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REVIEWED BLD2023-0553+Structural Calculations+5.5.2023_1.41.51_PM+3528225C � ENGINEERING 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning RECEIVED May 23 2023 CITY OF EDMONDS DEVELOPMENT S ERVICES DEPARTMENT BLD2023-0553 ................................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT STRUCTURAL CALCULATIONS Carranza Residence Remodel 9215 Olympic View Dr Edmonds, WA 98020 y1S M. TI r4� og ea��l�� 4/14/23 CG Project No.: 22373.10 Project Description This project involves the design of a remodel for an existing single family residence. The house is a single story with a daylight basement. The remodel will include the removal of several interior walls on the upper and lower floor as well as relocating the stairs. New beams and posts will be designed to support the exisitng framing. Additional footings will be required to support the new framing. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Desien Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category D Importance Factor, IW 1 (Non -Essential Facility) Mean Height 18 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.042 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date ZSH 4/14/2023 Project Summary Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Carranza Residence 22373 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 13.3 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf � Description Gravity Design Loads By ZSH Date 04/14/23 ^ Checked Date �r ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Carranza Residence Job No. Edmonds, WA 98020 22373 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 (2)-2x10 HF #2 1599 1229 854 627 480 379 307 254 213 182 157 137 120 106 - 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - (2)-2x12 HF #2 1944 1555 1145 841 644 509 412 341 286 244 210 183 161 143 127 114 103 3 1/2 x 9 112 LSL 3634 2907 1 2423 1893 1 1449 1145 1 927 1 766 643 506 405 329 271 226 191 162 139 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 3 1/2 x 9 1/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 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 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 3 112 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 7/8 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 3 112 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 3 1/2 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 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 5 1/4 x 11 1/4 PSL - 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 5 1/4 x 11 7/8 PSL 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 9 1/2 PSL 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 7 x 11 7/8 PSL 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WLL/WDL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) C G O ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Checked Date Scale Sheet No. Project Carranza Residence I Job No. 22373 3 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 1/2 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 3 1/2 x 7 114 LSL 2275 1456 1011 743 522 367 267 201 155 122 (2)-2x10 HF #2 1390 1069 742 545 418 330 267 221 186 158 136 119 104 6x8 DF #2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 4x10 HF #2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 (2)-2x12 HF #2 1690 1352 996 731 560 442 358 296 249 212 183 159 140 124 111 - 31/2 x 91/2 LSL 3160 2528 2107 1646 1260 953 694 522 402 316 253 206 170 141 119 101 4x12 HF #2 1970 1576 1278 939 719 568 460 380 319 272 235 204 180 159 142 127 115 6x10 DF #2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x12 DF #2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 31/2 x11 1/4 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 3112 x11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 31/2 x11 1/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 31/2 x11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x 9114 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 51/4 x 9112 PSL 4825 3860 3217 1 2757 1 2413 1905 1 1389 1 1043 804 632 506 412 339 283 238 202 174 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 51/4 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x 91/2 PSL 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 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 O ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 No. 22373 IH HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 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 - - - - 6x10 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 ZSH Date 04/14/23 Wood Column Capacity Table checked Date 0 ENGINEERING Scale Sheet No. 250 4th Ave. South Sae 20o Pra, ect Carranza Residence Job No. 22373 5 BEARING WALL TABLE IBC 2018, NDS 2018 ALLOWABLE LOAD (PLF) 8ft 9ft 1 Oft STUD 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 8" O.C. 12" O.C. 16" O.C. 2x4 HF Stud Grade 3191 2127 1596 2640 1760 1320 2203 1469 1101 2x4 HF #2 3704 2469 1852 2991 1994 1496 2458 1639 1229 2x4 HF #1 3987 2658 1993 3465 2310 1733 2855 1903 1427 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 2x4 DF #2 4474 2983 2237 3635 2424 1818 2999 1999 1499 2x4 DF #1 4808 3205 2404 3901 2601 1950 3215 2143 1607 3x4 HF Stud Grade 5318 3546 2659 4401 2934 2200 3672 2448 1836 3x4 HF #2 6113 4075 3056 4986 3324 2493 4097 2732 2049 3x4 HF #1 6113 4075 3056 5775 3850 2888 4758 3172 2379 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 3x4 DF #2 7457 4971 3728 6059 4039 3030 4998 3332 2499 3x4 DF #1 8013 5342 4007 6501 4334 3251 5358 3572 2679 2x6 HF Stud Grade 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #2 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF #1 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 2x6 DF #2 9668 6445 4834 9668 6445 4834 9668 6445 4834 2x6 DF #1 9668 6445 4834 9668 6445 4834 9668 6445 4834 Notes: 1. This table assumes that the studs are braced by either sheathing or gypsum wall board. 2. Values shown are in plf and represent 100% bearing capacity based on the February 2018 report by American Wood Council for "Fire -Resistance -Rated Wood -Frame Wall and Floor/Ceiling Assemblies" 3. Bold and italicized values are controlled by bottom plate bearing capacity. 4. All DF studs assume a DF bottom plate. 5. All appropriate CF and Cb factors have been included. 6. Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7. Engineer should consider out of Plane loads where appropriate. Description By ZSH Date 04/14/23 Bearing Wall Capacity Table checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Carranza Residence Job No. Edmonds, WA 98020 22373 0 ' 0] 157 (S) PLF 190 (D) 317 (S) PLF ROOF FRAMING KEY PLAN 7 0 WoodWorks ,IWAREFORV, COMPANY PROJECT Apr. 14, 2023 15:00 Roof Joist1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(24.0") psf Load2 Snow Full Area 25.00(24.0) psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 11' 2-318" 10' 9-11/16" Unfactored• Dead Snow 168 272 168 272 Factored: Total 440 440 Bearing: F'theta 423 423 Capacity Joist 440 440 Support 811 811 Des ratio Joist 1.00 1.00 Support 0.54 0.54 Load comb #2 #2 Length 0.69 0.69 Min req'd 0.69 0.69 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fop sup 6251 1 625 RJ1 Lumber -soft, Hem -Fir, No.2, W (1-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/c; Total length: 11' 4-3/16"; Clear span(horz): 10' 9"; Volume = 0.9 cu.ft.; Pitch: 3/12 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 = 52 Fv' = 172 psi fv/Fv' = 0.30 Bending(+) fb = 1079 Fb' = 1349 psi fb/Fb' = 0.80 Live Defl'n 0.26 = L/507 0.56 = L/240 in 0.47 Total Defl'n 0.43 = L/313 0.74 = L/180 in 0.57 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Fv' 150 1.15 1.00 1.00 - - - Fb'+ 850 1.15 1.00 1.00 1.000 1.200 - Fop' 405 - 1.00 1.00 - - - E' 1.3 million 1.00 1.00 - - - Emin' 0.47 million 1.00 1.00 - - - 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 = 424, V design = 376 lbs; M(+) = 1182 lbs-ft EIy = 61.92 lb-in^2 "Live" deflection is due to all non -dead loads (live Total deflection = 1.0 dead + "live" Cr Cfrt Ci Cn LC# - 1.00 1.00 1.00 2 1.15 1.00 1.00 - 2 - 1.00 1.00 - - - 1.00 1.00 - 2 - 1.00 1.00 - 2 wind, snow...) 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. E WoodWorks ,IWAREFORV, COMPANY PROJECT Apr. 14, 2023 14:58 Beam4 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(10.63') psf Load2 Snow Full Area 25.00(10.631) psf Self -weight Dead Full UDL 30.3 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 32' 1-7/16" 31' 1 Unfactored• Dead Snow Factored: 3044 4266 3044 4266 Total 7311 7311 Bearing: Capacity Beam 7603 7603 Support 7311 7311 Des ratio Beam 0.96 0.96 Support 1.00 1.00 Load comb #2 #2 Length 1.73 1.73 Min req'd 1.73** 1.73 ** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fop Sup 1 625 625 Minimum bearing length governed by the required width of the supporting member. BM4 Glulam-Unbalan., West Species, 24F-1.8E WS, 6-3/4"x19-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 32' 1-7/16"; Clear span: 31' 10"; Volume = 29.4 cu.ft.; 13 laminations, 6-3/4" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 74 Fv' = 305 psi fv/Fv' = 0.24 Bending(+) fb = 1633 Fb' = 2441 psi fb/Fb' = 0.67 Live Defl'n 0.83 = L/460 1.07 = L/360 in 0.78 Total Defl'n 1.43 = L/268 1.60 = L/240 in 0.89 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Notch LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.884 0.889 - - 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 Only the lesser of CL and CV is applied, as per NDS 5.3.6 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 = 7280, V design = 6507 lbs; M(+) = 58198 lbs-ft EIy = 7507.44 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 31-11.75" Le = 581-10.06" RB = 17.4 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. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 10 WoodWorks ,IWAREFORV, COMPANY PROJECT Apr. 14, 2023 14:59 Beam6 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 5.17 725 lbs Load2 Snow Point 5.17 1041 lbs Self -weight Dead Full UDL 8.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : k 10' 4" 10, Unfactored• Dead Snow 408 521 408 521 Factored: Total 929 929 Bearing: Capacity Beam 1666 1666 Support 1719 1719 Des ratio Beam 0.56 0.56 Support 0.54 0.54 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fop sup 1 625 625 'Minimum bearing length setting used: 1/2" for end supports BM6 Glulam-Unbalan., West Species, 24F-1.8E WS, 5-1/8"x7-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10' 4", Clear span: 10' 3"; Volume = 2.8 cu.ft.; 5 laminations, 5-1/8" maximum width, Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 36 Fv' = 305 psi fv/Fv' = 0.12 Bending(+) fb = 1164 Fb' = 2731 psi fb/Fb' = 0.43 Live Defl'n 0.13 = L/980 0.34 = L/360 in 0.37 Total Defl'n 0.22 = L/559 0.51 = L/240 in 0.43 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Fv' 265 1.15 1.00 1.00 - - Fb'+ 2400 1.15 1.00 1.00 0.990 1.000 Fcp' 650 - 1.00 1.00 - - E' 1.8 million 1.00 1.00 - - Eminy' 0.85 million 1.00 1.00 - - CRITICAL LOAD COMBINATIONS: Shear : LC #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: Cfu Cr Cfrt Notes Notch LC# - 1.00 1.00 1.00 2 - - 1.00 1.00 - 2 1.00 - - - - - 1.00 - - 2 - 1.00 - - 2 V max = 929, V design = 923 lbs; M(+) = 4661 lbs-ft EIy = 324.31 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(+): Lu = 10-3.50" Le = 18'-11.25" RB = 8.1 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. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(oomp'n). 11 243 (D) + 210 (L) + 157 (S) PLF 331 (D) + 188 (L) + 317 (S) PLF EX BM BM16 BM16 GA6 BM16 H■ u- w C�8 EX BM18 243 (D) + 210 (L) + 157 (S 0 OIST 1.11 BM15* EX BM17 354 (D) + 250 (L) + 317 (S) PLF UPPER FLOOR FRAMING KEY PLAN m EX BM EX BM + m EX im p uj DJ w NT o EX DJ � EX BM DA 1 m- BM19 12 3 COMPANY I PROJECT Woodworks"' Apr. 14, 2023 15:001 Floor Joist11 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(12.0") psf Load2 Live Full Area 40.00(12.0") psf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) 9' 6" 9' Unfactored• Dead Live Factored: 71 190 71 190 Total 261 261 Bearing: Capacity Joist 304 304 Support 586 586 Des ratio Joist 0.86 0.86 Support 0.45 0.45 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 Minimum Dearing iengtn setting usea: wz Tor ena supports FJ11 Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0" c/c; Total length: 9' 6'; Clear span: 9' 5"; Volume = 0.5 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 NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 43 Fv' = 150 psi fv/Fv' = 0.28 Bending(+) fb = 976 Fb' = 1271 psi fb/Fb' = 0.77 Live Defl'n 0.27 = L/426 0.32 = L/360 in 0.85 Total Defl'n 0.37 = L/309 0.47 = L/240 in 0.77 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 1.300 - 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + 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 = 260, V design = 234 lbs; M(+) = 615 lbs-ft EIy = 27.04 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 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. COMPANY I PROJECT Woodworks"' Apr. 14, 2023 15:00 1 Deck Joist11 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(16.0") psf Load2 Live Full Area 60.00(16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6' 11-5/8" 6' 1 Unfactored: Dead Live Factored: 46 279 46 279 Total 325 325 Bearing: Capacity Joist 325 325 Support 627 627 Des ratio Joist 1.00 1.00 Support 0.52 0.52 Load comb #2 #2 Length 0.80 0.80 Min req'd 0.80 0.80 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 DJ12 Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floorjoist spaced at 16.0" c/c; Total length: 6' 11-5/8"; Clear span: 6' 10"; Volume = 0.4 cu.ft. Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 50 Fv' = 116 psi fv/Fv' = 0.43 Bending(+) fb = 881 Fb' = 1017 psi fb/Fb' = 0.87 Live Defl'n 0.18 = L/469 0.23 = L/360 in 0.77 Total Defl'n 0.21 = L/402 0.34 = L/240 in 0.60 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 322, V design = 276 lbs; M(+) = 555 lbs-ft EIy = 27.04 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 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. _ COMPANY PROJECT Works`�' r.ws sow �5 Apr. 14, 2023 14:59 Beam14 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 0.62 1347 lbs Load2 Live Point 0.62 1 2941 lbs Self -weight Dead Full UDL 6.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : i, 2' 10-15/16" 2' 9- Unfactored• Dead Live 1089 2360 275 581 Factored: Total 3449 856 Bearing: Capacity Beam 3738 1313 Support 3449 1211 Des ratio Beam 0.92 0.65 Support 1.00 0.71 Load comb #2 #2 Length 1.42 0.50: Min reg'd 1.42** 0.50 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 1 625 625 *Minimum bearing length setting used: 1/2" for end supports **Minimum bearing length governed by the required width of the supporting member. BM14 PSL, PSL, 2.2E, 3-1/2"x5-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 2' 10-15/16"; Clear span: 2' 9"; Volume = 0.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 269 Fv' = 290 psi fv/Fv' = 0.93 Bending(+) fb = 1311 Fb' = 2890 psi fb/Fb' = 0.45 Live Defl'n 0.01 = < L/999 0.09 = L/360 in 0.14 Total Defl'n 0.02 = < L/999 0.14 = L/240 in 0.13 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.996 1.000 - 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 + 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 = 3449, V design = 3446 lbs; M(+) = 1928 lbs-ft EIy = 106.76 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 = 1.0 dead + "live" Lateral stability(+): Lu = 2-9.94" Le = 5-9.94" RB = 5.6 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. A WoodWorks ,IWAREFORV, COMPANY PROJECT Apr. 14, 2023 15:00 Beam16 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00(4.71') psf Load2 Live Full Area 40.00 (4.71') psf Load3 Dead Full Area 10.00(7.001) psf Load4 Dead Point 3.46 443 lbs Load5 Snow Point 3.46 739 lbs Self -weight Dead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4' 1-9/16" 4' Unfactored• Dead Live Snow 365 387 114 675 391 625 Factored: Total 752 1437 Bearing: Capacity Beam 752 1437 Support 1285 2454 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #3 Length 0.53 1.01 Min req'd 0.53 1.01 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 625 625 BM16 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4' 1-9/16", Clear span: 4`, Volume = 0.6 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 100 Fv' = 172 psi fv/Fv' = 0.58 Bending(+) fb = 567 Fb' = 1105 psi fb/Fb' = 0.51 Live Defl'n 0.02 = < L/999 0.14 = L/360 in 0.17 Total Defl'n 0.05 = < L/999 0.20 = L/240 in 0.22 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 3 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 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #2 = D + L Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1425, V design = 1282 lbs; M(+) = 833 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 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. im• WA s1\'?1'_ 8 Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 425.778.8500 Project} Job No. www.cgengineering.com COMPANY PROJECT 12) It 7 WoodWorks�, Apr. 14, 2023 15:00Beam18 , Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 15.00('.25') psf Load2 Live Full Area 40.00 (5.25') psf Load3 Dead Full Area 10.00(7 .00') psf Load4 Dead Point 0.32 256 lbs Load' Snow Point 0.32 426 lbs Load' Dead Point 1.82 256 lbs Load7 Snow Point 1.62 426 lbs Self -weight Dead Full UDL 4.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 2' 9-7/16" Unfactored: Dead Live Snow 531 293 521 406 292 323 Factored: Total 1148 867 Bearing: Capacity Beam 1198 867 Support 1161 1412 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #3 #3 Length 0.11 0.61 Min req'd 0.61 0.61 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support l.11 1.11 Fc s 625 625 BM18 Lumber -soft, Hem -Fir, No. 2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 2' 9-7/16"; Clear span: 2' 8"; Volume = 0.4 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value I Unit Anal sis/Desi n Shear Bonding(+) £b = 957 Fb' = 1271 si fib/Fb' = 0.36 Live Defl'n 0.01 = < L/999 0.09 = L/360 F 0.08 Total De£1'n 0.01 = < L/999 0.14 = L/240 0.10 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.I 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 3 Fb'+ 850 1.15 1.00 1.00 1.000 1.300 - 1.00 1.00 1.00 - 3 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75 (L + S) Deflection: LC #3 = D + 0.75 (L + S) (live) LC #3 = D + 0.75 (L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75 (L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V ma.= 1137, V design* = 751 lbs) M(+) = 672 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 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. 20 COMPANY PROJECT Works`�' r.wssow rt Apr. 14, 2023 15:00 Beam19 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(3.921) psf Load2 Live Full Area 1 60.00(3.921) psf Self -weight Dead Full UDL 4.0 plf Maximum Reaftions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 2' a" ,2" Unfactored• Dead Live 99 239 99 239 Factored: Total 289 289 Bearing: Capacity Beam 975 975 Support 811 811 Des ratio Beam 0.60 0.60 Support 0.35 0.35 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fop sup 1 6251 625 rvunimum oeanny ienym seuiny useu. 1/4 for enu supports BM19 Lumber -soft, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 24", Clear span: 2' 3"; Volume = 0.3 cu.ft. Wet service; Incised; Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 13 Fv' = 116 psi fv/Fv' = 0.11 Bending(+) fb = 109 Fb' = 884 psi fb/Fb' = 0.12 Live Defl'n 0.00 = < L/999 0.08 = L/360 in 0.03 Total Defl'n 0.00 = < L/999 0.11 = L/290 in 0.02 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.00 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D + L Bending (+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 279, V design = 162 lbs; M(+) = 160 lbs-ft EIy = 63.08 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 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. 21 Beam Design Summary Roof DL = 15 psf *Use beam span tables for uniformly distributed loads on simple Roof LL = 25 psf(snow) span beams. Non -uniformly loaded beams are called separately. Floor DL = 15 psf Floor LL = 40 psf **Beam sized per Woodworks. See attached Woodworks output. Wall DL = 10 psf *** Beam sized per Enercalc. See attached Enercalc output. Deck DL = 10 psf Deck LL = 60 psf Roof Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) 1 9.25 5.313 80 133 369 614 213 48 HF #2 2 5.417 2.563 38 64 104 174 103 46 HF #2 3 4.667 5.313 80 133 186 310 213 46 HF #2 4** 24.083 See attached calcs 6 3/4 X 19 1/2 GLB 5 16.250 5.125 77 128 625 1041 205 6x10 DF #2 6** 10.250 See attached calcs 5 1/8 X 7 1/2 GLB Floor Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) 11*** 8.25 7.625 114 305 472 1258 419 W6x25 12*** 5.33 10.5 158 420 420 1120 578 W6x12 13 Not Used 14** 2.75 See attached calcs 3 1/2 x 5 1/2 PSL 15 4.92 2.63 39 105 97 258 144 46 HF #2 16** 4.00 See attached calcs 46 HF #2 17 5.92 6.25 94 250 277 740 344 Verify/Provide 4x6 HF #2 18** 2.67 See attached calcs Verify/Provide 46 HF #2 Deck Beams DL Rxn LL Rxn BM No. Span (ft) Trib (ft) DL (PLF) LL (PLF) ASD (PLF) Beam Size (Ibs) (Ibs) 19** 2.25 See attached calcs PT 4x6 HF #2 �^ Description Beam Summary Table By ZSH Date 04/14/23 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Project Carranza Residence Job No. Suite 200 22373 22 Steel Beam LIC# : KW-06015244, Build:20.22.10.25 DESCRIPTION: BM11 - Large Trib CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.333 ft W6x25 Span = 19.50 ft Project File: Carranza Residence.ec6 (c) ENERCALC INC 1983-2022 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 7.542 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.443 : 1 Maximum Shear Stress Ratio = 0.105 : 1 Section used for this span W6x25 Section used for this span W6x25 Ma: Applied 20.905 k-ft Va : Applied 4.288 k Mn / Omega: Allowable 47.156 k-ft Vn/Omega : Allowable 40.832 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.636 in Ratio = 367 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.928 in Ratio = 252 > 240. Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 1.28 ft 1 0.034 0.033 1.61 1.61 78.75 47.16 1.68 1.00 1.35 61.25 40.83 Dsgn. L = 1.34 ft 1 0.065 0.029 3.05 1.61 3.05 78.75 47.16 1.22 1.00 1.17 61.25 40.83 Dsgn. L = 1.34 ft 1 0.090 0.024 4.25 3.05 4.25 78.75 47.16 1.12 1.00 0.99 61.25 40.83 Dsgn. L = 1.34 ft 1 0.110 0.020 5.19 4.25 5.19 78.75 47.16 1.07 1.00 0.80 61.25 40.83 Dsgn. L = 1.34 ft 1 0.125 0.015 5.89 5.19 5.89 78.75 47.16 1.05 1.00 0.62 61.25 40.83 Dsgn. L = 1.34 ft 1 0.135 0.011 6.35 5.89 6.35 78.75 47.16 1.03 1.00 0.43 61.25 40.83 Dsgn. L = 1.34 ft 1 0.139 0.006 6.55 6.35 6.55 78.75 47.16 1.01 1.00 0.25 61.25 40.83 Dsgn. L = 1.34 ft 1 0.139 0.003 6.57 6.51 6.57 78.75 47.16 1.00 1.00 0.12 61.25 40.83 Dsgn. L = 1.34 ft 1 0.138 0.008 6.51 6.22 6.51 78.75 47.16 1.02 1.00 0.31 61.25 40.83 Dsgn. L = 1.34 ft 1 0.132 0.012 6.22 5.69 6.22 78.75 47.16 1.03 1.00 0.49 61.25 40.83 Dsgn. L = 1.34 ft 1 0.121 0.017 5.69 4.91 5.69 78.75 47.16 1.05 1.00 0.68 61.25 40.83 Dsgn. L = 1.34 ft 1 0.104 0.021 4.91 3.88 4.91 78.75 47.16 1.09 1.00 0.86 61.25 40.83 Dsgn. L = 1.34 ft 1 0.082 0.026 3.88 2.60 3.88 78.75 47.16 1.15 1.00 1.05 61.25 40.83 Dsgn. L = 1.28 ft 1 0.055 0.030 2.60 1.15 2.60 78.75 47.16 1.26 1.00 1.22 61.25 40.83 Dsgn. L = 0.89 ft 1 0.024 0.033 1.15 1.15 78.75 47.16 1.64 1.00 1.35 61.25 40.83 +D+L Dsgn. L = 1.28 ft 1 0.109 0.105 5.13 5.13 78.75 47.16 1.68 1.00 4.29 61.25 3 Dsgn. L = 1.34 ft 1 0.206 0.091 9.72 5.13 9.72 78.75 47.16 1.22 1.00 3.72 61.25 J3 Steel Beam Project File: Carranza Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: BM11 - Large Trib Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega Dsgn. L = 1.34 ft 1 0.287 0.077 13.52 9.72 13.52 78.75 47.16 1.12 1.00 3.14 61.25 40.83 Dsgn. L = 1.34 ft 1 0.351 0.062 16.54 13.52 16.54 78.75 47.16 1.07 1.00 2.55 61.25 40.83 Dsgn. L = 1.34 ft 1 0.398 0.048 18.76 16.54 18.76 78.75 47.16 1.05 1.00 1.96 61.25 40.83 Dsgn. L = 1.34 ft 1 0.428 0.034 20.21 18.76 20.21 78.75 47.16 1.03 1.00 1.37 61.25 40.83 Dsgn. L = 1.34 ft 1 0.442 0.019 20.86 20.21 20.86 78.75 47.16 1.01 1.00 0.78 61.25 40.83 Dsgn. L = 1.34 ft 1 0.443 0.010 20.90 20.73 20.90 78.75 47.16 1.00 1.00 0.39 61.25 40.83 Dsgn. L = 1.34 ft 1 0.440 0.024 20.73 19.81 20.73 78.75 47.16 1.02 1.00 0.98 61.25 40.83 Dsgn. L = 1.34 ft 1 0.420 0.038 19.81 18.11 19.81 78.75 47.16 1.03 1.00 1.57 61.25 40.83 Dsgn. L = 1.34 ft 1 0.384 0.053 18.11 15.62 18.11 78.75 47.16 1.05 1.00 2.16 61.25 40.83 Dsgn. L = 1.34 ft 1 0.331 0.067 15.62 12.34 15.62 78.75 47.16 1.09 1.00 2.74 61.25 40.83 Dsgn. L = 1.34 ft 1 0.262 0.082 12.34 8.28 12.34 78.75 47.16 1.15 1.00 3.33 61.25 40.83 Dsgn. L = 1.28 ft 1 0.176 0.095 8.28 3.65 8.28 78.75 47.16 1.26 1.00 3.90 61.25 40.83 Dsgn. L = 0.89 ft 1 0.077 0.105 3.65 3.65 78.75 47.16 1.64 1.00 4.29 61.25 40.83 +D+0.750L Dsgn. L = 1.28 ft 1 0.090 0.087 4.25 4.25 78.75 47.16 1.68 1.00 3.55 61.25 40.83 Dsgn. L = 1.34 ft 1 0.171 0.076 8.05 4.25 8.05 78.75 47.16 1.22 1.00 3.09 61.25 40.83 Dsgn. L = 1.34 ft 1 0.238 0.064 11.20 8.05 11.20 78.75 47.16 1.12 1.00 2.60 61.25 40.83 Dsgn. L = 1.34 ft 1 0.291 0.052 13.70 11.20 13.70 78.75 47.16 1.07 1.00 2.11 61.25 40.83 Dsgn. L = 1.34 ft 1 0.330 0.040 15.55 13.70 15.55 78.75 47.16 1.05 1.00 1.62 61.25 40.83 Dsgn. L = 1.34 ft 1 0.355 0.028 16.74 15.55 16.74 78.75 47.16 1.03 1.00 1.14 61.25 40.83 Dsgn. L = 1.34 ft 1 0.367 0.016 17.28 16.74 17.28 78.75 47.16 1.01 1.00 0.65 61.25 40.83 Dsgn. L = 1.34 ft 1 0.367 0.008 17.32 17.18 17.32 78.75 47.16 1.00 1.00 0.32 61.25 40.83 Dsgn. L = 1.34 ft 1 0.364 0.020 17.18 16.42 17.18 78.75 47.16 1.02 1.00 0.81 61.25 40.83 Dsgn. L = 1.34 ft 1 0.348 0.032 16.42 15.00 16.42 78.75 47.16 1.03 1.00 1.30 61.25 40.83 Dsgn. L = 1.34 ft 1 0.318 0.044 15.00 12.94 15.00 78.75 47.16 1.05 1.00 1.79 61.25 40.83 Dsgn. L = 1.34 ft 1 0.274 0.056 12.94 10.23 12.94 78.75 47.16 1.09 1.00 2.27 61.25 40.83 Dsgn. L = 1.34 ft 1 0.217 0.068 10.23 6.86 10.23 78.75 47.16 1.15 1.00 2.76 61.25 40.83 Dsgn. L = 1.28 ft 1 0.145 0.079 6.86 3.02 6.86 78.75 47.16 1.26 1.00 3.23 61.25 40.83 Dsgn. L = 0.89 ft 1 0.064 0.087 3.02 3.02 78.75 47.16 1.64 1.00 3.55 61.25 40.83 +0.60D Dsgn. L = 1.28 ft 1 0.021 0.020 0.97 0.97 78.75 47.16 1.68 1.00 0.81 61.25 40.83 Dsgn. L = 1.34 ft 1 0.039 0.017 1.83 0.97 1.83 78.75 47.16 1.22 1.00 0.70 61.25 40.83 Dsgn. L = 1.34 ft 1 0.054 0.014 2.55 1.83 2.55 78.75 47.16 1.12 1.00 0.59 61.25 40.83 Dsgn. L = 1.34 ft 1 0.066 0.012 3.12 2.55 3.12 78.75 47.16 1.07 1.00 0.48 61.25 40.83 Dsgn. L = 1.34 ft 1 0.075 0.009 3.54 3.12 3.54 78.75 47.16 1.05 1.00 0.37 61.25 40.83 Dsgn. L = 1.34 ft 1 0.081 0.006 3.81 3.54 3.81 78.75 47.16 1.03 1.00 0.26 61.25 40.83 Dsgn. L = 1.34 ft 1 0.083 0.004 3.93 3.81 3.93 78.75 47.16 1.01 1.00 0.15 61.25 40.83 Dsgn. L = 1.34 ft 1 0.084 0.002 3.94 3.91 3.94 78.75 47.16 1.00 1.00 0.07 61.25 40.83 Dsgn. L = 1.34 ft 1 0.083 0.005 3.91 3.73 3.91 78.75 47.16 1.02 1.00 0.18 61.25 40.83 Dsgn. L = 1.34 ft 1 0.079 0.007 3.73 3.41 3.73 78.75 47.16 1.03 1.00 0.30 61.25 40.83 Dsgn. L = 1.34 ft 1 0.072 0.010 3.41 2.94 3.41 78.75 47.16 1.05 1.00 0.41 61.25 40.83 Dsgn. L = 1.34 ft 1 0.062 0.013 2.94 2.33 2.94 78.75 47.16 1.09 1.00 0.52 61.25 40.83 Dsgn. L = 1.34 ft 1 0.049 0.015 2.33 1.56 2.33 78.75 47.16 1.15 1.00 0.63 61.25 40.83 Dsgn. L = 1.28 ft 1 0.033 0.018 1.56 0.69 1.56 78.75 47.16 1.26 1.00 0.73 61.25 40.83 Dsgn. L = 0.89 ft 1 0.015 0.020 0.69 0.69 78.75 47.16 1.64 1.00 0.81 61.25 40.83 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.9282 9.806 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.288 4.288 Max Upward from Load Combinations 4.288 4.288 Max Upward from Load Cases 2.941 2.941 D Only 1.347 1.347 +D+L 4.288 4.288 +D+0.750L 3.553 3.553 +0.60D 0.808 0.808 L Only 2.941 2.941 24 Steel Beam LIC# : KW-06015244, Build:20.22.10.25 DESCRIPTION: BM12 CG ENGINEERING CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Unbraced Lengths First Brace starts at ft from Left -Most support Regular spacing of lateral supports on length of beam = 1.333 ft W6x12 Span = 11 .667 ft Project File: Carranza Residence.ec6 (c) ENERCALC INC 1983-2022 Fy : Steel Yield : 50.0 ksi E: Modulus: 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 10.479 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.483 : 1 Maximum Shear Stress Ratio = 0.124 : 1 Section used for this span W6x12 Section used for this span W6x12 Ma: Applied 10.010 k-ft Va : Applied 3.432 k Mn / Omega: Allowable 20.709 k-ft Vn/Omega : Allowable 27.738 k Load Combination +D+L Load Combination +D+L Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio = 511 > 360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only Max Downward Total Deflection 0.384 in Ratio = 364 > 240. Span: 1 : +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega D Only Dsgn. L = 1.30 ft 1 0.055 0.036 1.14 1.14 34.58 20.71 1.64 1.00 0.99 41.61 27.74 Dsgn. L = 1.33 ft 1 0.097 0.028 2.01 1.14 2.01 34.58 20.71 1.19 1.00 0.77 41.61 27.74 Dsgn. L = 1.33 ft 1 0.125 0.020 2.58 2.01 2.58 34.58 20.71 1.09 1.00 0.54 41.61 27.74 Dsgn. L = 1.33 ft 1 0.138 0.011 2.85 2.58 2.85 34.58 20.71 1.03 1.00 0.32 41.61 27.74 Dsgn. L = 1.33 ft 1 0.139 0.005 2.88 2.82 2.88 34.58 20.71 1.00 1.00 0.14 41.61 27.74 Dsgn. L = 1.33 ft 1 0.136 0.013 2.82 2.49 2.82 34.58 20.71 1.04 1.00 0.36 41.61 27.74 Dsgn. L = 1.33 ft 1 0.120 0.021 2.49 1.86 2.49 34.58 20.71 1.10 1.00 0.59 41.61 27.74 Dsgn. L = 1.33 ft 1 0.090 0.029 1.86 0.93 1.86 34.58 20.71 1.23 1.00 0.81 41.61 27.74 Dsgn. L = 1.03 ft 1 0.045 0.036 0.93 0.93 34.58 20.71 1.59 1.00 0.99 41.61 27.74 +D+L Dsgn. L = 1.30 ft 1 0.191 0.124 3.96 3.96 34.58 20.71 1.64 1.00 3.43 41.61 27.74 Dsgn. L = 1.33 ft 1 0.338 0.096 7.00 3.96 7.00 34.58 20.71 1.19 1.00 2.67 41.61 27.74 Dsgn. L = 1.33 ft 1 0.434 0.068 8.99 7.00 8.99 34.58 20.71 1.09 1.00 1.88 41.61 27.74 Dsgn. L = 1.33 ft 1 0.479 0.040 9.93 8.99 9.93 34.58 20.71 1.03 1.00 1.10 41.61 27.74 Dsgn. L = 1.33 ft 1 0.483 0.017 10.01 9.82 10.01 34.58 20.71 1.00 1.00 0.47 41.61 27.74 Dsgn. L = 1.33 ft 1 0.474 0.045 9.82 8.67 9.82 34.58 20.71 1.04 1.00 1.26 41.61 27.74 Dsgn. L = 1.33 ft 1 0.419 0.074 8.67 6.47 8.67 34.58 20.71 1.10 1.00 2.04 41.61 4 Dsgn. L = 1.33 ft 1 0.313 0.102 6.47 3.23 6.47 34.58 20.71 1.23 1.00 2.82 41.61 4 Steel Beam Project File: Carranza Residence.ec6 LIC# : KW-06015244, Build:20.22.10.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: BM12 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Mmax + Summary of Moment Values Mmax - Ma Max Mnx Mnx/Omega Cb Rm Summary of Shear Values Va Max VnxVnx/Omega Dsgn. L = 1.03 ft 1 0.156 0.124 3.23 3.23 34.58 20.71 1.59 1.00 3.43 41.61 27.74 +D+0.750L Dsgn. L = 1.30 ft 1 0.157 0.102 3.26 3.26 34.58 20.71 1.64 1.00 2.82 41.61 27.74 Dsgn. L = 1.33 ft 1 0.278 0.079 5.75 3.26 5.75 34.58 20.71 1.19 1.00 2.19 41.61 27.74 Dsgn. L = 1.33 ft 1 0.357 0.056 7.38 5.75 7.38 34.58 20.71 1.09 1.00 1.55 41.61 27.74 Dsgn. L = 1.33 ft 1 0.394 0.033 8.16 7.38 8.16 34.58 20.71 1.03 1.00 0.90 41.61 27.74 Dsgn. L = 1.33 ft 1 0.397 0.014 8.23 8.07 8.23 34.58 20.71 1.00 1.00 0.39 41.61 27.74 Dsgn. L = 1.33 ft 1 0.390 0.037 8.07 7.13 8.07 34.58 20.71 1.04 1.00 1.03 41.61 27.74 Dsgn. L = 1.33 ft 1 0.344 0.060 7.13 5.32 7.13 34.58 20.71 1.10 1.00 1.68 41.61 27.74 Dsgn. L = 1.33 ft 1 0.257 0.084 5.32 2.66 5.32 34.58 20.71 1.23 1.00 2.32 41.61 27.74 Dsgn. L = 1.03 ft 1 0.128 0.102 2.66 2.66 34.58 20.71 1.59 1.00 2.82 41.61 27.74 +0.60D Dsgn. L = 1.30 ft 1 0.033 0.021 0.68 0.68 34.58 20.71 1.64 1.00 0.59 41.61 27.74 Dsgn. L = 1.33 ft 1 0.058 0.017 1.21 0.68 1.21 34.58 20.71 1.19 1.00 0.46 41.61 27.74 Dsgn. L = 1.33 ft 1 0.075 0.012 1.55 1.21 1.55 34.58 20.71 1.09 1.00 0.32 41.61 27.74 Dsgn. L = 1.33 ft 1 0.083 0.007 1.71 1.55 1.71 34.58 20.71 1.03 1.00 0.19 41.61 27.74 Dsgn. L = 1.33 ft 1 0.083 0.003 1.73 1.69 1.73 34.58 20.71 1.00 1.00 0.08 41.61 27.74 Dsgn. L = 1.33 ft 1 0.082 0.008 1.69 1.50 1.69 34.58 20.71 1.04 1.00 0.22 41.61 27.74 Dsgn. L = 1.33 ft 1 0.072 0.013 1.50 1.12 1.50 34.58 20.71 1.10 1.00 0.35 41.61 27.74 Dsgn. L = 1.33 ft 1 0.054 0.018 1.12 0.56 1.12 34.58 20.71 1.23 1.00 0.49 41.61 27.74 Dsgn. L = 1.03 ft 1 0.027 0.021 0.56 0.56 34.58 20.71 1.59 1.00 0.59 41.61 27.74 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.3844 5.867 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 3.432 3.432 Max Upward from Load Combinations 3.432 3.432 Max Upward from Load Cases 2.445 2.445 D Only 0.987 0.987 +D+L 3.432 3.432 +D+0.750L 2.821 2.821 +0.60D 0.592 0.592 L Only 2.445 2.445 26 ASD Design Loads & Column Design Summary Column No. DL (LBS) LL (LBS) SL (LBS) ASD (LBS) Load Combo Ht. Column 1 369 0 614 983 D+S 7'-0" (2) 2x4 HF Stud 1-13 737 0 1229 1966 D+S T-0" (3) 2x4 HF Stud 2 104 0 174 278 D+S 7'-0" (2) 2x4 HF Stud 3 186 0 310 496 D+S 7'-0" (2) 2x4 HF Stud 11 880 2308 0 3188 D+L 7'-0" (2) 2x4 HF Stud 12 816 2100 0 2916 D+L 7'-0" (2) 2x4 HF Stud 13 Not Used 14 528 1392 0 1920 D+L 7'-0" (2) 2x4 HF Stud 15 97 258 0 355 D+L 7'-0" (2) 2x4 HF Stud 16 467 377 310 982 D+0.75(L+S) 7'-0" (2) 2x4 HF Stud Exist 17 277 740 0 1017 D+L 7'-0" (2) 2x4 HF Stud Exist 18 531 293 529 1148 D+0.75(L+S) T-0" (2) 2x4 HF Stud 19 44 239 0 283 D+L 7'-0" (2) 2x4 HF Stud Note: All columns determined per attached Column Table UNO. "Column sized per Woodworks. See attached Woodworks output. P H ^ Description Gravity Design Loads By ZSH Date 04/14/23 Checked Date ENGINEERING scale sheet No. 250 4th Ave. South Suite 200 Project Carranza Residence Job No. 22373 27 MAIN FLOOR FRAMING KEY PLAN w FT(, 1 P = 3188# [PER COLUMN SUMMARY TABLE] q = 2000 PSF A=2'x2'=4SF P/A = 797 PSF < 2000 PSF --> OK Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 425.778.8500 Project} Job No. www.cgengineering.com Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category D (assumed / default) II (non -essential facility) D SS = 1.303 Lat. = 47.836 St = 0.461 Long. _ -122.357 SMs = FaSs = 1.56 Fa = 1.200 SMt = F St = 0.85 Fv = 1.839 SDs = (2/3)SMs = SDI _ (2/3)SM, _ Ta = Cthnx R Factor = IE Factor = 1.042 0.565 0.17 Ct = 0.02 hn = 18 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.046 W V = (SDSIW)/R = 0.160 W V = (SDI IW)/RTa = 0.498 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Aceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By ZSH Date 04/14/23 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Carranza Residence Edmonds, WA 98020 22373 c A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ ATCHazards by Location Search Information 4nge'es Address: 9215 Olympic View Dr, Edmonds, WA 98020, USA Sequ,m Marysville Bak r `;noqualrn WI 160 ft Brett Naticn.�l L, rF Coordinates: 47.8355857,-122.356518 ? 'i Is+ao It v Elevation: 160 ft a r k Timestamp: 2022-11-17T22:21:07.477Z Seattle °Redmond Hazard Type: Seismic O Reference ASCE7-16 ,,Cjo le g Map data ©2022 Googlej Report a map error Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.303 MCER ground motion (period=0.2s) St 0.461 MCER ground motion (period=1.0s) SMS 1.563 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDg 1.042 Numeric seismic design value at 0.2s SA Sot * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -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 CRg 0.907 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.557 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.669 Site modified peak ground acceleration TL 6 Long -period transition period (s) 31 Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story w;.h;k wX•h.k Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Y-wi. h;k Fx Fx Roof Framing 20 1118 22.4 7 157 0.46 2.4 2.4 2nd Framing 25 923 23.1 7.833 181 0.54 2.8 5.2 E = 45.435 - 337 1.00 5.2 - Base Shear (ULT) 7.3 kips Base Shear (ASD) 5.2 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.3 3.1 3.1 2nd Framing 1.3 3.6 6.8 E = 6.8 - Diaphraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E Wi F; E F; E F; . wPX Fpx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 0.2SDSiWPx 0.4SDSIWPx Govern Roof Framing 22.4 22.4 2.4 2.4 2.4 3.3 6.7 3.3 2nd Framing 23.1 45.4 2.8 5.2 2.6 3.4 6.9 3.4 Redundancy,() Refer to ASCE 7-16 Section 12.3.4.2 Upper Floor Height (ft) = 7 X-Direction: Length (ft) = 4 (2)(Wall Length)/(Story Height) = 1.1 < 2.0 p = 1.3 Y-Direction: Length (ft) = 8.583333 (2)(Wall Length)/(Story Height) = 2.5 >_ 2.0 p = 1.0 Main Floor Height (ft) = 7.83 X-Direction: Length (ft) = 14.66667 (2)(Wall Length)/(Story Height) = 3.7 >_ 2.0 p = 1.0 Y-Direction: Length (ft) = 11.41667 (2)(Wall Length)/(Story Height) = 2.9 >_ 2.0 p = 1.0 C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Seismic & Diaphragm Force Distribution Carranza Residence ZSH Scale NTS Job No. 22373 04/14/23 No. 32 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) Building Exposure Exp.= D Basic Wind Speed V= 97 Risk Category IW= II Top of Roof Height (feet) h= 22 Mean Roof Height (feet) hmean= 18.5 Building Length (feet) L= 49.416667 Building Width (feet) W= 22.25 End Zone Width, a (feet) a= 3 Roof Angle Angle= 14.0 Design Wind Pressure, psi PS30A= 18.4 Design Wind Pressure, psi PS30B= -6.4 Design Wind Pressure, psi ps30c= 12.3 Design Wind Pressure, psi P530D= -3.7 Height/Exposure Adjustm, Amaz 1.53 Topo. Effect Coeff., KZt KZt 1.99 Vaarl = Vnit*VO.6 2018 1BC ASCE 7-16 Section 1609.4 Section 26.7.3 Per Jurisdiction Table 1.5-1 Section 1609.3.1 ULT ASD Min. ASD p,=A*Kzt*ps30 p,=A*Kzt*ps30*O.6 Per ASCE 28.5.4 55.8 33.5 9.6 PS30A= PS30B= -19.4 -11.6 4.8 P530c= 37.2 22.3 9.6 P530D= -11.1 -6.7 4.8 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 Figure 28.6-1 X-Direction ASD Area,A = 65.0 Roof = 3666.5 Area,B = 0.0 Area,C = 66.7 Area,D = 0.0 Area,A = 84.5 2nd = 4444.9 Area,B = 0.0 Area,C = 72.2 Area,D = 0.0 Y-Direction ASD Area,A = 40.0 Roof = 2434.9 Area,B = 124.5 Area,C = 49.0 Area,D = 127.6 Area,A = 84.5 2nd = 8704.0 Area,B = 0.0 Area,C = 262.9 Area,D = 0.0 Description By ZSH Date 4/14/2023 Wind Summary Checked Date ENGINEERING scale Sheet No. NTS 250 4th Ave South project Job No. Suite 200 Carranza Residence 22373 Edmonds, WA 98020 33 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ OTCHazards by Location Search Information 4nge'es Sequ,m Address: 9215 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8355857,-122.356518 Elevation: 160 ft Timestamp: 2022-11-17T22:20:40.521 Z a r k Hazard Type: Wind ,,,Go gle ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category I 92 mph Risk Category I Risk Category II 97 mph Risk Category II Risk Category III 104 mph Risk Category III -IV Risk Category IV 108 mph %1t Marysville BakeF-S ICgUa1F11 WI 160 ft Brett Naticn.�l L, rF v Seattle °Redmond 0 Map data ©2022 Googlei Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. 34 Topo North AmericaTM 10 JG IG Point , o Serene` K, rn rj 4 Norm Ben la8TH ST SW S `Pico )c. Poi nt-NortFi_Lynnwood l.unds Gi,lsh I i o �i'M owdale -a,71 Z r . w mBeveHy Acres m 173RD PL-5'W D - - wpf001O� _ - _�jwLI ILL I y �.....- _ 180TH 4T S, %r �- ienrlP n a �L 00 " 0 x� w Perrinville m q rn }' SI k r ' GET i„ Aidenvood-Manor Lynnwood Alderwood Village J -- r D 3 Par r ' _. _ w 1816 G4jt SPERSJt —a f r,g' 16,n der Mq j�ST 10a Edmonds —� ^ MAt I _ I T g9 Cedar Valley i �_ Seattle Heil hts ,n \ A SJr > Bo i12TF STSW > 312TH ST'SW g Edwards Point `Z In wAY Z w v o p x 179 %w `, �- 2zoTH ST Sw m ` z2OTN ST Syy Woodway Esperance 17s m i S� 2315T ST WACHUSETT RDL Mountlake Terrace j I 447.2ft H=151' 400 ft L, = 184' EXPOSURE D H/L„ = 0.821 > 0.5 > 0.2 ESCARPMENT 300 ft K, = 0.475 2H = 302' 200 ft x = 84' x/2H = 0.278 100 ft K2 = 0.930 z = 18' 0 ft z/2H = 0.060 K, = 0.862 ft Krt = (1+K,K2K3)2 = 1.91 -100 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: 440.7 ft Avg Grade: 3 Climb Elev: 600.3 ft Desc Elev: 159.6 ft Max. Elev: 447.2 ft Min. Elev: -0.7 ft Climb Dist: 1.5 mi Desc Dist: 3,661.6 ft Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North AmericaT"" 10. MN (14.7-E) 0 % I ,% 2 www.delorme.com 1" = 5,208.3 ft Data Zoom 11 -6 35 Topo North America TM 10 i in L \ _ ✓� G+ ti a Norma Beach 148TM ST SW Picnic Point-NortliLynnwo0d — ds G%lch_: 00 M owdele BlVedy Acres B n m m � 1-73RD PL-SW. , 99 � o 0 rn — wpt001' =w =L_ 180TH ST SW- I F ^ m f1 A 0 >t = � Perrinville m m a }I I `♦ S __.. k _ ^� � m 1 GE7 1 _ Ln Aide rwood Manor L_ynnW00d =AlderwoodVillage a l� " CAISPERSxST > m f 191B rr- MylNsr - c n 99 Cedar valley — 2r)gar'"" P 119, 104 Edmo_nds MAIN-ST � Seattle Heights N � w ¢1 212TW STISW ---- 212 ST-S I ly� Edwards Point to rn z0 wAY e 3 to — J 2 179 > i 220 w� `- 220TH ST SW m HIS7 SW F Woodway , \Fa Esperance g m a t79� I y� tiQ fl < m j 231ST ti I SIW Mo6n'!6ke WACHUSETT RD Terrace `^'� l 389.2 ft H = 152' 300 ft Lh = 361' EXPOSURE D H/L„ = 0.421 > 0.2 ESCARPMENT K, = 0.400 200 ft x = 84' x/L„ = 0.233 100 ft K2 = 0.942 z = 18' 0 ft z/L, = 0.050 K, = 0.883 ft Kn = (1+K,K2K3)2 = 1.78 -100 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 378.7 ft Avg Grade: 3 Climb Elev: 593.4 ft Desc Elev: 214.6 ft Max. Elev: 389.2 ft Min. Elev: -2.6 ft Climb Dist: 1.6 mi Desc Dist: 3,594.1 ft Data use subject to license. TN Scale 1 : 62,500 * 0 % 'h % 1 © DeLorme. Topo North America TM 10. MN (14.7-E) o % I ,% 2 www.delorme.com 1" = 5,208.3 ft Data Zoom 11 -6 36 Topo North America TM 10 143RD SW 4r x - w jf `, r Noma�8each' > o o � � _ a V � x 150TH'PL-SW1-J-,,, 156S rST 157TH PL-SW {I}t} Z � Mew wdale - �x a,UJ z Q^ 2 = m v 166TH PL SW <-- < '< �� t<�_verly_p,..� z W� 171ST'PL SW- Sr»Suns Bar' r� > \ TAL'BO j' ��173RD PL-SW F E`RI K Pt i o��r HOC ov 1 wpt001y,/ iE ry D �:4p 1' 0�T8p$ SW w L 1815TLPL w_ 182ND PL y 184TH SW^% �m 185TH PLiISW_^ IS m0 sp < D ri zz �._ .w Rer�lnville Z 1` I �a FO 49ST DELL. ) x o+PUGET D .... m S °��° D of 189TH PL-SW C _ w �v m 0 �m—T,i C.OD r x,v.fJr W IOI� LJK'A Y O R �z < s�i} <v,9i �`ox w _r Ih �i myy y _ m _�� 'LLn r F- D 'F o-Lynnwood rJ s - zi V ,i _ �_ _r 3 524 -= in I�aV= gL o ot� �� ti0 Df�tn _� w 15TPLSW c Z o_ <�', m D 9 o mD �tlrm [' - p o gF ( K ✓ L0 Q(' w D D—� < -01i '�`. ^{ m'3�-X 20 ST SW < Cedarvalley m x a Dl m m W 104 524 m '� •-•_+ 1 DAaON ST w -,Edmonds � �y . sCFarQ m z Fg m i I Q_co O °p a `z �ILL-. 3L -_ _ m = v r� Seattle Heights i y= ID z ,� n _ x— < a 1x < < m v v\ - 'Nall p 212TH ST SW .m w D y o -1 -ply- x n m-�u",_BpiyF(C'p� 6Z z ERBEN DR < m v)�9 z' EdA,ards F,,., y. O m r ST f _ Sq i r. D— > <-T y*,_" Lola: z. 2�T�TSW�1� m a '^ J 4Q�' � T1114 215TH-ST SW W,q.Y 216TH 5T SW z INEfST- (n - o Sty Ul h.� FIR PL 21 H SW 99 179 F1R ST h PL Sw 218TH ST.SW 218TH ST SW v 447.5 ft H = 157' 400 ft L, = 228' EXPOSURE D H/L, = 0.689 > 0.5 > 0.2 ESCARPMENT 300 ft K, = 0.475 x = 1' 200ft 2H=314 x/2H = 0.003 100 ft K2 = 0.999 Z = 18' Oft Z/2H = 0.057 K, = 0.866 K,= (1+K,KZK3)2 = 1.99 -100 ft 0 mi 2,640ft 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: 440.8 ft Avg Grade: 2 Climb Elev: 476.0 ft Desc Elev: 35.2 ft Max. Elev: 447.5 ft Min. Elev: -0.1 ft Climb Dist: 1.7 mi Desc Dist: 2,763.3 ft Data use subject to license. © Del-orme. Topo North America- 10. www.delorme.com MN (14.1°E) Scale 1 : 43,750 1" = 3,645.8 ft Data Zoom 12-237 Topo North America TM 10 143RD' s - N r � � Noma ach' .a r rc 150TH'PCSWI-J�r J a_ .a :m E MY3tItm f g 156TH STSW _�`,.: Q�3J r 5� LSG ko x M dale 1Tr w zv PL SW-_Tt 1>106MH- �rn< <m 6lVl1Af�" m-`a 4 ` '•,:r. UJ Browns Rai, = a zv a 171SrPL'SW- ('S 1'73\RD PL'SW TALCK 3.Q r +nt ' L�z7 viP100.1W1 Wyr T � ZO 9� v i- FPIC -8 VIEW -DR 10j Mm <L� N a ' 181STLPL SW , 182ND PL SW i rn—x CO-N Q,>+ a JFv w-rn it J D °' 184TH S�TSW I �� n w'0��.�° O l0.0 in S rn , 185TH p ,I m n-�•C r � m-- II �\�nr� Rc+ z c o'o P,eriliIA le w m in 00 0 a 189TN-PL-SW <' ,k CO - Z rOR n .0 f� m \ ` rn < EF- DAC JKAY �"Y" , o19m—� `t �� S�.�u.w hh rn ~ rni -PUGET D Cr 11 ;�� a �LLr LLr a y r rn - ��<rr� n z r 3 m :'� - 524 m=--,LY►tnW.Q4d� - m Lnke �'z oL z O-'� x <IV)t�n n z 01ST PLSW Sunset 8 ? a 'LTQ' o� r a s O< n p a m� <_3�Ji im D n� 204TH ST SW z m, 2 < < Cedar Valley m x a rn rn 104k Sj ID -Fro q- ^_�� 5za Edmonds n1 N� r tL Z m rn� , > r / co � `� n ^'_ _ = �_ W DAITON 3`r F, Seattle Height) 3 yI i a}�� m P k� n ?- ._m -m _ �� ;y o 'vi x ^�ir k='n < z 3 ��-� v NP - Nall S �21%/2TH ST�SW� n w _ _ga _—dike Z 86 P If 1T S W a rn n m i tw l6l \` Z ERBEN DR < m inTv 12 f=dwards Pant /ys 0. rn r tq P1N_E vdCC % �1* m DOI_/y< 215TH'S1 SW I -_ wA.y .+..--1 *i� (� A�N�� J I �� l fl-- ST- rn IFFT'R PI Z1 �rh �. _ 216TH 5T 5 �o y� //�a 217TH3Y+SW 99 , 179 x FIR ST PC SW 218TH STSW 2181-H ST SW r � 335.4 ft 300 ft H = 99' EXPOSURE D Lh = 366' H/Lh = 0.270 > 0.2 RIDGE 200 ft K, = 0.419 x = 1140' 100 ft x/Lh = 3.11 > 1.5 K2=0 K, = 1.0 Oft -100 ft 0 mi 2,640ft 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: 313.9 ft Avg Grade: 4 Climb Elev: 606.6 ft Desc Elev: 292.6 ft Max. Elev: 335.4 ft Min. Elev: -2.1 ft Climb Dist: 1.6 mi Desc Dist: 1.5 mi Data use subject to license. TN © Del-orme. Topo North America- 10. ^ MN (14.7-E) www.delorme.com Scale 1 : 43,750 1" = 3,645.8 ft Data Zoom 12-2 3Q I T 2 /m 1 9 A-2 A-3 A C-1 UPPER FLOOR LATERAL KEY PLAN 1:1 39 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 3.1 kips (Story Shear) Story H-F = 7 Fx wind = 3.7 kips Sto Shear WaII FIT= 7 Max IJw 3.5 Wx = 141.6 PLF seismic Sos = 1.042 Wx= 165.4 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (o.s-) E 22.2 3.1 3.7 Date 04/14/23 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 Project Carranza Residence Job No. W Edmonds, A98020 22373 Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift .t4sm(pL 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 3 22.1667 3.08333 15.3333 5.583333 - - 1.0 0.9 1.0 19 22 19 16 18 16 SW6 SW6 SW6 21.7 2.6 14.8 0.1 0.2 0.1 0.2 0.2 0.2 0.8 0.2 0.9 0.8 0.2 0.9 1.1 0.2 1.1 1.1 0.2 1.1 0.0 0.0 0.0 0.0 0.0 0.0 None None None None None None 0.8 - - 0.9 - - 6.3 11.8 11.8 B 1 2 2.08333 3.5 11.08333 - 0.6 1.0 472 281 394 235 SW2 SW4 1.6 3.0 2.6 2.3 3.0 2.7 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.2 2.9 2.5 2.9 2.5 MST48 MST48 MST48 MST48 1.6 - 1.8 - 6.3 6.3 .t tt tt tt C 1 4 5.5 1.0 195 162 SW6 3.5 1.6 1.8 0.2 0.2 0.3 0.3 1.5 1.5 MST37 MST37 0.8 0.9 12.7 D E Shearwalls: 1 /2" sheathing w/ HF studs Fbldown Table (Floor Clear Span 16") Nil - 0 pit SW6 8d@6"o.c. 242 pit None SW4 8d@4"o.c. 350 pit 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 ZSH Fbldown Table (Floor Clear Span 16") Nil - 0 pit SW6 8d@6"o.c. 242 pit None SW4 8d@4"o.c. 350 pit 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 ZSH flop., Floor She., Walls - Walls Below the Roof Framing ' Y - Direction Walls Fy (EQ) = 2.4 kips (Story Shear) Story HT = 7 F wind = 2.4 kips Sto Shear Wall flT= 7 Max h/w 3.5 Wy = 49 PLF seismic S. = 1.042 WY = 49 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-o.14sm)DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HID Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A B 2.5 6.08333 24.70833 - 0.7 1.0 197 141 142 101 SW6 SW6 2.0 5.6 1.2 1.1 1.2 1.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.2 1.2 0.9 1.2 0.9 MST37 MST37 MST37 MST37 1.2 - 1.2 - 2.0 2 rr rr 3 A 10.6667 24.70833 1.0 113 82 SW6 10.2 0.8 0.8 0.2 0.2 0.3 0.3 0.6 0.6 MST37 MST37 1.2 1.2 rr 4 5 E 49.4 2.4 2.4 I_ Input Cell Input Cell w/ Formula JIM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Upper Floor Shear Walls By ZSH Date 04/14/23 Y-Direction Checked Date Scale NTS Sheet No. Project Carranza Residence Job No. 22373 F 41 1 2 T A-1 A-2 A-3 A-4 A-5 MAIN FLOOR LATERAL KEY PLAN 0 42 Main Floor Shear Walls - Walls Below the Upper Floor Framing X - Direction Walls Fz (EQ) = 3.6 kips (Story Shear) Story HT = 7.83333 Fx (wind) = 4.4 kips (Story Shear) Wall HT = 7 Max i✓w 3.5 Wx= 164 PLF seismic S. 1.042 Wx= 201 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above Net Uplift Hold-down Line Line DL Line Mark Length Width EQ 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 7rib A 1 8.16667 5.583333 0.8 0.9 1.0 46 39 SW6 7.7 0.4 0.5 0.3 0.3 0.4 0.4 0.0 0.0 0.1 0.1 None None 1.7 2.0 5.3 2 8.75 - - - 1.0 46 39 SW6 8.3 0.4 0.5 0.3 0.3 0.4 0.4 0.0 0.0 0.1 0.1 None None - - 5.3 3 7.5 - - - 1.0 46 39 SW6 7.0 0.4 0.5 0.2 0.2 0.3 0.3 0.0 0.0 0.1 0.1 None None - - 4.7 4 8.75 - - - 1.0 46 39 SW6 8.3 0.4 0.5 0.3 0.3 0.3 0.3 0.0 0.0 0.1 0.1 None None - - 4.0 5 4.16667 - - - 1.0 46 39 SW6 3.7 0.4 0.5 0.1 0.1 0.2 0.2 0.0 0.0 0.3 0.3 None None - - 4.0 5.3 U 1 2 7 6.567 11.08333 1 6 1 8 1.0 243 208 SW4 6.0 2.1 2.5 0.2 0.2 0.3 0.3 1.3 3.8 3.4 5.9 HDU5 HDU8 34 41 5.3 C 1 2 3 D E 5.5 0.8 0.9 1.0 114 97 SW6 4.4 1.0 1.2 0.2 0.2 0.2 0.2 1.5 1.5 2.5 2.5 HDU4 HDU4 1.7 2.0 5.5 - 1.0 114 97 SW6 3.4 1.0 1.2 0.1 0.1 0.2 0.2 0.0 0.0 1.0 1.0 HDU2 HDU2 - - 5.5 - 1.0 114 97 SW6 5.4 1.0 1.2 0.2 0.2 0.3 0.3 0.0 0.0 0.9 0.9 HDU2 HDU2 - - 6.3 E 22.2 3.1 3.7 Sheawlls: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2"o.0. 595 plf 2SW4 8d@4"o.0. 708 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d!@To.o. 1190 plf Re -Galt 12090 plf C n 4M 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 HDUS (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDU11 6X6 DF#1 9.5 kips HZ41 6X6 DF#1 14.4 kips kips kips Re-Calc 14.5 1 kips Main Floor Shear Walls X-Direction Carranza Residence Input Cell Input Cell w/ Formula ZSH NTS No. 22373 6.8 8.1 04/14/23 43 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 2.8 kips (Story Shear) Story HT = 7.83333 Fy (wind) = 8.7 kips(Story Shear) Wall HT = 7 Max lvw 3.5 Wy = 56 PLF seismic S. = 1.042 W = 176 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above NetUplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2w1h Shear Shear Callout HD Length UpIiH Uplift End i End j End i End j End i End j End i End j End i End j Load Load Trib 1 A 11.5 8.333333 1.2 1.2 1.0 146 167 SW6 11.0 1.2 1.9 0.3 0.3 0.3 0.3 2.3 1.9 3.9 3.4 HDU5 HDU5 1.7 2.7 2.0 2 A 10.8333 24.66667 0.0 0.0 1.0 129 286 SW4 10.3 1.1 3.3 0.2 0.2 0.3 0.3 0.0 0.0 3.0 3.0 HDU4 HDU4 1.4 4.3 2.0 3 A 16.5 16.41667 1.2 1.2 1.0 109 151 SW6 16.0 0.9 1.7 0.4 0.4 0.5 0.5 0.6 0.6 1.8 1.8 HDU2 HDU2 2.1 4.1 2.0 B 3 - - - 0.9 128 176 SW6 2.5 to 2.0 0.1 0.1 0.1 0.1 0.0 0.0 1.9 1.9 HDU2 HDU2 - - 2.0 4 5 E 49.4 2.4 2.4 5.2 11.1 Input Cell Input Cell wl Formula Description Main Floor Shear Walls By ZSH Date 04/14/23 Y-Direction Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South suite 200 Project Carranza Residence Job No. Edmonds, WA 98020 22373 MA t7i►vi�.z0 ' Anchor DesignerT"' Software Version 3.1.2209.3 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.375 Effective Embedment depth, her (inch): 4.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: No hmin (inch): 6.50 cap (inch): 6.13 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ #3 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-2508 n�� x L I' W W k Company: Date: 9/8/2022 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 8.00 State: Uncracked Compressive strength, f'� (psi): 2500 LIJcy: 1.4 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 45 !►'71►v1'1+'10 ' Anchor Designer TM Software Version 3.1.2209.3 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 2293 Wax [lb]: 0 Way [lb]: 803 <Figure 1> R Z i Company: Date: 9/8/2022 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com !►'71►v1'1+'10 ' Anchor Designer TM Software Version 3.1.2209.3 <Figure 2> Company: Date: 9/8/2022 Engineer: Page: 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 47 Anchor Designer" Software Version 3.1.2209.3 0 Company: Date: 9/8/2022 Engineer: Page: 4/5 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (Ib) 1 2293.0 0.0 803.0 803.0 Sum 2293.0 0.0 803.0 803.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2293 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (Ib) rd ONsa (Ib) 9900 0.65 6435 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = kc aVfcher' 5 (Eq. 17.6.2.2.1) kc Aa fc (psi) her (in) Nb (Ib) 24.0 1.00 2500 4.000 9600 ONcb = 0 (ANcI ANco)Ved,NVc,NVcp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1a) ANc (in2) AN- (in2) Ca,min (in) tled,N Vc,N Vcp,N Nb (Ib) 0 ONcb (Ib) 144.00 144.00 1.000 1.00 1.000 6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5) Tk,uncr = Tk,uncrfshort-te Ksat Tk,uncr (psi) fshort-term K-t Tk,uncr (psi) 895 1.00 1.00 895 Nba = /1 a TuncriTdaher(Eq. 17.6.5.2.1) /1 a Tuncr (psi) da (In) her (in) Nba (Ib) 1.00 895 0.38 4.000 4218 ONa = 0 (ANaI ANao)Ved,NaVcp,NaNba (Sec. 17.5.1.2 & Eq. 17.6.5.1a) ANa (in') ANao (In2) CNa (In) Ca.min (In) Ved, Na Vcp,Na 9600 0.65 Nba (Ib) 0 6240 45.77 45.77 3.38 1.000 1.000 4218 0.65 2741 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com I • WL;Loj Anchor Designer" Software Version 3.1.2209.3 0 8. Steel Strength of Anchor in Shear (Sec. 17.7.1) Vsa (Ib) Ogrout 0 Ogrwtovsa (lb) 4950 1.0 0.60 2970 Company: Date: 9/8/2022 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 10. Concrete Pryout Strenath of Anchor in Shear (Sec. 17.7.3) OVcp = Ominikc^ ; kc^bl = Ominikcp(ANaIANao)9ed,Na9cp,NaNba; kcp(ANcIANco)9ed,N9c,N9cp,NNbl (Sec. 17.5.1.2 & Eq. 17.7.3.1a) kcp ANa (In2) ANao (In2) 'Ied,Na ticp,Na Nba (Ib) Na (Ib) 2.0 45.77 45.77 1.000 1.000 4218 4218 ANc (In2) ANco (In2) Ved,N Vc,N Vcp,N Nb (Ib) Ncb (Ib) 0 OVcp (Ib) 144.00 144.00 1.000 1.000 1.000 9600 9600 0.70 5905 11. Results Interaction of Tensile and Shear Forces (Sec. R17.8) Tension Factored Load, N.a (lb) Design Strength, oNn (lb) Ratio Status Steel 2293 6435 0.36 Pass Concrete breakout 2293 6240 0.37 Pass Adhesive 2293 2741 0.84 Pass (Governs) Shear Factored Load, Via (lb) Design Strength, OVn (lb) Ratio Status Steel 803 2970 0.27 Pass (Governs) Pryout 803 5905 0.14 Pass Interaction check (Nua1ONua)- (Vua1OVua)513 Combined Ratio Permissible Status Sec. R17.8 0.74 0.11 85.6% 1.0 Pass SET-XP w/ #3 A615 Gr. 60 Rebar with hef = 4.000 inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. Designer must exercise own judgement to determine if this design is suitable. Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com