft-# = Strength Level ft-# = 5,430.3 Moment..... Allowable = 8,121.3 Shear..... Actual Service Level psi = Strength Level psi = 26.3 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 (c) ENERCALC INC 1983-2022 SD SD we Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 8' Retained Height Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area: Footing Data Toe Width = 1.50 ft Heel Width = 3.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.2056 in2/ft 0.2742 in2/ft Min Stem T&S Reinf Area 1.665 in2 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : 0.2475 in2/ft 0.31 in2/ft 0.8382 in2/ft _= One layer of: Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Factored Pressure = 1,181 Mu': Upward = 1,327 Mu': Downward = 203 Mu: Design = 1,124 phiMin = 11,610 Actual 1-Way Shear = 7.76 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Heel 1,164 psf 3,176 ft-# 3,539 ft-# 363 ft-# 13,005 ft-# 2.70 psi 75.00 psi 0.00 ft-Ibs 0.00 ft-Ibs 1.17 in2 0.26 in2 eft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 50 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 8' Retained Height Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 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 = 1,417.5 3.00 4,252.5 114.5 4.50 515.5 Total = 1,532.0 O.T.M. = 4,768.0 Resisting/Overturning Ratio = 2.18 Vertical Loads used for Soil Pressure = 4,394.4 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. Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 2,053.3 3.33 6,844.4 Soil Over HL (bel. water tbl) 3.33 6,844.4 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = 93.3 3.33 311.1 Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.83 146.7 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 867.0 1.83 1,589.5 Earth @ Stem Transitions= Footing Weight = 675.0 2.25 1,518.8 Key Weight = Vert. Component = Total = 3,768.7 Ibs R.M.= 10,410.5 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.045 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. 51 Project Title: Engineer: 8' RETAINED HEIGHT Project Project De Descr: - INCLUDES SEISMIC Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 8' Retained Height -Seismic Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 8.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 6.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil 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 = 54.000 Total Seismic Force = 486.000 Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 52 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 8' Retained Height -Seismic Design Summary Wall Stability Ratios Overturning = 1.65 OK Slab Resists All Sliding ! Global Stability = 1.70 Total Bearing Load = 4,394 Ibs ...resultant ecc. = 4.94 in Soil Pressure @ Toe = 1,297 psf OK Soil Pressure @ Heel = 378 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,816 psf ACI Factored @ Heel = 529 psf Footing Shear @ Toe = 11.8 psi OK Footing Shear @ Heel = 9.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 1,872.2 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressure Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Stem Construction s. Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.881 Total Force @ Section Service Level Ibs = Strength Level Ibs = 2,386.9 Moment.... Actual Service Level ft-# = Strength Level ft-#= 7,158.3 Moment..... Allowable = 8,121.3 Shear..... Actual Service Level psi = Strength Level psi = 32.1 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 SD SD 53 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 8' Retained Height -Seismic Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area: Footing Data Toe Width = 1.50 ft Heel Width = 3.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.2711 in2/ft 0.3614 in2/ft Min Stem T&S Reinf Area 1.665 in2 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : 0.2711 in2/ft 0.31 in2/ft 0.8382 in2/ft _= One layer of: Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Factored Pressure = 1,816 Mu': Upward = 1,882 Mu': Downward = 203 Mu: Design = 1,680 phiMin = 11,610 Actual 1-Way Shear = 11.82 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Heel 529 psf 2,045 ft-# 3,539 ft-# 1,494 ft-# 13,005 ft-# 8.96 psi 75.00 psi 0.00 ft-Ibs 0.00 ft-Ibs 1.17 in2 0.26 in2 eft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 54 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 8' Retained Height -Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 1,417.5 3.00 4,252.5 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 114.5 4.50 515.5 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 340.2 4.50 1,530.9 Total = 1,872.2 O.T.M. = 6,298.9 Resisting/Overturning Ratio = 1.65 Vertical Loads used for Soil Pressure = 4,394.4 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. Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 2,053.3 3.33 6,844.4 Soil Over HL (bel. water tbl) 3.33 6,844.4 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = 93.3 3.33 311.1 Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.83 146.7 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 867.0 1.83 1,589.5 Earth @ Stem Transitions= Footing Weight = 675.0 2.25 1,518.8 Key Weight = Vert. Component = Total = 3,768.7 Ibs R.M.= 10,410.5 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.069 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. 55 Project Title: Engineer: Project ID: 10' RETAINED HEIGHT Project Descr: - NO SEISMIC Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 10' Retained Height Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height - 10.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil 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) Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 56 Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 10' Retained Height Design Summary Wall Stability Ratios Overturning = 1.95 OK Slab Resists All Sliding ! Global Stability = 1.59 Total Bearing Load = 6,277 Ibs ...resultant ecc. = 1.93 in Soil Pressure @ Toe = 1,227 psf OK Soil Pressure @ Heel = 841 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,718 psf ACI Factored @ Heel = 1,177 psf Footing Shear @ Toe = 11.6 psi OK Footing Shear @ Heel = 6.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,257.5 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressure Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Project Title: Engineer: Project ID: Project Descr: Project File: Elliot Residence Calculations.ec6 CG ENGINEERING Stem Construction s. Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 9.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.976 Total Force @ Section Service Level Ibs = Strength Level Ibs = 3,003.6 Moment.... Actual Service Level ft-# = Strength Level ft-# = 10,351.5 Moment..... Allowable = 10,601.6 Shear..... Actual Service Level psi = Strength Level psi = 40.5 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = ModularRatio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 (c) ENERCALC INC 1983-2022 SD SD 57 Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 DESCRIPTION: 10' Retained Height Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area: Footing Data Toe Width = 1.50 ft Heel Width = 3.67 Total Footing Width = 5.17 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Project Title: Engineer: Project ID: Project Descr: CG ENGINEERING Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.392 in2/ft 0.5226 in2/ft Min Stem T&S Reinf Area 2.049 in2 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : 0.392 in2/ft 0.4133 in2/ft 0.8382 in2/ft _= One layer of: Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Factored Pressure = 1,718 Mu': Upward = 1,874 Mu': Downward = 203 Mu: Design = 1,671 phiMin = 11,610 Actual 1-Way Shear = 11.62 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Heel 1,177 psf 5,769 ft-# 7,040 ft-# 1,270 ft-# 13,005 ft-# 6.05 psi 75.00 psi 0.00 ft-Ibs 0.00 ft-Ibs 1.34 in2 0.26 in2 eft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 10' Retained Height Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 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 = 2,117.5 3.67 7,764.2 140.0 5.50 770.0 Total = 2,257.5 O.T.M. = 8,534.2 Resisting/Overturning Ratio = 1.95 Vertical Loads used for Soil Pressure = 6,277.1 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. Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 3,300.4 3.67 12,101.E Soil Over HL (bel. water tbl) 3.67 12,101.E Watre Table Sloped Soil Over Heel = Surcharge Over Heel = 120.0 3.67 440.1 Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.83 146.7 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,067.0 1.83 1,956.2 Earth @ Stem Transitions= Footing Weight = 775.1 2.58 2,002.1' Key Weight = Vert. Component = Total = 5,342.4 Ibs R.M.= 16,647.1 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.070 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. 59 Project Title: Engineer: Project ID: 10' RETAINED HEIGHT Project Descr: - INCLUDES SEISMIC Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 10' Retained Height -Seismic Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 10.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 6.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingIiSoil 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 = 66.000 Total Seismic Force = 726.000 Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Elliot Residence Calculations.ec6 LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 10' Retained Height -Seismic Design Summary Wall Stability Ratios Overturning = 1.47 Ratio < 1.5! Slab Resists All Sliding ! Global Stability = 1.59 Total Bearing Load = 6,277 Ibs ...resultant ecc. = 8.21 in Soil Pressure @ Toe = 1,855 psf OK Soil Pressure @ Heel = 213 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,597 psf ACI Factored @ Heel = 298 psf Footing Shear @ Toe = 17.4 psi OK Footing Shear @ Heel = 15.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 2,765.7 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressure Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 Stem Construction Bottom Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above "Ht" = Concrete Design Method = SD Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 6.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.896 Total Force @ Section Service Level Ibs = Strength Level Ibs = 3,663.6 Moment.... Actual Service Level ft-# = Strength Level ft-# = 13,651.5 Moment..... Allowable = 15,222.0 Shear..... Actual Service Level psi = Strength Level psi = 49.3 Shear..... Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = s. ModularRatio'n' _ Wall Weight psf = 100.0 Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 (c) ENERCALC INC 1983-2022 SD SD 61 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 10' Retained Height -Seismic Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 0.0018bh : 0.0018(12)(8) : Required Area Provided Area Maximum Area: Footing Data Toe Width = 1.50 ft Heel Width = 3.67 Total Footing Width = 5.17 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 Vertical Reinforcing Horizontal Reinforcing 0.5169 in2/ft 0.6892 in2/ft Min Stem T&S Reinf Area 2.049 in2 0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : 0.5169 in2/ft 0.62 in2/ft 0.8382 in2/ft _= One layer of: Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Toe Factored Pressure = 2,597 Mu': Upward = 2,672 Mu': Downward = 203 Mu: Design = 2,469 phiMin = 11,610 Actual 1-Way Shear = 17.40 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = # 5 @ 12.00 in Key Reinforcing = None Spec'd Footing Torsion, Tu = Footing Allow. Torsion, phi Tu = If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Heel: Key: Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Heel 298 psf 3,343 ft-# 7,040 ft-# 3,696 ft-# 13,005 ft-# 15.76 psi 75.00 psi 0.00 ft-Ibs 0.00 ft-Ibs 1.34 in2 0.26 in2 eft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in 62 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall LIC# : KW-06015244, Build:20.22.2.9 CG ENGINEERING DESCRIPTION: 10' Retained Height -Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... M Force Distance oment Item Ibs ft ft-# HL Act Pres (ab water tbl) 2,117.5 3.67 7,764.2 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = 140.0 5.50 770.0 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 508.2 5.50 2,795.1 Total = 2,765.7 O.T.M. = 11,329.3 Resisting/Overturning Ratio = 1.47 Vertical Loads used for Soil Pressure = 6,277.1 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. Project File: Elliot Residence Calculations.ec6 (c) ENERCALC INC 1983-2022 ...RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over HL (ab. water tbl) 3,300.4 3.67 12,101.E Soil Over HL (bel. water tbl) 3.67 12,101.E Watre Table Sloped Soil Over Heel = Surcharge Over Heel = 120.0 3.67 440.1 Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.83 146.7 • Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,067.0 1.83 1,956.2 Earth @ Stem Transitions= Footing Weight = 775.1 2.58 2,002.1' Key Weight = Vert. Component = Total = 5,342.4 Ibs R.M.= 16,647.1 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.106 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. 63