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BLD2020-0564+Structural_Calculations+6.2.2020_11.05.01_AMC 4M ENGINEERING 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning STRUCTURAL CALCULATIONS Larsen Residence Addition 7329 158th St SW Edmonds, WA 98026 3/18/2020 CG Project No.: 20039.10 Project Location 15729 75th PI W Edmonds, WA 98026 Project Description and Scope The project involves a remodel and addition to an existing single-family house. The existing house is a single story with a daylight basement. Piles have previously been designed and installed to support the existing house. The addition will include adding a garage and second story living space to the existing house. The roof will be framed with pre-engineered trusses and the floor will be framed with TJI floor joists. The foundation will be supported by piles. The piles will be designed based on the recommendations from the geotechnical engineer. The addition will also include expanding the main floor of the house to the east. This area will be supported by a new foundation and crawlspace. A new deck will also be added on the west of the house. The deck will be supported on piles that were installed during the previous foundation repair. As part of this scope of work, we will provide structural calculations and stamped structural notes & details suitable for permit and construction. Gravity Summary Design Per 2015 IBC & Per Geotechnical Report Gravity Design Loads Roof DL 15 P5F Roof LL (Snow) 25 P5F Floor DL 15 P5F Floor LL 40 P5F Exterior Walls DL 10 P5F Lateral Summary Design Per 2015 IBC & A5CE 7-10 Seismic Parameters Soil Site Class D (Assumed) 5ds = 0.882 (Lat. 47.855742, Long.-122.3320131) R= 6.5 (Light -Framed Wood Shear Walls) I = 1.0 (Non -Essential Facility) Wind Parameters 110 mph Wind Speed, 3-5ec Gust Exposure Category C Kzt = 1.72 'I1M Description By Date Project Summary BTJ 01/31/20 r, Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. Suite Job No. 200 South Project Larsen Residence Edmonds, WA98020 20039.10 Gravity Design Loads Roof DL Roofing Material 1.8 psf 5/8 5heathing 1.8 psf Insulation 2.5 psf 5/8 Gypsum 2.8 psf Web Trusses @ 24"oc 3.0 psf M/E 1.2 psf Misc 1.5 psf 14.6 psf USE 15.0 psf Floor DL Flooring Material 4.0 psf 3/4 5heathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Floor Joists @ 16"oc 2.8 psf M/E 1.0 psf Misc 1.1 psf 15.0 psf U5E 15.0 psf Typical Exterior Walls 5iding 2.0 psf 1/2 5heathing 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 U5E 10.0 psf 48 psf (w/ brick veneer) Roof ILL (snow) 25.0 psf Floor ILL 40.0 psf Description Gravity Design Loads By BTJ Date 01/31/20 0 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Larsen Residence Job No. Edmonds, WA 98020 20039.10 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 1124 104 - - - - - 3112 x 5 112 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 - - - - 3 112 x 7 114 LSL 26161 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 11116 x 9114 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 3 112 x 9 114 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 5114 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 211116 x 9112 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 112 x 9 112 LSL 3634' 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139' 3112 x 9 112 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404i 2219 1541 1132 867 685'I 555 i458 385 328 283 247 217 192 171 154 139' 5114 x 9112 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9112 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211116 x11 114 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3112 x11 1/4 LSL 4301; 3441 2867 2458 2001 1581' 1281 1058 889 758 653 547 450 375 316 269 231' 3112 x11 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 1 565 481 415 361 318 281 251 225 203' 51/4 x11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 211116 x 11 718 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 3 112 x 11 718 LSL 4543' 3634 3028 2596 2220 1754 1420 i1174 986 841 725 631 530 441 372 316 271 3 1/2 x 11 718 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5114 x11 718 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 718 PSL - - 1 6160 5280 4620 4107 36631 3027 2543 2167 18691 1628 1411 1176 991 842 722 Notes 0 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 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) Project Beam Span Table Larsen Residence BTJ ILa`e 01/31/20 No. 20039.10 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 1 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 - - - - - - - 3 112 x 7 1/4 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 - - - - 2 11116 x 9 114 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 5114 x 91/4 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211116 x 9112 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 3 1/2 x 9 112 LSL 3160 2528 2107 1646 1260 953 694 i 522 402 316 253' 206 170 141 119 101 - 31/2 x 9112 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'` 5 1/4 x 9 112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 9112 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211116 x 11 114 PSL 2925 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 3 1/2 x 11 114 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144' 3112 x11 114 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 1 455 375 313 264 224 192 6x12 DF #2 3585 2829 1964 1443 1105 873' 707 584 491 418 361 314i 276 245 218 196 177111 5114 x11 114 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211116 x11 718 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 1/2 x 11 718 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 1 3 1/2 x 11 7/8 PSL 4020 3216 2680 2297 2010 17871 1592 1316 1050 826 661 538 443 369 311 265 227 5 1/4 x 11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 718 PSL - - 5357 4591 4018 3571 3185 2632 2090 1644 13161 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 WLL/WoL <= 4.0 5. Table values include the Size Factor (CF) Description Beam Span Table By BTJ Date 01/31/20 Checked Date O ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 Project Larsen Residence Job No. 20039.10 [—( I BEARING WALL TABLE IBC 2015, NDS 2015 Date modified 10-2-14 ALLOWABLE LOAD (PLF) 8ft 9ft 1 Oft 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. STUD 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 BTJ Date 01 3 720 Bearing Wall Capacity Table Checked Date Scale Sheet No. ENGINEERING 250 4th Ave. South Suite 200 C' Project Larsen Residence Job No. Edmonds, WA 98020 20039.10 HF Column & HF Sill Plate Capacity TABLE IBC 2015, NDS 2015 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 1862 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 ' 2,7261 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 43953 43221 33635 33159 2,769 2,445 PSILL 83505 83505 83505 - - - - - - - - (2) 3x4 HF Stud 10,245 8581 7,091 53868 43896 43128 3,518 3,029 2,632 2,307 23038 PSILL 73619 73619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 83802 73343 63191 53277 43543, 33948 3,461 3,057 PSILL 10,631 103631 10,631 - - - - - - - - (2) 2x6 HF Stud 7951 6,405 53164 43210 33481 23917 2,476 23125 13843 13613 13423 PSILL 73518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 103333 83934 73746 63750 53918 53221 43634 PSILL 10,859 103859 103859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 ` 19,614 17,764 15,903 14,146 123558 113158 93942 83891 PSILL 13,365 133365 13,365 133365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 73286 53993 53006 43239 33633 33147 23751 23425 PSILL 83328 83328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 93566 73876 63583 5,577 43782 43142 33622 33193 PSILL 103277 103277 103277 - - - - - - - - 4x10 HF#2 23,562 18,717 14,972 ` 123150 103015 83377 73101 63090 53277 43615 43069 PSILL 133112 133112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 123960 113665 103475 93407 83463 PSILL 133087 13,087 133087 133087 133087 133087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 ' 153377 133808 123400 11,156 PSILL 163149 163149 163149 163149 163149 163149 163149 - - - - ix10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 203420 `. 183614 163885 153285 133835 PSILL 203604 203604 20,604 203604 20,604 20,604 - - - - - Description By BTJ Date 01 /31 /20 Wood Column Capacity Table Checked Date ENGINEERING 250 4th Ave. South Suite 200 scale Sheet No. Project Larsen Residence Job No. 20039.10 ��aa3 • assc�� BEDROOM I I BEDROOM » O O O sn CL09CS CLOSET O i HWM1Y HW:J �.. O I I + TTf?tct;,) ` I-s,o' I I e I S.n' c70�� FGeoQ CaR�E,�G tC�YioG,�N ruin ��0 11111Y��In1�;11111�i © °n��a!i!yneue.erA37 m �58010 n�� I m El � ii • y_ .� .� � a L4k5jN 05,7,069/6-4- 4--P49XT1--01V C&10v"-Y ()b�-T76AII 0�96/U Z-OW Poor OW )5 Jxr POO I,Y-vk (WOVI) 95pd ,goof? a m )5psr 000'e qOP& �b/14'1 0/ 1 poort0 6MI : W � ri 1, o k to&) 0. qk 1, Tk S14W - �.Oq Momor '- 5Ck-lv ('?Ox) 47- '140.1 vi -= Mlree'q 4 /?(,? 5,1 By Date Description gf,5Y(,Al 6T Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com MEMBER REPORT PASSED 0 Roof, BM1 1 piece(s) 6 x 10 Douglas Fir -Larch No. 2 Overall Length: 9' 3 1/2" 9' L All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDIF Load: Combination (Pattern) Member Reaction (Ibs) 2517 @ 2" 5012 (2.25") Passed (50%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1974 @ P 1" 6810 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5560 @ 4' 7 3/4" 6937 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.096 @ 4' 7 3/4" 0.448 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.157 @ 4' 7 3/4" 1 0.597 Passed (L/684) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.50, 1003 1S70 2573 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1 1.50' 1003 1570 2573 1 1/4" Rim Board • Klm tloara 15 assumes w carry au ioaas appuea mr—ly a w iy uypu'Y ine uieu ' ue"iy uesiyneu. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 9' 2 1/4" N/A 13.2 -- 1 - Uniform (PLF) 0 to 9' 3 1/2" (Front) N/A 203.0 338.0 Default Load 0 System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 11:17:36 PM UTC 2/3/2020 ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 A Weyerhaeuser File Name: Larsen Residence Page 2 / 19 Job Notes Benjamin James CG Engineering (425) 778-8500 benj@cgengineering,com gengine �91 MEMBER REPORT PASSED Roof, BM2 1 piece(s) 4 x 10 Hem -Fir No. 2 Overall Length; 6' 91/2" 6' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2071 @ 2" 3189 (2.25") Passed (65%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1468 @ 1' 3/4" 3723 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3281 @ 3' 4 3/4" 4879 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.051 @ T 4 3/4" 0.323 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.082 @ T 4 3/4" 1 0.431 Passed (L/944) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 7" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 7" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 818 1318 2136 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 818 1318 2136 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Loads Location (Side) Tributary Width' Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 6' 8 1/4" N/A 8.2 1 - Uniform (PLF) 0 to 6' 9 1/2" (Front) N/A 233.0 388.0 Default Load System : Roof Member Type: Flush Beam Building Use : Residential Building Code : I8C 2015 Design Methodology : Aso Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash 8locks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWE8 Software Operator ForteWE8 Software Operator Job Notes Benjamin James CG Engineering (425)778-8500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 3 / 19 3EaM D s �IV (CoAr.7 OM 3 w = 5G 1/7f'(w2 j � 9 bpi%'try /. 6 A �) Description kno p- /J (l ' By (/-r J` Date 0/311Dao l 'J Check/,end Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project RS i?fl�� Job No. Edmonds, WA 98020 425.778.8500 g OO M IO www.cgengineering.com MEMBER REPORT PASSED Roof, BM3 1 piece(s) 4 x 6 Hem -Fir No. 2 Overall Length: 4' 9 112" 4' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDIF Load., Combination (Pattern) Member Reaction (Ibs) 1434 @ 2" 3189 (2.25") Passed (451/o) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1030 @ 9" 2214 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1555 @ 2' 4 3/4" 1869 Passed (83%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.055 @ 2' 4 3/4" 0.223 Passed (L/979) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.088 @ 2' 4 3/4" 0.297 Passed (L/607) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/1130). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 7" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 7" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total 4 Available Required Dead Snow Total 1 - Stud wall - HE 3.50" 2.25" 1.50" 569 930 1499 1 1/4" Rim Board 2 - Stud wall - HE 3.50" 2.25" 1 1.50" 569 930 1499 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Loads ` Location (Side) Tributary Width' Dead (0.90) Snow (1l15) Comments 0 - Self Weight (PLF) 1 1/4" to 4' B 1/4" N/A 4.9 1 - Uniform (PLF) 0 to 4' 9 1/2" (Front) N/A 233.0 388.0 Default Load System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/w6odproductsjdocument-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425) 7713-13500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 4 / 19 ?M,V, OUT&AI (CoNO (fe / 3 rtook a.d�t00 .7. a k (uO I.Ofe OL) N P: A- 70- 5', (k edt-) 4- 53 V P(w 41 Ar XK Farce s14644 = q, I k W/11 YTO I 4- 11, 3k (t 0 f q, 3k lw- q PW k d.Ok W : OqO /102C ) 4 C750/X t f e-1 4T L CMDescription By OTT Daleg/03/;OOq Checked Date ENGINEERING Scale Sheet No. 2S0 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8S00 www.cgengineering.com al FO R T E � MEMBER REPORT PASSED 3r0 Floor, fiMl 1 piece(s) 6 x 12 Douglas Flr-Larch No. 2 O✓erall Length: 9'11 1/2" p� All locations are meawred horn the autslde face of left wppdi (w left cantilever end). A�1.91mensions are horizmrAi. Desl "Results Amoal ae toouon Anowm a Lo.a: coma muon (Panem) Member Reaction (Ibs) 6254 @ 61/2" 6254 (1.63"J Pau (1p0%) I.0 D+ 1.0 L (All9panz) Shear (Ibs) 2i]i (O 1' 9" J166 sed (31%) 1.p0 1.p D+ IA L (All Spans) Moment (R-Ibs) 6396 ®4' li 3/9° 8890 asset (J2^k) 1.00 I.0 D+ 1.p L (All Spans) Lhx lnad cell. (In) 0.086�4'113/4" 0.301 Pass�(L/999+) 1.OD+O.J6L+p.J59(Nl Spans) Topl Load Dell. (In) 0.11fi�4'113/9" 0.45 Pass�(U936) 1.0D+O.J6L+0.]66(All Spam) pen Ma6olamn(4�9o). Top[dge Wadn9(w): Tapmmpressbn edge muucetracea at 9't" c eam woes apples, unlgeeemgea oticenrtx. Boaom Eage emcros (Lu): mttpm mmpreamn eege mus ee bm t�'o/c msea on bads apgiee, unless aetailea amerwitt. Mpscaek calcvianpm are easm m xos. '®�,iyJ1'J��slY:Waaaaaa� _�(IifiYiY'lli�_�_�_�_�_�_ See cpnneCargrla below roraaalaonal NformMOn ana/a re9ulVrements. Connector: Simpson Strang- e ar L//Ahern pfHlA ne ce ne beNlA� N/A N/A x/A x/A NIA vertical loaas mncrae) roso) n(a.ome assl mom mD7 111/z•t*pp) x/A ceraLut 1paa rararm (nTi m6•(fronp s/A a-urefo,m (m.f) r II Vx^ (fmnq ma°(from) WA aseA wlm(Ih) rv/A Pam(Ib) vs°(Fong WA We e�haeuser Notes weyerhaeusa vwnanrs matmz slims sits Poaumvaa ce in accaraame wim wewmaeuzer Paau¢aesyn aiteaa ana publlshea egyn vaPaes, weyalaeuser amressry alxulim amomerwammks wmme naaa mra assign pmrasslorel as aexm�mea 6y Neau0wery haNn9)udzalnlon. The eea9na or ranra, fiwdera rmmer m I wolect. Ac�soues (wm eoara, ewckbg Panels one squash abxe) are nmem nee M mis somare. proauns manunnurea at a9a�nmen� w w°��mmrare ev.vawa,m. wevemae�aer �pnae�.a wmear armane now e.en..�aieatm w i«-a am.r�wamannn repot: esx-Itsa ana fsaaaei ;na/orhiesot�e l��aaroa mwrm appl�6leAnM ammaraz ra ahem aae ewwadon repo":, wewma.a:erwmea nrprawre am lmmllauen aamla rererm aeuwr.<oMwooaapauc W axument-libmre. pratluaappladon, Input erg" loads, eimensmns ana suppor[I,Ro,mNan M1aw been yoN0.tl by forteWEa SORwnre oceramr a Nceasonwa (9ls)iJ0-sSW benl@gm9lnae,s.wm 2/3/2020 11:17:36 PM IIfC ForteWEO v2.3, Engine: V8.0.0.21, Data: V].3.1.1 weyernaemer Flle Name: Larsen Resltlence Page S/19 MEMBER REPORT PASSED 3rd Floor, BM2 1 piece(s) 5 1/4" x 16" 2.0E Parallam® PSL Overall Length: 16' 11 1/2" 16' 6" 0 All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 10860 @ 5 1/2" 10860 (3.31") Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (Ail Spans) Shear (Ibs) 9055 @ 1' 9 1/2" 18676 Passed (48%) 1.15 1.0 D + 0.75 L + 0.75 S (Ail Spans) Moment (Ft-Ibs) 43554 @ 8' 5 3/4" 60297 Passed (72%) 1.15 1.0 D + 0.75 L + 0.75 S (Ail Spans) Live Load Defl. (in) 0.345 @ 8' 5 3/4" 0.535 Passed (L/558) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.623 @ 8' 5 3/4" 0.802 Passed (L/309) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 16' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Hanger on HF studWall 5.50" Hangers 3.31" 5103 4240 424B 13591 See note 1 2 - Hanger on HF studWall 5.50" Hangers 3.31" 5103 4240 424E 1 13591 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads Location (Side) Tributary Width Dead. (0.90) Floor Live (1,00) Snow (1.15) f Comments 0 - Self Weight (PLF) 5 1/2" to 166" N/A 26.3 -- -- 1 - Uniform (PLF) 0 to 16' 11 1/2" (Top) N/A 577.0 500.0 501.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-13500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 6 / 19 MEMBER REPORT PASSED 3rd Floor, BM3 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL Overall Length: 15' 2 1/2" 14 9 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3594 @ 5 1/2" 3594 (1.64") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3096 @ 1' 5 3/8" 9241 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 12841 @ 7' 7 1/4" 22888 Passed (56%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.258 @ T 7 1/4" 0.476 Passed (L/665) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.519 @ 7 7 1/4" 0.715 Passed (L/330) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 14' 4" o/c based on loads applied, unless detailed otherwise, • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 4" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on HF studWall 5.50" Hanger' 1.64" 1918 1901 3819 See note' 2 - Hanger on HF studWall 5.50" Hanger' 1 1.64" 1918 1901 3819 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger •' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Connector. Simpson Strong -Tie Support < Model Seat Length Top Fasteners face Fasteners Member Fasteners f Accessories 1 - Top Mount Hanger HB3.56/11.88 3.50" 6-16d 16-16d 10-16d 2 - Top Mount Hanger HB3.56/11.88 3.50" 6-16d 16-16d 10-16d Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 14' 9" N/A 13.0 1 - Uniform (PLF) 0 to 15' 2 1/2" (Top) N/A 240.0 250.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 File Name: Larsen Weyerhaeuser Residence Page 7 / 19 Job Notes Benjamin James CG Engineering benj@gengineering,com cj@78-SSoo ben I .A— --7AWw) 40')fy1rt'V' 1001"r(w Nflpfsw� d1vr1g) IA/1 40w) , �IK'Aro Wq 1q4P), P l,'Ik(g ) 4- 1, A k q'ok (0 0.0to) I,qk 0'?kJC1 I- q. lk �. 6'k (f ) !�3x , , =' 9M5 - q.5 I P ),P.k (40 D,)4W 0, 1 k tw) O.A(m) -- + i.Wfv) M w 0 �'411') 5610P ` &A zr/ N Alf (15,Wr-w tW(w Ijk (50Y.) Al 4= CM Description By p- —J� Date VIOTIPOdo w Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com MEMBER REPORT PASSED 3rd Floor, BM4 1 piece(s) 3 1/2" x 14" 2.0E Parallam® PSL Overall Length: 14' 11 1/2" 14' 6" ❑® All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 7617 @ 5 1/2" 7617 (3.48") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 6633 @ P 7 1/2" 10894 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 28056 @ 5' 6" 31236 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.350 @ T 3 7/8" 0.468 Passed (L/482) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.651 @ T 3 3/16" 1 0,702 Passed (L/259) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 6" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories + Total Available Required Dead Floor Live Snow Total 1 - Hanger on HF studWall 5.50" Hanger' 3.48" 3956 1378 4040 9374 See note' 2 - Hanger on HF studWall 5.50" Hanger' 2.79" 2753 272 3641 6666 See note' • At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners '! Accessories 1- Top Mount Hanger Connector not found N/A N/A N/A N/A 2- Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads Location (Side) Tributary Width Dead (0.g0) Floor Live (1.00) Snow (1.1s) Comments 0 - Self Weight (PLF) 5 1/2" to 14' 6" N/A 15.3 -- -- 1 - Uniform (PLF) 0 to 5' 6" (Top) N/A 150.0 100.0 Default Load 2 - Point (lb) 5' 6" (Front) N/A 1900 - 1900 3 - Uniform (PLF) 0 to 3' (Front) N/A 175.0 - 290.0 4 - Uniform (PLF) T to 14' 11 1/2" (Front) N/A 130.0 - 216.0 5 - Uniform (PLF) 0 to 5' 6" (Front) N/A 113.0 300.0 - 6 - Uniform (PLF) 5' 6" to 14' 11 1/2" (Front) N/A 113.0 - 188.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASiM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-8500 benj@cgengineering.com 2/3/2020 9:45:24 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence 2 � Page 1 / 1 MEMBER REPORT PASSED 3rd Floor, BM5 1 piece(s) 3 1/2" x 9 1/4" 2.0E Parallam@ PSL Overall Length: 6' 11 1/2" 1 6' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4741 @ 6' 6" 4741 (2.17") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 4641 @ 5' 8 3/4" 7198 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 9222 @ 4' 6" 14278 Passed (65%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.074 @ 3' 8" 0.201 Passed (L/973) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.131 @ TV' 0.302 Passed (L/555) 1.0 D + 1.0 S (All Spans) • Deflection criteria: ILL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Hanger on HF studWall 5.50" Hangers 1.50" 1114 99 1486 2699 See note 2 - Hanger on HF stud Wall 5.50" Hangers 2.11" 2060 201 2736 1 4997 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • � See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Top Mount Hanger HB3.56/9.25 3.50" 6-16d 16-16d 10-16d 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loafs Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow ' (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 66" N/A 10.1 -- -- 1 - Uniform (PSF) 0 to 6' 11 1/2" (Top) 3' 15.0 - 25.0 Default Load 2 - Point (lb) 4' 6" (Front) N/A 2800 300 3700 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-8500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 9 / 19 MEMBER REPORT PASSED 3rd Floor, BM6 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 7' 11 1/2" 7' 6. C' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1581 @ 7' 6" 2126 (1.50") Passed (74%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1261 @ 6' 10 3/4" 2538 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2362 @ 4' 6 1/8" 2823 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.101 @ 4' 1 1/4" 0.235 Passed (L/835) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.142 @ 4' 1 1/4" 0.352 Passed (L/597) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length toads to Supports (ibs) Accessories Total ` Available Required Dead Floor Live Total 1 - Hanger on HE stud Wall S.50" Hangerr 1.S0" 321 797 111B See note 2 - Hanger on HE stud Wall 5.50" Hangerr I 1.S0" 513 1307 1820 See note ' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector. Simpson Strong -Tie Support = Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Top Mount Hanger BA3.56/7.25 3.00" 6-10d B-10d 2-10dx1.5 2 - Top Mount Hanger BA3.56/7.25 3.00" 6-10d B-10d 2-10dx1.5 Vertical: Loads Location (Side) Tributary Width Dead i (0.90) Floor Live (1.00) comments 0 - Self Weight (PLF) 5 1/2" to 76" N/A 6.4 -- 1 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 3' 9" 15.0 40.0 Default Load 2 - Uniform (PSF) 4' to 711 1/2" (Front) 5191, 15.0 40.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wvAv.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-B500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence 2"y Page 10 / 19 w aj k uo 41111111551-1 wc. fc- PM ford, v x) - K'- 6 9 ( , =F-)- 1�ap=00- 7�k (`�� L�2�lo GDescription By 6 j T Date Odlg1 ,aQ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project n�j(L� / (� Job No. Edmonds, WA 98020 �/6'`56k ) G" 42S.778.8500 www.cgengineering.com 1 MEMBER REPORT PASSED 3rd Floor, BM7 1 piece(s) 4 x 6 Hem -Fir No. 2 Overall Length: 4' 11 112" 4' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1061 @ 5 1/2" 2126 (1.50") Passed (50%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 820 @ 11" 2214 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1072 @ 2' 5 3/4" 1869 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.031 @ 2' 5 3/4" 0.135 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.050 @ 2' 5 3/4" 1 0.202 Passed (L/971) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L1360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Hanger on HF studWall 5.50" Hangers 1.50, 493 806 1299 See note 2 - Hanger on HF studWall 5.50" Hangers 1.50" 493 806 1299 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Connector: Simpson Strong -Tie Supports Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Top Mount Hanger Connector not found N/A N/A N/A N/A 2- Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 4' 6" N/A 4.9 1- Uniform (PSF) 0 to 4' 11 1/2" (Top) 13' 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software operator 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 I I Weyerhaeuser File Name: Larsen Residence Page 11/19 .Job Notes Benjamin James CG Engineering (425) 778-8500 benj@cgengineering.com MEMBER REPORT PASSED 3rd Floor, BM8 1 piece(s) 4 x 12 Hem -Fir No. 2 Overall Length: 11' 11 1/2" 11' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal, Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1774 @ 11' 6" 2126 (1.50") Passed (83%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1614 @ 10' 6 3/4" 4528 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 5736 @ 7' 6" 6615 Passed (87%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.127 @ 6' 2 3/8" 0.368 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.211 @ 6' 2 5/16" 1 0.552 Passed (L/628) - 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on HF studWall 5.50" Hangerr 1.50" 595 B91 1486 See note 3 2 - Hanger on HF studWall 5.50" Hangerr 1 1.50" 733 1114 1B47 See note • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 201S Design Methodology : ASD Connector: Simpson Strong -Tie Support' Model Seat Length Top Fasteners Face Fasteners Member Fasteners C Accessories 1- Top Mount Hanger BA412 3.00" 6-10d 8-10d 2-10dx1.5 2- Top Mount Hanger BA412 3.00" 6-10d B-10d 2-10dx1.5 Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 11' 6" N/A 10.0 -- 1- Point (lb) 7' 6" (Top) N/A Soo 810 Default Load 2 - Uniform (PSF) 0 to 11' 11 1/2" (Front) 4' 15.0 25.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wvAy.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)77B-8500 benj@cgengineering.com 2/5/2020 6:34:21 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 1 Weyerhaeuser File Name: Larsen Residence Page 1 / 1 �91FORTECM MEMBER REPORT PASSED 3rd Floor, BM9 1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL Overall Length: 10' 11 1/2" 10' 6" All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4169 @ 5 1/2" 4169 (1.91") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3512 @ 1' 3" 7393 Passed (48%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 10466 @ T 5 3/4" 15016 Passed (70%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.257 @ 5' 5 3/4" 0.335 Passed (L/469) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.416 @ 5' 5 3/4" 0.502 Passed (L/290) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 10' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on HF stud Wall 5.50" Hangerr 1.91, 1737 280E 4545 See note 1 2 - Hanger on HF stud Wall 5.50" Hangerr 1 1.91" 1737 280E 4545 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Connector: Simpson Strong -Tie Support r Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads ` Location (Side) Tributary Width Dead! (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 10' 6" N/A 10.4 -- 1 - Uniform (PSF) 0 to 10' 11 1/2" (Top) 20' 6" 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/dGcument-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Benjamin lames CG Engineering (425) 77B-B500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 ZC Weyerhaeuser File Name: Larsen Residence Page 13 / 19 Aw ffp-,&/V ((OA/T ) em 10 Pt, St' I, (►5W 1.25 '05f ) 710 5�6 0.sI' fe-1 1, 1 -0-0 acp qq Y" ;L Vk (VO 3. 0 P (A-) I f-, Q 6M id o 05' 5 C) ? Ow -- Moyl6vr 1 5 % , It & . -1 - 5, � '/1 � �qx Description By J '�T 3 Date Checred Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 WSW WIL�WV 425.778.8500 www.cgengineering.com 3rd Floor, BM10 1 piece(s) 4 x 6 Hem -Fir No. 2 Overall Length: 5' 11 1/2" 5' 6" u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1121 @ 5 1/2" 2126 (1.50") Passed (53%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 918 @ 11" 2214 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1414 @ 2' 11 3/4" 1869 Passed (76%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.063 @ 2' 11 3/4" 0.168 Passed (L/955) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.103 @ 2' 11 3/4" 0.252 Passed (L/590) -- 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 5' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on HE studWall 5.50" Hanger' 1.50" 504 819 1323 See note' 2 - Hanger on HE studWall 5.50" Hangers 1.50" 504 819 1323 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Connector. Simpson Strong -Tie Supporter Model Seat Length Top Fasteners face Fasteners Member Fasteners b Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads r Location (Side) Tributary Width Death (0.90) snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 5' 6" N/A 4.9 -- 1 - Uniform (PSF) 0 to 5' 11 1/2" (Top) 11' 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-8500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 14 / 19 A MEMBER REPORT PASSED 3rd Floor, BM11 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 7' 11 112" 7' 6" � 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed l Result LDF Load: Combination (pattern) Member Reaction (Ibs) 1713 @ 5 1/2" 2126 (1.50") Passed (81%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1419 @ V 3/4" 2918 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3015 @ 3' 11 3/4" 3247 Passed (93%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.115 @ 3' 11 3/4" 0.235 Passed (L/736) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.186 @ 3' 11 3/4" 0.352 Passed (L/454) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Hanger on HF stud Wall 5.50" Hanger' 1.50" 739 1194 1933 See note 1 2 - Hanger on HF stud Wall 5.50" Hangers 1 1.50" 739 1194 1933 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners' Face Fasteners Member Fasteners Accessories 1- Top Mount Hanger BA3.56/7.25 3.00" 6-10d B-10d 2-10dx1.5 2 - Top Mount Hanger BA3.56/7.25 3.00" 6-10d 8-10d 2-10dx1.5 Vertical Loads ' Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 7' 6" N/A 6.4 -- 1 - Uniform (PSF) 0 to 7' 11 1/2" (Top) 12' 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin lames CG Engineering (425) 77B-8500 benj@cgengineering.com 2/14/2020 10:12:27 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Larsen Residence Page 1 / 1 MEMBER REPORT PASSED 3rd Floor, BM12 1 piece(s) 5 1/4" x 14" 2.0E Parallam® PSL Overall Length: 17' 11 1/2" Ir 17' 6' l, All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 6672 @ 5 1/2" 6672 (2.03") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 5758 @ P 7 1/2" 16342 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 28424 @ 8' 11 3/4" 46854 Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.402 @ 8' 11 3/4" 0.568 Passed (L/508) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.663 @ 8' 11 3/4" 0.852 Passed (L/308) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 17' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Hanger on HE studWall S.50" Hanger' 2.03" 2755 4265 7020 See note' 2 - Hanger on HF stud Wall 5.50" Hanger' 1 2.03" 2755 4265 7020 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • � See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 201S Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads. Location (Side) Tributary Width. Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 17' 6" N/A 23.0 -- 1 - Uniform (PSF) 0 to 17' 11 1/2" (Top) 19' 15.0 25.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-8500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 16 / 19 g64 r)UL /(con/7, ) 6mli a. R W c 7'(1 Sptp+ R%P) PER ioerE, OM ` I, k CAS ) �I� Lif 171 I,Lh rwr S�9 rl3/1 l�Uv OM W P w- %a(l5rA 4o'fe1 * P_ o.sg�,Y I scl� Naas mg' 6 r '�-RELErc 'ro loR.rE orMuf OIL O.7� e ij✓Ll IS: y,_.y„ p w` '% C ISpfp. 401JP) 3h xll%4 nA Ar_L" r fi s-RUw tfd p4RrL akrwwr 6.ut 4,N1 gM1�G' a h w=12'(IipL 4o'd) w �_ sf *Rkftx ro 6,VMCACc oUflu9 CDescription 9V J --0 Checked. ENGINEERING Scale 250 4th Ave. South Suite 200 Edmonds, WA 99020 Projectt& w R� l�/� lob No. 425.228.8500 7ii��°° www.cgengineering.com .0J 31 MEMBER REPORT PASSED 3rd Floor, BM13 1 piece(s) 5 1/8" x 13 1/2" 24F-V4 DF Glulam Overall Length: 26' 6112" 26' 3," All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3908 @ 2" 4670 (2.25") Passed (84%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3519 @ 1' 5" 14057 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 25485 @ 13' 3 1/4" 34610 Passed (74%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.982 @ 13' 3 1/4" 1.310 Passed (L/320) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1.666 @ 13' 3 1/4" 1.747 Passed (L/189) -- 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 26' 4" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 26' 4" o/c based on loads applied, unless detailed otherwise. • Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 26' 2 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 2.25" 1.B8" 1615 2322 3937 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 1 2.25" 1 1.B8" 1615 2322 3937 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Loads Location (Side) Tributary Width Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 26 5 1/4" N/A 16.B 1 - Uniform (PSF) 0 to 26' 6 1/2" (Front) 7' 15.0 25.0 Default Load System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wvAv.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Sob Notes Benjamin James CG Engineering (425) 77B-8500 benj@cgengineering.com 2/3/2020 11:17-36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence 32 Page 17 / 19 i�IFORTECM MEMBER REPORT PASSED E 3rd Floor, BM14 1 piece(s) 4 x 8 Hem -Fir No. 2 Overall Length: 9' 11 1/2" 9' 6„ 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1854 @ 5 1/2" 2126 (1.50") Passed (87%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1805 @ 1' 3/4" 2538 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2763 @ 2' 2823 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.175 @ 4' 7 1/16" 0.301 Passed (L/620) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.248 @ 4' 7 1/8" 0.452 Passed (L/437) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Totals Available Required Dead Floor Live Total 1 - Hanger on HE stud Wall S.50" Hanger' 1.50" 543 1344 1887 See note 2 - Hanger on HE studWall S.50" Hanger' 1 1.50" 214 4B7 701 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 201S Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners' Face Fasteners Member Fasteners ': Accessories 1-Top Mount Hanger BA3.56/7.25 3.00" 6-10d B-10d 2-10dx1.5 2 - Top Mount Hanger BA3.56/7.25 3.00" 6-10d B-10d 2-10dx1.5 Vertical Loads Location (Side) Tributary Width' Dead (0.90) Floor Live (1.00) Comments 0 - Self Weight (PLF) 5 1/2" to 9' 6" N/A 6.4 -- 1- Point (lb) 2' (Top) N/A 500 1300 Default Load 2 - Uniform (PSF) 0 to 9' 11 1/2" (Front) 1' 4" 15.0 40.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project, Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator 2/14/2020 10:18:48 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 n Weyerhaeuser File Name: Larsen Residence [% Page 1 / 1 Job Notes Benjamin James CG Engineering (425) 77B-8500 benj@cgengineering.com G ®1 1 MEMBER REPORT PASSED 3rd Floor, BM15 1 piece(s) 3 1/2" x 11 1/4" 2.0E Parallam@ PSL Overall Length: 9' 11 1/2" 9' 6' G ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5045 @ 5 1/2" 5045 (2.31") Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4977 @ 1' 4 3/4" 8754 Passed (57%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 18608 @ 4' 3" 20666 Passed (90%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.160 @ 4' 3" 0.301 Passed (L/678) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.314 @ 4' 3" 1 0.452 Passed (L/345) 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 1" o/c based on loads applied, unless detailed otherwise. Supports dBearing Length Loads to Supports (Ibs) Accessories r Total Available Required Dead Floor Live Snow Total 1- Hanger on HE studWall 5.50" Hanger' 2.31" 2478 1078 2381 5937 See note r 2 - Hanger on HE studWall 5.50" Hanger' 1 1.71" 1833 853 1719 4405 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • � 5ee Connector grid below for additional Information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code: IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger HB3.56/11.25 3.50" 6-16d 16-16d 10-16d Vertical Loads'; Location (Side) Tributary Width' Dead (0.go) Floor Live (Loo) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 9' 6" N/A 12.3 -- -- 1 - Point (lb) 4' 3" (Top) N/A 4000 1400 4100 Default Load 2 - Uniform (P5F) 0 to 9' 11 1/2" (Front) 1' 4" 15.0 40.0 - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)778-8500 benj@cgengineering.com 2/14/2020 10:19:01 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Larsen Residence Page 1 / 1 Project Title: Engineer: Project I D: Project Descr: Steel Beam File=R12020PMJecb120039 LarsenRoldenceAddldonUbvduraAEngincennglLarsenResidence.ec6.III -:. Software copyright ENERCALC, INC.1983-2019 Build 12.19.1130 DESCRIPTION: 3rd Floor- BM16 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(o_i e9 _LL0 a8) I. W 12x22 Spnn - 23.0 ft )plied_Loads Service loads entered, Load Factors will be applied for calculations, Beam self weight calculated and added to loadinq Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width =12.0 ft DESIGN SUMMARY ."MISEMISIll Maximum Bending Stress Ratio = 0.617: 1.... Maximum Shear Stress Ratio = 0.123:1 Section used for this span W12x22 Section used forth is span W12x22 M.: Applied 45.097 k-ft Va: Applied 7.843 k Mn / Omega: Allowable 73.104 k-ft Vn/Omega : Allowable 63.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.500ft 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 0.670 in Ratio = 411 >=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.954 in Ratio = 289 >=240, Max Upward Total Deflection 0,000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Conbination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Ran Va Max Vnx Vnx/Omega +D+H Dsgn.L= 23.00ft 1 0.183 0.036 13.36 13.36 122.08 7310 1A0 1A0 2.32 95.94 63,96 +D+L+H Dsgn.L= 23,00 ft 1 0.617 0.123 45.10 45.10 122.08 7310 1.00 1.00 7.84 95,94 63.96 +D+Lr+H Dsgn.L= 23.00ft 1 0.183 0.036 13,36 13.36 122.08 7310 ,1.00 1.00 2.32 95,94 63,96 +D+S+H Dsgn.L= 23.00ft 1 0,183 0.036 13.36 13.36 122.08 73.10 1.00 1.00 2,32 95.94 63.96 +D+0,750Lr+0.750L+H Dsgn. L = 23.00 it 1 0.508 0.101 37.16 37.16 122.08 73.10 1.00 1.00 6.46 95.94 63.96 +D+0750L+0,750S+H Dsgn. L= 23.00 ft 1 0.508 0.101 3T16 37.16 122.08 73J0 1.00 1A0 6.46 95.94 63,96 +D+0,60W+H Dsgn. L= 23.00 If 1 0.183 0,036 13.36 13.36 122.08 733 1.00 1A0 2.32 95.94 63,96 +D+0.750Lr+0.750L+0.450 W+H Dsgn. L = 23.00 ft 1 0.508 0.101 37,16 37.16 122.08 73.10 1.00 1.00 6.46 95.94 63.96 +D+0.750L+0.750S+0.450W+H Dsgn L= 23AOft 1 0.508 0.101 37.16 37.16 122.08 73.10 1.00 1.00 6A6 95,94 63.96 +0,601)+0,60W+00H Dsgn. L= 23.00 it 1 0.110 0.022 8.01 8.01 122.08 73.10 1.00 1A0 1.39 95.94 63.96 +D+070E+0.60H Dsgm L= 23AOft 1 0.183 0,036 1336 13.36 122.08 7310 1.00 1.00 2.32 95,94 63.96 +D+0.750 L+0.750 S+0.5250 E+H Dsgn.L= 23.00ft 1 0.508 0,101 37.16 37.16 122C8 73.10 1.00 1.00 6.46 95.94 63,96 I Project Title: Engineer: Project ID: Project Descr, .Steed Beam Flle=R1202OPmle,W0039Lmen Residence Addldon'_SWctmAEnglneennglLenen Residence ec6. Soft- copyright ENERCALC, INC. 1983.2019 Build:12191130. DESCRIPTION: 3rd Floor - BM 16 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 Vnx Vnx/Omaga +0.60D+0.70E+H Dsgn. L = 23.00 ft 1 0.110 0.022 8.01 8.01 122.08 73.10 1.00 1.00 1.39 95,94 63,96 Overall Maximum Deflections Load Combination Span Max.:" Defl Location in Span Load Combination Max. "+" Defl Location in Span Vertical Reactions Supportnotation:Farleftis#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum T843 TM Overall MlNimum 1.394 1.394 +D+H 2323 2.323 +D+L+H 7.843 7.843 +D+Lr+H 2323 2.323 +D+S+H 2.323 2.323 +D+0.75OLr+0.750L+H 6,463 6.463 +D+0.750L+0.750S+H 6.463 6.463 +D+O.60W+H 2.323 2.323 +D+0.75OLr+0.750L+0.450W+H 6,463 6A63 +D+0.750L+0.750S+0.450W+H 6.463 6.463 +0.60D+0.60W+0.60H 1.394 1.394 +D+0.70E+0.60H 2.323 2.323 +D+0.750L+0.750S+0.5250E+H 6.463 6.463 +0.60D+0.70E+H 1.394 1.394 D Only 2.323 2,323 Lr Only L Only 5.520 5.520 S Only W Only E Only H Only gy� 17; tW 114 ,2.�1k rr N)9t . �I.1lc ,r M aa' B a. r� 3�, k lip/ ��t qk/0 O'c #4 *Re-�1.C� �a�a( � ovwuq- �� Description By (�'T' j Date ,2/ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project �� Job No. Edmonds, WA 98020 ' 425.778.8500 www.cgengineering.com MEMBER REPORT PASSED 3rd Floor, BM18 1 piece(s) 4 x 10 Hem -Fir No. 2 Overall Length: 8' 3 112" u All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2296 @ 2" 3189 (2.25") Passed (72%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1752 @ 1' 3/4" 3723 Passed (47%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4498 @ 4' 1 3/4" 4879 Passed (92%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.105 @ 411 3/4" 0.398 Passed (L/907) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.171 @ 4' 1 3/4" 1 0.531 Passed (L/559) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at B' 1" o/c based on loads applied, unless detailed otherwise. • Applicable calculations are based on Nos. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HE 3.50" 2.25" 1.62" 904 1451 2355 1 1/4" Rim Board 2 - Stud wall - HE 3.50" 2.25" 1 1.62" 904 1451 2355 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Vertical Loads Location (Side) Tributary Width' Dead (0.90) Snow (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to B' 2 1/4" N/A B.2 -- 1 - Uniform (PLF) 0 to 8' 3 1/2" (Front) N/A 210.0 350.0 Default Load System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wvAy.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)77B-8500 benj@cgengineering.com 2/15/2020 12:48:51 AM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 77 Weyerhaeuser File Name: Larsen Residence Page 1 / 1 MEMBER REPORT PASSED 3rd Floor, BM17 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam@ PSL Overall Length: 14' 5 1/2" e 14' J All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed P Result LDF; Load: Combination (pattern) Member Reaction (Ibs) 3812 @ 5 1/2" 3812 (1.74") Passed (100%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 3255 @ 1' 5 3/8" 8035 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 12904 @ 7' 2 3/4" 19902 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.335 @ 7' 2 3/4" 0.451 Passed (L/485) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.472 @ 7' 2 3/4" 1 0.677 Passed (L/344) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 13' 7" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 7" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1- Hanger on HF studWall 5.50" Hanger' 1.74" 1172 2892 4064 See note ' 2 - Hanger on HF studWall 5.50" Hanger' 1 1.71" 1172 2892 4064 See note 1 • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements, System : Floor Member Type : Flush Beam Building Use : Residential Building Code : I8C 2015 Design Methodology : Aso Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners JAccessones 1- Top Mount Hanger HB3.56/11.88 3.50" 6-16d 16-16d 10-16d 2- Top Mount Hanger H83.56/11.88 3.50" 6-16d 16-16d 10-16d Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Comments r 0 - Self Weight (PLF) 5 1/2" to 14' N/A 13.0 -- 1 - Uniform (PSF) 0 to 14' 5 1/2" (Front) 10, 15.0 40.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wvAy.weyerhaeuser.com/woodproduds/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin lames CG Engineering (425)778-8500 benj@cgengineering.com 2/14/2020 11:38:25 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Larsen Residence Page 1 / 1 WoodWorks' COMPANY PROJECT SOFR9AREFOR WOOD DESIGN Feb. 18, 2020 08:26 3rd Floor - BM19 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(3.001) psf Load2 Snow Full Area 25.00(3.00') psf Self -weight Dead Full UDL 7.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 20.052' Unfactored: Dead Snow 527 752 527 752 Factored: Total 1279 1279 Bearing: Capacity Beam 1279 1279 Support 1377 1377 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb 112 112 Length 0.63 0.63 Min req'd 0.63 0.63 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 6251 625 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/8"x10-1/2" 7 laminations, 3-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.05'; Clear span: 19.948'; volume = 4.6 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015 : Criterion sis Value Design Value Unit Analysis/Design Shearfv = 53 Fv' 305 psi fv/Fv' = 0.17 Bending(+) fb = 1333 Fb' = 1926 psi fb/Fb' = 0.69 Live Defl'n1_,Analy 0.SoL/482 0.67 = L/360 in 0.75 Total Defl'n0.85 = L/283 1.00 = L/240 in 0.85 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.698 1.000 1.00 1.00 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 CRITICAL LOAD COMBINATIONS: Shear : LC k2 = D+S, V max = 1276, V design = 1161 lbs Bending(+): LC 142 = D+S, 14 = 6378 lbs-ft Deflection: LC 142 = D+S (live) LC 142 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 543eo6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 20.00' Le = 36.81' RB = 21.8 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (18C 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). d r, 0 (to o -9 9"m Z51GAI 9M ) : d w --4 I L4 (19) 2.3 k (1,1 J.Ok tj) ff/'? 76 WOOOv/001 (w'Ar 19 U qO llq� 9 Ai 1.6 k (0) RW 9 L P P 117oll d0a4 lo'gor, 1. -7- k (0 0,9 k (09) '7-74w 4 q. & k W 1,(5(-( �1( (0) 0 'fl"W(L ) � k,,) a) T.6k W 'f 0 ov--A)v Description By Dated I) ldo:) 0 Checked Date 0 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project A NA/ M� Job No. 425.778.8500 0 www.cgengineering.com COMPANY PROJECT WoodWorks' Feb.12,202015:30 2ndFloor-BM1 I Design Check Calculation Sheet Wood Works Sizer ll.1 Loads Load Type Distribution Pat- Location (ft] Ifagnitude Unit tern Start End Start End Loadl Dead Full Area 10.0015.25') psf Load2 Live Full Area 60.00(5.25') psf Load3 Snow Full Area 25.0015.25'1 psf Self -wet ht Dead Full UDL plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 14.134' Unfactored: Dead Live snow 470 2226 928 470 2226 928 Factored: Total 2835 2835 Bearing: Capacity Beam 2835 2835 support 3699 3699 Des ratio Beam 1.00 1.00 Support 0.77 0.77 Load comb #3 #3 Length 1.61 1.61 tdin req'd 1.61 1.61 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fop 625 625 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8"x12" 8 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 14.13'; Clear span: 13.866'; volume = 6.0 cu.ft. Service: wet; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2016 : Criterion Anal s s Value DesignValue Unit Anal sis/Desi Shear fv =r 55 Fv' 232 psi fv Fv' = On24 Bending(+) fb = 912 Fb' = 1920 psi fb/Fb' = 0.48 Live Defl'n 0.26 = L/642 0.47 = L/360 0.56 Total Defl'n 0.37 = L/459 0.70 = L/240 0.52 Additional Data: FACTORS: F/E(psi)CD CGS Ct CL CV Cfu Cr Cfrt Notes Cn"Cvr LC# Fv' 265 1.00 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 0.80 1.00 1. 000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: shear : LC #2 = ➢+L, V max = 2672, V design = 2264 lbs ➢ending)+): LC #2 = D+L, 13 = 9351 lbs-ft Deflection: LC #3 = D+.75(L+s) (live) LC #3 = D+.751L+s) (total) ➢=dead L=live S=snow w=wind I=impact Lr=roof live L-concentrated E=eazthquake All LC's a e listed in the Analysis output Load combinations: AS CE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1328e06 lb-in2 "Live" deflection = Deflection from all n n-dead loads (live, wind, s ow...) Total Deflection = 2. 00 (Dead Load ➢eflaction) + Live Load ➢eflection.n Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design 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 NOS Clause 3.3.3. cOMPAN' PROJECT WoodWorks' Feb.12.2020--2ndFloor-BM2 WI Design Check Calculation Sheet WoadWorks Size, 11.1 Loads: oad 'type DSscrl6ution Pat- c�oh L0catlon (fcl End Nagnlcudx Start y Un1i ad1 Coad> D.ad eoSnc Pe1nt Yes �cooc .00 9;e 4452 lbx lbss Load3 Sn�u Pe1nt Yes 1. 00 I856 lbs Load4 ead Olve 1=t Ns 2.50 5;0 Lbs ads dfi 2 t Pe1nt Y=_s t'es 2.50 2.50 4452 1850 1hs 16s Coadl Dxad Pci nt tlo 5.00 510 Lbs Loads - t Y?s 5.00 4452 Ibs Load3 Load 11 Dxad -c Point Point Yes tic 5.00 1.50 185fi 940 Ibs 16s Load 1? t'xs 1.50 4452 Ibs [n ad 13 1, Pe1nt t'es 1.50 185fi Ibs Load14 L-115 Dxad Livx - Pcint tic t'es 10.00 10.00 9J0 4452 Ibs Ibs Load16 Self-.rei>hc - Dnsd Pcinc Full UDL tlo 00 185fi 14.2 Ibs oif Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.136, uhfaeeored: Dxad _ 3P28 14840 6!81 1614 8904 J3 �a'[otal 18998 10844 -ari na: E uppo ct Oes raclo Su ppv ct oad cc-b Lxngth :.in ce 3'd Cb nIn It su ppurt - 15060 I.. 0.51 1.Jo M3 5.53 .53•• 1.0'1 1.0] 1.c9 fi25 10844 11190 00 M12 3.2fi 3.20 1.OU I.00 tall fi25 --mum waratg length governeo by the regwad Lamm of vie suppomng uaurm. h1a>vnum reacflon on at least one sopW is from a different bad combmtrch than the mb'cal one for beadng des!gh, sho- here, due to Kd Mota. See Analysis results for asotbn from critical load cvmb:natlon. Glulam-Unbal„ West Species, 24F-1.8E WS, 5-118"x'12" a lam!natlans. 5-1IS' maldh-Width, Suppods: AA-T. her -soft 8eam. D.FI,L No.2 Totalfergltl'10.14:Clearspan:2.2T,7.134;volume= 4.3cu.ft. Lateral support: top= hull, bottom= at supports; Analysis vs. Allowable Stress and Deflection u,i,g NDS 2ols: Additional Data: PA-S: 1/EIps1)CD Q1 Ct CL t "It" Cn•cvc LCq 2fi5 1.c0 S.JO 1.cc 1-1.00 1- 1- 1.c0 i.00 1.11 1. 000 1.000 1.00 1.00 1.OU 1.CJ - - 1450 1.Oc I.00 1.cc 0. 994 1.000 1.00 1.00 Pcp' 65G 1.00 1.10- 1.8- Eniny' 0.85 n1111cn CRITICAL LOAD COMBINATIONS' Shear LC p? =DAL, V = 1-r, V design 1231 lba Eendingl+); L^_ X6 = DtL Ip sitecn: LI. = 12'1'10 16� fc Bendingl-): LC q3 = O+L, ti = 1352i lbx-ft Deflection: LC X5 Rival LC !15 - Itotall All I. -- 4 .thn L=lrpacc L = ocf live Le=s >n�e ntracad E-�acch?uai:e All tr's a e 1l sc ed in thx Atslysis output. toad Patterns: s=5/2, Y11or LPL c, pa tte cn 1Jad in Ch1s span toad c+-binattnns: ASC'E '1-10 / L6C 2015J CALCULATIONS: D<flactlo n: EI= 13 Bc06 16-1 n2 "Ltvx" dxflecclon - D_fle ction fco all n - d toads !live, vrl ntl, s .,+_1 Cal D_flecclon = 1.501D=_a1 Loatl DtflectI-I f LSva Load DeflecCle n.n� Lscxcal stability(-): L. - 1.53' Le = 13.81' RP = 8.7r L. base] cn full spar. Design Notes: 1. Wood Works analysts and design ate in accordance nib the ICC Wamatlona) BUM g Code (IBC 2015). the National Dealgn Specif tlen (NDS 2015). and NDS Des!gn Supplement. 2 Please verify thatthe default deflecti Lands are appropriate for your apfAx t!on. 3. Glu!am desgn values are la materials confmm!ng to ANSI 117-M15 and manufactured In accordance wfth ANSI A1g0.1-2012 4. Grades With equal heMag wpaGty b the top and bottom edges o/the beam crosssecfion are re<ammended for continuous beams. 5. GLULAhl: bxd =actual breadth x actual depth. 6. Glulam Beams sluff be !atera'N eueooded accordvw to the waAsuhs of NDS Clause 3.33. M MEMBER REPORT PASSED 2nd Floor, BM4 1 piece(s) 5 1/4" x 9 1/2" 2.0E Parallam® PSL Overall Length: 8' 11 112" 8 6 >T All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7801 @ 8' 6" 7801 (2.38") Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6289 @ 7' 8 1/2" 9643 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 16997 @ 5' 6" 19585 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.211 @ 4' 7 5/8" 0.268 Passed (L/457) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.302 @ 4' 7 5/16" 1 0.402 Passed (L/319) - 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on HF studWall 5.50" Hangers 1.93" 2432 3553 2277 8262 See note' 2 - Hanger on HF studWall 5.50" Hanger' 2.38" 2660 4720 2759 10139 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • � See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads Location (Side) Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 8' 6" N/A 15.6 -- -- 1 - Uniform (PLF) 0 to 8' 11 1/2" (Top) N/A 454.0 410.0 350.0 Default Load 2 - Point (lb) 5' 6" (Front) N/A 900 4600 1900 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wvAy.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425) 778-8500 benj@cgengineering.com 2/14/2020 7:35:25 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Larsen Residence / Page 1 / 1 COMPANY PROJECT WoodWorks"Feb. 14 2020 11 37 2nd Foot - Bh13WI Design Check Calculation Sheet WoodWaks Size, 11.1 Loads: oa] L}T+_ Disc_ibution P - Ln_a[ion (ft7 End i1x3n1tuic Start Pnj Unit ajl o ad3 a 3d3 �oad4 _oatl5 �ad6 C_=_] LL�+e Sn>:u batl Lfve Faint Faint Fo inn Faint Faint Faint - - = DCOOt 0.00 C.00 2.50 ?.SU ?.SO 4/0 2�d0 1000 470 ^3p0 5000 16_. 16� 1b s' lbs Its a ai'] e"1 Fo int -.00 4]0 1bs Live Paint Po irt '(Ea 5.00 5.00 23J0 3000 1bs lbs sd9 _oadll es.:i P.+int 11� I.50 4'10 16s 1-1a 2 Llv_ Point I.11 �3UU 1b� Lasd13 Point Yas ].SO .... Its ai1 La4 L>si15 tat LLive Point Point Ito Yes 30.0:] 10.0u 4]0 2300 lbs its I�a]16 Paint Yes i-lO 3... 16s calf-:eaiahe Full UDL tlo 14.2 r,lE Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : unfa�xo:��: _a L1v= 155J 3333 :600 1033 Fact.>Ce ]: --ta] -r Sri 55 ©c -g: C=Fa_3 t}' 9 can 5 uf+Po c� Las Catla 9 can Le -hC. -,tin F�a upport o t 10054 9911 .91 13 1.13 1.G� 5556 _`835 1.OJ 0 1.07 1. !.!a.nmum reaction on al least one support Is from a tlitfaent bad -Z anion than the critical one for bearing tles:gn. ate,- here, do, to Kd factor. See Analysis results for reaction from critical bad comb!natbn. Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8"x12" 8 laminations. 5-1 tv ma.dmum 1v,Clh. suppods. All - Timlea-soft Beam. 0.Fk-L No.2 Total length: 10 or: Clear span: 23S.7 3 ; vdume = 4.3 cu.ft. Lateral suppm: top=fug. bottom= al supports: AnalVsis vs. Allowable Stress and Deflection asina NOS 2015: Additional Data: FA-:o4S: F/E(u 1)11 1 1CG0 1COo ( 1.OJ Fo 341p 1.00 1.Od 1.00 1.09u 1.000 L00 1 10 1.Oo 1.Ob - Eo'- 1450 1.00 1.00 1.00 1.U0o 110 1.00 1.o11 FrF' 1. CI li - - - - 1.00 - - ls0 n1111 cr. 1.00 1.00 - - - - 1.Oo - - E:'.iny' CRITICAL LOAD COMBINATIONS: 3"SE, V eslar, = 3�3ii lba r.ii nil+I: Lr Y5 = Crt (Fa[[�rn: 11. ('. _ .50t lbs-tt E an]1ng l-I: LC d_> = D-L, n 6955 165-i< Dafleccia n: Lr q5 = (11ve1 Lr n5 - (tut all G a=sa L=11va �-='.+Le+d 1=i+:pacc Lr-c.af iivx L_ can_entc=t zS F. =a ctrauat.e hll Lns s e 11atc-Ivi the Rnal -•'S/is S 16-y1 ani2 �oOuLtS fut latl tos L-bf,. AS 1-10 2C CALCULATdION13_06 e_[tan - C'efl=roan f xll r - aa:i 1 a I1f: e, +:tni, s ,.r_1 1I,, Load Dectlonr L1vd Lead G>f lect Le [ecal s�xbilttyl-1: Lu = 7.50' LL. e = 13. B1' R9 - b.7r b L� as id on full si Design Notes: 1. WoodWaks ana;ysls antl tles!gn are In accortlance v+ilh the ICC Intanalional Bu:'d:ng Cotle (IBC 2of 5j, the National Design Specification (NOS 2015), antl NOS Uesgn Supp!emenl. 2. please verify Iran the default dtflection km0s are appropriate for your appl-bee. 3. G!ulam dasIgo values are for materials -tor" to ANSI 117-2015 and manufactorael In accord- v}th ANSI A190.1-2012 4. Grades,:.Lh equal berating capacity In the top and Wftom edges of the beam cross-section are recommeaded for continuous beams. 5. GLULAM: bxd = actual breatllh z actual tlepth. 6. Gluam Beams sha0 be Wta M su000ded auatl'v+a to the worrswns of NOS Clause 3.3.3. M 0 F 0 R T E'W] MEMBER REPORT PASSED 2nd Floor, BM4 1 piece(s) 5 1/4" x 9 1/2" 2.0E Parallam@ PSL Overall Length: 8' 11 112" 8' 6" 11 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 7801 @ 8' 6" 7801 (2.38") Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 6289 @ 7' 8 1/2" 9643 Passed (65%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 16997 @ 5' 6" 19585 Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.211 @ 4' 7 5/8" 0.268 Passed (L/457) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.302 @ 4' 7 5/16" 1 0.402 Passed (L/319) - 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 8' 1" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 1" o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on HF stud Wail 5.50" Hanger' 1.93" 2432 3553 2277 8262 See note' 2 - Hanger on HF stud Wall 5.50" Hanger' 1 2.38" 2660 4720 2759 10139 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 201S Design Methodology: ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1- Top Mount Hanger Connector not found N/A N/A N/A N/A 2- Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Loads Location (Side) ! Tributary Width Dead (0.g0) Floor Live (1.00) Snow (1.15) Comments 0 - Self Weight (PLF) 5 1/2" to 8' 6" N/A 15.6 -- -- 1 - Uniform (PLF) 0 to 8' 11 1/2" (Top) N/A 454.0 410.0 350.0 Default Load 2 - Point (lb) 5' 6" (Front) N/A 900 4600 1900 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www,weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425) 778-8500 benj@cgengineering.com 2/14/2020 7:35:25 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Larsen Residence tl. Page 1 / 1 M ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com Description Project w; 9' (/5�� a �$ ) L5�, (- - � -/ � �/ -� �t- I -1 01a TO �Otq o(A-17va" By e r) Date t��r�ao24 Checked Date Scale Sheet No. Job No. Q T'R, 10 1 � L MEMBER REPORT PASSED 2nd Floor, BM5 1 piece(s) 5 1/4" x 11 7/8" 2.0E Parallam@ PSL Overall Length: 18' 11 1/2" L 18' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 4075 @ 4" 11694 (5.50") Passed (35%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 3208 @ P 5 3/8" 13861 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 16708 @ 9' 5 3/4" 34332 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.404 @ T 5 3/4" 0.610 Passed (L/543) -- 1.0 D + 1.0 S (All Spans) Total Load Deft. (in) 0.718 @ 9' 5 3/4" 1 0.915 Passed (L/306) -- 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 19' o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' o/c based on loads applied, unless detailed otherwise. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HE 5.50" 5.50" 1.92" 1714 866 22B3 4B63 Blocking 2 - Stud wall - HE 5.50" 5.50" 1 1.78" 1654 506 2133 4293 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Loads Location (Side) TributaryWidth Dead: (0.90) Floor Live (1,00) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 18' 11 1/2" N/A 19.5 -- -- 1 - Uniform (PSF) 0 to 113' 11 1/2" (Top) 9' 15.0 - 25.0 Default Load 2 - Uniform (PSF) 0 to 113' 11 1/2" (Front) 1' 4" 15.0 40.0 - 3 - Point (lb) 0 (Front) N/A 60 360 150 System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to wmv.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425)77B-B500 benj@cgengineering.com 2/14/2020 10:16:28 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: Larsen Residence Page 1 / 1 SPWXAI& q� 0 f d5W(111 1?16 w'pd- 1P '- 0 L1016ft',) "2-9 00 �- /6 " C?c -v#Aa -fo rog'ff CAJ7-//Mfr cotwwj 00rGr'l flUM TO C-OWAVO CAAWTTV 7-44L(_ AAV LOW 0A1 Xa- 1�1&Vf Description By R i Date d1q1g0q0 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 projectJob No. Edmonds, WA 98020 LKWI &�JJYKAlff 425.778.8500 VU0 ?I, f b qf www.cgengineering.com lJ MEMBER REPORT PASSED 3rd Floor, RJ1 1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC Overall Length: 9' 7 3/4" Fil 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed; Result LDF Load: Combination (pattern) Member Reaction (Ibs) 449 @ P 6" 2127 (3.50") Passed (21%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 281 @ 2' 1 1/4" 949 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 600 @ 5' 6 13/16" 921 Passed (65%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.158 @ 5' 5 7/8" 0.397 Passed (L/602) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.249 @ 5' 6" 1 0.529 Passed (L/383) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 9' B" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' B" o/c based on loads applied, unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 168 2131 449 Blocking 2 - Stud wall - HF 3.50" 3.50" 1 1.50" 121 205 326 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 9' 7 3/4" 24" 15.0 25.0 Default Load System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch : 0,25/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425) 7713-13500 benj@cgengineering.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence tfII 1 Page 18 / 19 MEMBER REPORT PASSED 2nd Floor, Floor: Joist 1 piece(s) 2 x 8 Hem -Fir No. 2@ 16" OC Overall Length: 12' 3 112" 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 429 @ 3 1/2" 911 (1.50") Passed (47%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 385 @ 10 3/4" 1088 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1257 @ 6' 1 3/4" 1284 Passed (98%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.364 @ 6' 1 3/4" 0.390 Passed (L/386) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.501 @ 6' 1 3/4" 0.585 Passed (L/281) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A N/A N/A • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 1' 11" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 9" o/c based on loads applied, unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on Nos. • No composite action between deck and Joist was considered in analysis. Supports Bearing Length loads to Supports (Ibs) Accessories Total ' Available Required Dead Floor Live Total 1 - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.50" 123 328 451 See note' 2 - Hanger on 7 1/4" HF beam 3.50" Hanger' 1.50" 123 328 451 See note' • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: Aso Connector: Simpson Strong -Tie Support ` Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Top Mount Hanger Connector not found N/A N/A N/A N/A 2 - Top Mount Hanger Connector not found N/A N/A N/A N/A Vertical Load Location (Side) Spacing Dead (O.go) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 12' 3 1/2" 16" 15.0 40.0 Default Load Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Benjamin James CG Engineering (425) 778-8500 benj@cgengineet'ing.com 2/3/2020 11:17:36 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.1.1 Weyerhaeuser File Name: Larsen Residence Page 19 / 19 Seismic Design Risk Category Seismic Importance Factor Site Class 0.2s Spectral Response 1.0s Spectral Response Site Coefficient (short period) Site Coefficient (1.0 second) SMs=Fa*Ss SMI=F *SI SDs=2/3*SMs SDI=2/3*SM1 Seismic Design Category Lateral Resisting System Response Modification Coeff. System Overstrength Factor Deflection Amplification Factor Horizontal Irregularities Vertical Irregularities Analysis Procedure Equivalent Lateral Force Design Structure Type for Period Building Period Coefficient Building Period Coefficient Building Height Building Period, Ta=Cth X C,=SDs/(R/I E) Max CS=SDI/(T*R/IE) Min. CS=0.044*SDs*IE Min. Cs=0.5*SI/(R/IE), SDC E&F Seismic Response Coeff., Cs 2015 IBC ASCE 7-10 Type II Table 1604.5 Table 1.5-1 IE= 1.00 Table 1.5-2 S.C.= D (Assumed) Section 1613.3.2 Table 20.3-1 Ss= 1.323 Figure 1613.3.1(1-6) Figure 22-1 SI= 0.52 Figure 1613.3.1(1-6) Figure 22-2 (Source: http://geohazards.usgs.gov/designmaps/us/application.php) Fa= 1 Table 1613.3.3(1) Table 11.4-1 F,= 1.5 Table 1613.3.3(2) Table 11.4-2 SMs= 1.323 Section 1613.3.3 Section 11.4.3 SM1= 0.78 Section 1613.3.3 Section 11.4.3 SDS= 0.882 Section 1613.3.4 Section 11.4.4 SDI= 0.520 Section 1613.3.4 Section 11.4.4 SDC= D Table 1613.3.3(1-2) Section 11.6 Wood Shear Walls R= 6.50 Table 12.2-1 Oo= 3.0 Table 12.2-1 Cd= 4.0 Table 12.2-1 --- NA Table 12.3-1 --- NA Table 12.3-2 --- ELF Table 12.6-1 All Other Structural Systems Ct= 0.02 x= 0.75 hn= 29 Ta= 0.250 Cs= 0.136 Max Cs= 0.320 Min. Cs= 0.039 Min. Cs= N.A. Cs= 0.136 Section 12.8 Table 12.8-21 Table 12.8-2II Table 12.8-2 Section 12.8.2.1 Eqn. 12.8-2 Eqn. 12.8-3 Eqn. 12.8-5 Eqn. 12.8-6 Section 12.8.1.1 d Description By Date BTJ 1312020 Checked Date Seismic Summary ENGINEERING Scale SheetNo. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Larsen Residence 20039.10 ,� 1/30/2020 ATC Hazards by Location ATC Hazards by Location Search Information Mt Address: 15729 75th PI W, Edmonds, WA 98026, USA -segm Marvsrille Biker-Snaquoir 211 ft National Fore: Coordinates: 47.855742,-122.3320131 yhia nett Elevation: 211 It Timestamp: 2020-01-30T21:06:48.726Z ) Redmond Hazard Type: Seismic ,Seattle 0 Reference ASCE7-10 Go„ le Document: - ffi Map Reporra map enor Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.80 0.60 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.323 MCER ground motion (period=0.2s) SI 0.52 MCER ground motion (period=l.0s) SMS 1.323 Site -modified spectral acceleration value SMI 0.78 Site -modified spectral acceleration value SDS 0.882 Numeric seismic design value at 0.2s SA SDI 0.52 Numeric seismic design value at 1.0s SA -Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s https:llhazard&atwuncil.org/#/seismic?lat=47.855742&Ing=122.3320131&address=15729 75th PI W%2C Edmonds%2C WA 98026%2C USA 1/2 1/30/2020 ATC Hazards by Location CRS 0.958 Coefficient of risk (0.2s) CRI 0.931 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FpGA 1 Site amplification factor at PGA PGAM 0.546 Site modified peak ground acceleration TL 6 Long -period transition period is) SsRT 1.323 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.382 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.322 Factored deterministic acceleration value (0.2s) S1RT 0.52 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.559 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SID 0.984 Factored deterministic acceleration value (1.0s) PGAd 0.884 Factored deterministic acceleration value (PGA) 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. 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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 hfps://hazard&atcouncil.org/#/seismic?lat=47.855742&Ing=122.3320131&address=l5729 75th PI W%2C Edmonds%2C WA 98026%2C USA 2/2 k0or- Ot rl ook 01- 1/0 �7 d 105( oo-ck vzwa'� Wut ot - M)""Sp a - Lbv&r# tj� or )?A-Y > R� FED TO �sMic �OWO,55 5�"Ywrl� Description By )3—)-5 Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 ;,2 C) 0 /0 www.cgengineering.com Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= C Section 1609.4 5ection 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 29 Mean Roof Height (feet) hmean= 29 Building Length (feet) L= 65 Building Width (feet) W= 75 End Zone Width, a (feet) a= 6.5 Figure 28.6-1 Roof Angle Angle= 1.0 Design Wind Pressure, Ps30A 10s30A= 19.2 Figure 28.6-1 Design Wind Pressure, Ps30B Ps30B= -10 Figure 28.6-1 Design Wind Pressure, Ps30c 10s30c= 12.7 Figure 28.6-1 Design Wind Pressure, ps30D Ps30D= -5.9 Figure 28.6-1 Design Wind Pressure, ps30E ps30E= -23.1 Figure 28.6-1 Design Wind Pressure, ps30F 10s30F= -13.1 Figure 28.6-1 Design Wind Pressure, Ps30G Ps30G= -16 Figure 28.6-1 Design Wind Pressure, Ps30H PMH= -10.1 Figure 28.6-1 Design Wind Pressure, Ps30EoH Ps30EOH= -32.3 Figure 28.6-1 Design Wind Pressure, Ps30GOH Ps3000H= -25.3 Figure 28.6-1 Height/Exposure Adjustment, X Amax= 1.39 Topo. Effect Coeff., KZt KZt= 1.72 Vasd = Vult*d0.6 Section 1609.3.1 ULT ASD ps=X*Kzt*ps30 =X*Kzt* s30*0.6 45.9 27.5 ps30n= ps30B= -23.9 -14.3 Ps30c= 30.4 18.2 ps30D= -14.1 -8.5 Ps30E= -55.2 -33.1 Ps30F= -31.3 -18.8 Ps30G= -38.3 -23.0 Ps30H= -24.1 -14.5 Ps30EOH= -77.2 -46.3 Ps30GOH= -60.5 -36.3 Description By Date BTJ 1312020 '�� Checked Date Wind Summary ENGINEERING Seale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Larsen Residence 20039.10 Topo North AmericaTM 10 r P ine r, w« i d) i � A O G i ' m Harbour -Pointe zz ° > 3 r Ppint f /s 1 ..y �. t ,n i" ,., rene m Se' Q 1„ Q='*-.� 3 i orma.Beach�W I— TH ST SW Y ry'148TH ST SW rLU 3 " N470 51.345' / Picnic.Point-N_orthCyhr Iii u G c 1 r W 122° 19.921' / a at Somt owdale Beverly Acres Q x ,g 11l (Jjl'71.'�Ca 17 D PL—SW, t`'1 ss c o 01 l EZLUx p 182 2:Elf 27A o =I Perrinvill in x S rk x TM 182 { 18. 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(n D D 3 185TN m v Nvjs11 p <� O 9 a w G QN z PeRfnvdle J GI L D L� O m ri-� m D = J g= m m o x w mD x,l�, ,� N m®� _ m —' �i + +�_188TH SiT S W z i � a 189TH•PL-SW w -i 189TH Pl' SW ' o 3 r w w a� x �_ > i t 191ST PL"SW -10 ti..1� m Q FOREST DELL•DR m D .�� "� 4-94T I ST SW m m ¢ `� h ( �Y94TH ST SW Manor ') Alderwood '' rn P.UGE CD--' � R� Alderwoodl Village 446.4 ft 400 ft s �g 0,N2 300 ft 200 ft 100 ftt =172f�g�t Oft J� -100 ft� 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: 400.3 ft Avg Grade: 3 Climb Elev: 570.5 ft Desc Elev: 170.2 ft Max. Elev: 446.4 ft Min. Elev: -1.3 ft Climb Dist: 1.4 mi Desc Dist: 4,966.4 ft Data use subject to license. TN Scale 1 : 43,lou is o © Del-orme. Topo North AmericaTM 10. MN(t6.2°E) h h 2 www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 2Y1@IGH(Llmli=IE35 e r ME st III «-. ww iEMP. TEMP. EGRESS iEmv. WD110 OALYs-T5' a' I qoo5r-2- Pi?dt pr9on - - �'B 611 UPWY 4001� , x - vfe66 7-T-O/U Y- 3 7? VIA 4 7 A Description By 6Tj- Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 000317 /0 www.cgengineering.com 1 61 MN Flook 13 * r4 ' ,fir ' r� N� t FZ� 57 2h <7 ry c J' ,7ep ( � ) 2f:77? r � Mk y.Wk C� Description By — Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 A -fir` �� 425.778.8500op��, /0 www.cgengineering.com )qz BEDROOM ' BEDROOM NM2%IOJO iW20WMD BILE MCLOSET �0 � o� O� I.. S�-11 Oiler s a-r�i z-n Nn�mo sD�r, i6nARJ.n: u f l.0 STORAGE UNM� (UK'IXOI .P) 5.0 i iY-o' vd3 i------------------ o.oa m M 7 � _.. LOWf,R tcG1.A11/ Upper Floor Shear Walls Wails Below the Roof Framing X- Direction Walls FX (EQ) - 5.5 kips (Story Shear) Story HT - 9 Fx (wind) = 3.1 kips (Story Shear) Wall HT = 9 Max MY 3.5. Wx= 173.9 PLF seismic 6�= 0.87' Wx = 97.6 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trlb EQ EQ Wind SW Reduced Gross Gross (0.6-0.14so:)o 0.6' DL Net Uplift Hold-down Line Line E 31.8 5.5 3.1 :Input Cell Date 02/19/20 Checked Date X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite200 Edmonds, WA 98020 Project Larsen Residence Job No. 17145.10 Line Mark Length Width 2w1h Shear Shear Cailout HD Length Uplift Uplift Load Load End I End' End i End End i End End i End A 1 14.6 5.125 1.0 61 24 SW6 14.1 0.6 0.3 1.1 1.1 1.4 1.4 0.0 0.0 None None 0.9 0.5 B 1 14 s 12.125 1.0 151 60 SW6 13.5 I 1.4 0.8 0.9 0.9 1.2 1.2 0.5 0.5 None None 2.1 1.2 C 1 2 9 9.4 `. 10.75 '. - 1.0 1.0 702 102 41 41 SW6 SW6 8.5 8.9 to 1.0 0.5 0.5 0.7. 0.7 0.7 0.7 0.8 0.9 .0.8 0.9 0.3 0.3 0.3 0.3 None None None None 1.9 - 1.0 - D 1 2 3 3 3.75 : - 0.7 0.7 163 163 44 44 SW6 SW6 2.5 2.5 1.2 1.2 0.7 0.7 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 1.0 1.0 1.0 1.0 M5T37 M5T37 M5T37 M5T37 0.7 - 0.4 - E t 0.0 NA #DIV/Ol #DIV/01 -0.5 #DIV/OI 0.0 0.0 0.0 0.0 ###fF ###fF #ft# #ft# 0.0 0.0 Shean�rells: 1/2" sheathing w/ HF studs Holdovm Table (Floor Clear Span tfi") Nil - 0 plf Nil 0 kips SW6 8d@6"o.c. 242 plf sW4 ed@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf sW2 8d@2'o.c. 595 plf 28W4 6d@4"o.c. 706 plf 25W3 Sd(�3'o.c. 910 plf 25W2 8d@2'o.c. 1190 pit kips Re -Galt - 1200 pit = - None - 0.5 kips Input Cell w/ Formula M5T37 (2j-2z HF 2.345 kips MST48 (2j-2x HF 3.640 kips M8T60 (2}2z HF 5.405 kips M5T72 (2}2x HF 6.475 kips kips kips kips Re -Galt - 6.5 kips Description Upper Floor Shear Walls By BTJ Holdovm Table (Floor Clear Span tfi") Nil - 0 plf Nil 0 kips SW6 8d@6"o.c. 242 plf sW4 ed@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf sW2 8d@2'o.c. 595 plf 28W4 6d@4"o.c. 706 plf 25W3 Sd(�3'o.c. 910 plf 25W2 8d@2'o.c. 1190 pit kips Re -Galt - 1200 pit = - None - 0.5 kips Input Cell w/ Formula M5T37 (2j-2z HF 2.345 kips MST48 (2j-2x HF 3.640 kips M8T60 (2}2z HF 5.405 kips M5T72 (2}2x HF 6.475 kips kips kips kips Re -Galt - 6.5 kips Description Upper Floor Shear Walls By BTJ Upper Floor Shear Walls Walls Below the Roof Framing Y- Direction Walls Fy(EQ)= 55.5. kips (Story Shear) Story HT 9 F wind = 4.8 kips(Story Shear Wail HT = 9 Max hlw 3.5 WY_ 98 PLF seismic Sos= 0.87 Wy= 85 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ EQ Wind SW Reduced Gross Gross (0.6fi.10n)o 0.6 • DL Net Uplift Hold-down Line Line Line Mark Length Width 2w1h Shear Shear Cailout HD Length Uplift Uplift End 1 End' End 1 End End i End End i End Load Load 1 A 0.0 NA #DIV/01 #DIV/01 -0.5 -% t #DIV/01 0.0 I 0.0 0.0 0.0 #fll!# 1 #fll!# ##Nt/Nllt ##Nt/Nllt 1 0.0 0.0 2 A 8 9.5.. 1.0 116 72 SW6 7.5 1.1 1.0 0.2 0.2 0.3. 0.3 0.9 0.9 MST37 MST37 0.9 0.8 3 A 10.5 21.25 1.0 198 123 SW6 10.0 1.9 1.6 0.3. 0.3 0.4 0.4 1.6 1.6 MST37 MST37 2.1 1.8 4 A B 10.25.' 7.4 18.75.` - 1.0 1.0 104 104 64 64 SW6 SW6 9.8 6.9 1.0 1.0 0.9 0.9 0.3 0.2 0.3 0.2 0.4 0.3 0.4 0.3 0.7 0.8 0.7 0.8 MST37 MST37 MST37 MST37 1.8 - 1.6 - 5 A 16.3 ..... 7 1.0 42 26 SW6 15.8 0.4 0.3 1.2 1.2 1.5 1.5 0.0 0.0 None None 0.7 0.6 E.,..:.;. 56.5 5.5 4.8 Input Cell Input Cell w/ Formula L� ENGINEERING 250 4th Ave. South suite200 Edmonds, WA98020 Description Upper Floor Shear Walls By BTJ Date 02/19/20 Y-Direction Checked Date Scale NTS Sheet No. Project Larsen Residence Job No. 17145.10 Main Floor Shear Walls Walls Below the Upper Floor Framing X- Direction Walls Fx (EQ) = 10.6 kips (Story Shear) HT - 10 Fx (wind) _ 8.8 kips (Story Shear) �.11T - : 9w 3t S SWx= 166 PLF seismic 0.88 Wx= 138 PLF wind E 64.0 5.5 3.1 16.2 11.9 down Table Span = (Floor Clear Nil kips .............. ' Input Cell - 0 None - 0.5 kips Input Cell w/ Formula MST37 }2x 2.345 kips MST48 y2x 3.640 kips PAST60 }2x 5A05 kips lAST72 y2x 6A75 kips kips kips kips kips Re -Galt - 6.5 kips Description By Date Main Floor Shear Walls BTJ 02/19/20 Checked Date X-Direction ENGINEERING Scale Sheet No. NTS 250 4th Ave. South Project Job No. Suite 200 Larsen Residence Edmonds, WA98020 17145.10 Line Load [_From Above EQ Gross Uplift Wind Gross Uplift EQ Wind Net Uplift From Above Governing NetU lift EQ Line Load Wind Line Load Wall Line Wall Mark SW Length Trib Width EQ 2w/h EQ Shear Wind Shear SW Callout Reduced HD Length (0.6-0.14Sps)0 0,6`DL Hold-down Eq Wind End i End' End] End' End 1 End EndlIEndJI End i End A t 23.4 ; 25.6 I 0.9 0.5 1.0 220 123 SW6 22.9 '. 2.2 1.8 1.5. '.1.5 2.0 2.0. 0.0 0.0 0.7 0,7 HDU2 HDU2 5.1 4.0 B t 14 8.3 f 2.7 1.2 1.0 249 119 SW4 13.5 12.6 1.7 0.9 0.9 1.2 1.2. 0.5 0.5 2.1 2.1 HDU2 HDU2 3.5 2.3 C 1 2 3.7 3,25 16,4 ill - 1.9 - 1.0 - 0.8 0.7 513 584 198 198 SW2 SW2 3.2 2.8 4.9 5.0 3.2 3.3 0.2 0.2 0.2 0.2 0.3 0.3 0.3 0.3 0.3 0.3 0.3 0.3 4.9 5.0 4.9 5.0 HDUB HDUB HDUB HDUB 2.9 - 1.9 - D 1 2 2.6 2.6 '. 1.3 - 0.7 - 0.4 - 0.6 0.6 289 289 75 75 SW4 SW4 2.1 2.1 2.1 2.1 1.3 1.3 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 7.0 1.0 1.0 1.0 2.9 2.9 2.9 2.9 HDU4 HDU4 HDU4 HDU4 0.9 - 0.5 - E 1 26,1 22.4 0.0 0.0 1.0 143 84 SW6 25.6 1.5 1.2 1.9 1.9 2.3 2.3 0.0 0.0 0.0 0.0 None None 3.7 3.1 Sheanvalls: 1/2' sheathing w/ HF studs Nil - 0 plF SW6 ed@6"o.c. 242 plF SW4 6d@4"o.c. 350 plF SW3 edQa 3"o.c. 455 plF SW2 6d@2"o.c. 595 plF 2SW4 ed@4"o.c. 706 plF 25W3 6d@3"o.c. 910 plF 25W2 6d@2"o.c. 1190 plF Re -Galt 1200 plF Holdovm Table Nil - 0 kips None - 0.5 kips HDU2 (2j-2x HF 2.215 kips HDU4 (2j-2x HF 3.3 kips HDUS (2j-2x HF 4.1 kips HDUB 4x DF#2 7.0 kips HDU11 6x6 DF#t 9.5 kips HDU14 6x6 DF#t 14.4 kips kips kips Re -Cale 14.5 kips Main Floor Shear Walls Walls Below the Upper Floor Framing Y- Direction Walls FY(EQ)= 10.6 kips (Story Shear) Story HT= 10 Fy (wind) _ 10.7 kips (Story Shear) Wall HT = 9 Max hMr 3.5 Wy= 143 PLF seismic Sos= 0.88 WY - 144 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall Sw Trib From Above EQ EQ Wind SW Reduced Gross Gross (0.6-0.148o,)o 0.6' DL From Above Net U lift Hold-down Line Line Line Mark Length Width EQ Wind 2w/h Shear Shear Caliout HD Len th Uplift Uplift End I End End i End' End i End' End i End End I End Load Load 1 A 4.2 19 : 0.5 0.4 0.9 236 155 SW6 3.7 2.5 2.5 0.2 0.2 0.3 0.3 0.0 0.0 2.3 2.3 MST37 MST37 3.2 3.1 B 6.5 - - - 1.0 221 155 SW6 6.0 2.4 2.4 0.3 0.3 0.4 0.4 0.0 0.0 2.0 2.0 MST37 MST37 - - C 3.7 - - - 0.8 268 155 SW4 3.2 '. 2.6 2.5 0.2 0.2 0.3 0.3 0.0 0.0 2.3 2.3 MST37 MST37 - - 2 A 0.9 0.8 0.0 NA #DIV/0! #DIV/0! 0.5 : ###### #DIV/01 0.0 0.0 0.0 0.0 0.9 0.9 #### #### ###### ###### 0.9 0.8 3 A 15.5 30 : 2.5 2.2 1.0 257 175 SW4 15.0 2.7 2.5 0.8. 0.8. 1.0 1.0 1.6 1.6 3.4 3A HDU5 HDU5 6.8 6.5 B 11.1 '. - - - 1.0 257 175 SW4 10.6 ` 2.7 2.6 0.6 0.6 0.7 0.7 0.0 0.0 2.1 2.1 HDU2 HDU2 - - 4 A 11.67 18.5 1.8 1.6 1.0 235 159 SW6 11.2 2.5 2.3 0.3 0.3 0.3 0.3 0.7 0.7 2.9 2.9 HDU4 HDU4 4.5 4.2 B 7.4 - - - 1.0 235 159 SW6 6.9 2.5 2.4 0.2 0.2 0.2 0.2 0.8 0.8 3.1 3.1 HDU4 HDU4 - - 5 A 20 7 0.7 0.6 1.0 84 57 SW6 19.5 0.9 0.8 0.4 0.4 0.5 0.5 0.0 0.0 0.4 0.4 None None 1.7 1.6 £ 74.5 6.5 5.6 17.1 16.3 Input Cell Input Cell w/ Formula Description Main Floor Shear Walls By BTJ Date 02/19/20 Checked Date Y-Direction ENGINEERING Scale Sheet No. NTS 250 4th Ave. South - Project Job No. Suite200 Edmonds, WA 98020 Larsen Residence 47 17145.10 Lower Floor Shear Walls -Walls Below the Main Floor Framing Y - Direction Walls Fy (EQ) _ .3.4 kips (Story Shear) Story HT = 9 Fy wind)= 8.1 kips (StoryShear W-II HT= 8 Max hM� 3.5 Wy- 46 PLF seismic Sos= 0.88 Wy= 109 PLF vrind Line Load. EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross Io.".14so,lo 0.6 - DL From Above Net U lift Hold-down Line Line Line Mark Len th Width EQ Wind 2w/h Shear Shear Callout HD Length U lift Uplift End I End' End I End End I End End I End' End i End Load load 1 A 3.2 - 19 3.2 3.1 0.8 275 202 SW4 2.7 2.4 3.0 0.2 0.2 0.3 0.3. 2.3 2.3 5.0 5.0 HDU8 HDU8 4.1 5.2 B 11.3 - - - 1.0 220 202 SW6 10.8 2.1 2.7 0.8 0.8 1.0 1.0 2.0 2.0 3.7 3.7 HDU5 HDU5 - - C 3.9 I - - - 1.0 226 202 SW6 3.4 2.3 2.9 0.3 0.3 0.4 0.4 2.3 2.3 4.9 4.9 HDU8 HDU8 - - 2 A 0.9 0.8 0.0 NA #DIV/01 #DIV/01 -0.5. ####if# #DIV/01 0.0 0.0 0.0 0.0 #### ##t#t ##t#t ##t#t ###it## # 0.9 0.8 3 A ': 30 6.8 6.5 0.0 NA #DIV/01 #DIV/01 -0.5 fl# #DIV/01 0.0 0.0 0.0 0.0 3.4 3.4 #### ##t#t ###it## # 8.2 9.8 4 A 'i 18.5 i 4.5 4.2 0.0 NA #DIV/01 #DIV/01 -0.5 : ####if# #DIV/01 0.0 0.0 0.0 0.0 2.9 2.9 #### ##t#t ###### ###it## 5.3 6.3 5 A 7.. 1.7 1.6 0.0 NA #DIV/01 #DIV/01 -0.5 ####if# #DIV/01 0.0 0.0 0.0 0.0 0.4 0.4 #### ##t#t ###it## ate!# 2.0 2.4 E 74.5 17A 16.3 20.5 24.4 Input Cell Input Cell w/ Formula Description By Date Lower Floor Shear Walls BTJ 02/19/20 Checked Date Y-Direction /^ ENGINEERING Scale Sheet No. NTS 250 4th Ave, South Project Job No. Suite 200 Larsen Residence Edmonds, WA 98020 17145.10 �601VO4—jrolv OAS-T-w '9 Sops'Klw '9 3q�4 5,061ff f yg�xf Pao 5'O 5 * f( ' / 00�4'P z / 6 5g�W 111,0fryW, �OW ; m,,4,V -- mTq1dP P�hf,�7 9 �- 1\ 5 7i 161 M4- C46,&Y- CoAfC4fP-( 907- .'.4UM "ro M/�&kt'r- C)UT7�'Vy Description By Ta- D a te,,V Ovo Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 Wwl 015TI)Olcit 425.778.8500 P-OoTI, 10 71 www.cgengineering.com Project Title: Engineer: Project ID: Project Descr. Concrete Beam F Ie= R� 2020 P.JeM200mcen 39 LReolden.Addlg.on -Structu.RSE gineednglLonen Realdence.ec6 . Software copyright ENERCALC, INC. 1983-2019, ewld:12.19.11,30 , f DESCRIPTION: Grade Beam CODE REFERENCES Calculations per ACI 318-11. IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties fc = 3.0 ksi 6 Phi Values Flexure: 0.90 fr= fan ' 7.50 = 410.792 psi Shear: 0.750 W Density = 145,0 pot p 1 = 0,850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy- Stirrups 40.0ksi fy-Main Rebar = 60.0ksi E- Stirrups = 29,000.0ksi 3 E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width= 18,0 in, Height = 18.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 8.0 It in this span Span #2 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 8.0 It in this span Loads on all spans... D=1.340, L=0.50, S=0.3880 Uniform Load on ALL spans : D=1.340, L = 0.50, S = 0.3880 k/ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.463 : 1 Section used for this span Typical Section Mu : Applied 12.280 k-ft Mn ` Phi : Allowable 26.529 k-ft Location of maximum on span 4,996 ft Span #where maximum occurs Span #2 Max Downward Transient Deflection 0,000 in Ratio = 0 <360.( Max Upward Transient Deflection 0.000 in Ratio = 0 <360.( Max Downward Total Deflection 0.003 in Ratio = 34151 -180 Max Upward Total Deflection 0.000 in Ratio = 0 <180.( Vertical Reactions support notalion: Far left is #1 Load Combination Support1 Support2 Supped 3 Overall MAXimum 6,018 20.060 6.018 Overall MINimum 1,164 3.880 1.164 +D+H 4.020 13.400 4,020 +D+L+H 5.520 18.400 5.520 +D+Lr+H 4.020 13.400 4.020 +D+S+H 5,184 17.280 5.184 +D+0.750Lr+0.750L+H 5.145 17.150 5.145 +D+0.750L+0.750S+H 6.018 20.060 6.018 +D+0.60W+H 4.020 13.400 4.020 +D+0.750Lr+0.750L+0.450W+H 5,145 17.150 5,145 Project Title: Engineer. Project ID: Project Descr: Concrete Beam File = R�_2020 PrgJW5 20039 Larsen Residenm AdditlonUtmetureNEngineennglLemen Re: dena.ec6 . Softwe copyright ENERCALC. INC. 1983.2019, Sulld.12.19.11.30 DESCRIPTION: Grade Beam Vertical Reactions Support notation : Far left is #1 Load Combination Support1 Support2 Support3 4+0.75CL+0.750S+0A50W+H 6,018 20.060 6.018 +0.600+0.60W+0.60H 2.412 8.040 2.412 +D+0.70E+0.60H 4.020 13.400 4.020 +D+0.750L+0.750S+0.5250E+H 6.018 20.060 6,018 +0.60D+0.70E+H 2.412 8.040 2.412 D Only 4.020 13.400 4.020 Lr Only L Only 1,500 5,000 1,500 S Only 1.164 3.880 1.164 W Only E Only H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d'VulMu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20D+L+1,605+1,60H 1 0,00 15.00 8.19 8.19 0.00 1.00 22.72 Vu <PhiVc12 lot Reqd 11 , 22.7 0.0 0.0 +1.20D+L+1.605+1,60H 1 0.20 15.00 7.65 7.65 1.55 1.00 22.72 Vu <PhiVc/2 lot Reqd 11 , 227 0,0 0.0 +1.20D+L+1.60S+1.60H 1 0,39 15.00 7.12 7.12 3.00 1.00 22.72 Vu < PhiVc12 lot Reqd 11 , 22.7 0.0 0.0 +1.20D+L+1.605+1a0H 1 0.59 15.00 6.58 6.58 4.34 1.00 22.72 Vu<PhiVc/2 lot Reqd ll! 22.7 0.0 0.0 +1.20D+L+1.605+1.60H 1 0.78 15.00 6.05 6,05 5,58 1.00 22.72 Vu <PhfVc/2 lot Reqd 11 , 22.7 0.0 0.0 +1.20D+L+1.605+1.60H 1 0.98 15.00 5.51 5.51 6.71 1.00 22.72 Vu<PhiVc2 lot Reqd ll! 22,7 0.0 0.0 +1.20D+L+1.60S+1.60H i 118 15.00 4.98 4.98 7.74 0.80 22.40 Vu<PhiVc2 lot Reqd ll! 22.4 0.0 0.0 +1.20D+L+1.605+1.60H 1 1.37 15.00 4.44 4.44 836 0,64 22,13 Vu<PhiVc/2 lot Reqd ll! 22.1 0.0 0.0 +120D,L+1.605+1.60H 1 1.57 15.00 3.91 3.91 9.48 0.52 2L92 Vu < PhiVc2 lot Reqd 11 , 21.9 0.0 0.0 +1.20D+L+1.60S+1.60H 1 1.76 15.00 3.37 3.37 10.19 0.41 21.76 Vu<PhiVcf2 lot Reqd ll! 21.8 0.0 0.0 +1.20D+L+1.605+1.60H 1 1.96 15.00 2.84 2.84 10.80 0.33 21.62 Vu<PhiVc2 lot Reqd ll! 21.6 0.0 0.0 +1.20D+L+1.605+1.60H 1 2.16 15.00 2.31 2.31 11.31 0.25 21.49 Vu<PhiVcf2 lot Reqd ll! 21.5 0.0 0.0 +1.20D+L+1,605+1.60H 1 2.35 15.00 177 1.77 11.70 0.19 21.39 Vu<PhiVc12 lot Reqd ll! 21.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 2.55 15.00 124 1.24 12.00 0.13 21.29 Vu <PhIVc12 lot Reqd 11 , 21.3 0.0 0.0 +120D+L+1.605+1.60H 1 2.74 15.00 0.70 0.70 12.19 0.07 21.19 Vu < PhiVU2 lot Reqd 11 , 21.2 0,0 0.0 +120D+L+130S+1a0H 1 2.94 15.00 0.17 0.17 1227 0.02 21.10 Vu<PhiVc/2 lot Reqd ll! 21.1 0.0 0.0 +1.20D+L+1.605+1,60H 1 3.13 15.00 037 0.37 12.25 0.04 21.14 Vu < PhiVc12 lot Reqd 11 , 21.1 0.0 0.0 +1.20D+L+1.605+1.60H 1 3.33 15.00 -0.90 0.90 12.13 0.09 21.23 Vu < PhiVcl2 lot Reqd 11, 21.2 0.0 0.0 +1.20D+L+1.605+1.60H 1 3.53 15.00 -1.44 1.44 11.90 0.15 21.32 Vu<PhIVU2 lot Reqd ll! 21.3 0.0 0.0 +1.20D+L+1.605+1.60H 1 3.72 15,00 -1,97 1,97 11.57 0.21 21.43 Vu<PhIVC12 lot Reqd ll! 21.4 0.0 0.0 +1.20D+L+1.60S+1.60H 1 3.92 15.00 -2.51 2.51 11.13 0.28 21.54 Vu < PhNc/2 lot Reqd 11 , 21,5 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.11 15.00 -3.04 3.04 10.59 0.36 21.67 Vu<PhiVcl2 lot Reqd ll! 217 0.0 0.0 +1.20D+L+1.605+1,60H 1 4.31 15.00 -3.58 3.58 9.94 0,45 21.82 Vu < PhiVc2 lot Reqd 11 , 21.8 0.0 0.0 +1.20D+L+1.60S+1.60H 1 4.51 15.00 4.11 4.11 9.18 0.56 22.00 Vu<PhIVC12 lot Reqd ll! 22.0 0.0 0.0 +1.20D+L+1,60S+1.60H 1 4.70 15.00 4.64 4.64 8.33 0.70 22.22 Vu <PhiVcf2 lot Reqd 11 , 22.2 0.0 0.0 +1.20D+L+1.605+1.60H 1 4.90 15.00 -5.18 5.18 7.36 0.88 22.52 Vu <PhiVc12 lot Reqd 11 , 22.5 0.0 0.0 +1.20D+L+1.605+1.60H 1 5.09 15.00 -5,71 5.71 6.30 1.00 22.72 Vu<PhIVc12 lot Reqd ll! 22.7 0.0 0.0 +120D+L+1.605+1.60H 1 529 15.00 -625 6.25 5.13 1,00 22.72 Vu <PhiVU2 lot Reqd 11 , 22.7 0.0 0.0 +120D+L+130S+1.60H 1 5.49 15.00 -678 6.78 3.85 1.00 22.72 Vu<PhIVc2 lot Reqd ll! 22.7 0.0 0.0 +1.20D+L+1.605+1.60H 1 5.68 15.00 -7.32 7.32 2.47 1.00 22.72 Vu < PhiVc/2 lot Reqd 11! 22.7 0.0 0.0 +120D+L+1.608+1.60H 1 5,88 15.00 -7.85 7.85 0.98 1.00 22.72 Vu < PhiVc@ lot Reqd l l! 227 0.0 0.0 +1.20D+L+1.605+1.60H 1 6.07 3.00 -8.39 8.39 0,61 1.00 4.21 PhiVc<Vu 4.172 24.0 1.5 1.0 +1.20D+L+1.60S+1.60H 1 6.27 3.00 -8.92 8,92 230 0.97 4.21 PhiVc<Vu 4.707 24.0 1.5 1.0 +1.20D+L+1,605+1.60H 1 6.47 3.00 -9.46 9.46 4.10 0,58 4,21 PhiVc<Vu 5.241 24.0 1.5 1.0 +1.20D+L+1.605+1.60H 1 6.66 3.00 -9,99 9.99 6.01 0.42 4.21 PhiVc<Vu 5.776 24.0 1.5 to +1.20D+L+1.60S+1.60H 1 6.86 3A0 -10.53 10.53 8.02 0.33 4.21 PhiVc<Vu 6,311 24,0 1.5 1.0 +120D+L+1.605+1,60H 1 7.05 3.00 -11.06 11.06 10.13 0,27 4.21 PhiVc<Vu 6.845 24.0 1.5 1.0 +1.20D+L+1.605+1.60H 1 7.25 3.00 -11.59 11.59 12.35 0.23 4,21 PhiVc<Vu 7,380 24.0 1.5 1.0 +1.20D+L+1.60S+1.60H 1 7.44 3.00 -12.13 12.13 14.68 0.21 4.21 PhiVC<Vu 7.915 24.0 1,5 to +1.20D+L+1a0S+1.60H 1 7.64 3.00 -12.66 12.66 17.11 0.19 4.21 PhNc<Vu 8.449 24.0 15 LO Project Title: Engineer: Project ID: Project Descr: Concrete Beam File =Rt_2020 Prolect120039 Lenen Rndense Addiflonl SndorallEnglneednAU"In Redenseec6 Softwme copyright ENERCALC, INC 1983.2019, BuiW:121911 30 DESCRIPTION: Grade Beam Detailed Shear Information Span Distance 'd' Vu (k) Mu d°Vu/Mu Phi'Vc Comment Phl'Vs Ph'i Vn Spacing (In) Load Combination Number (ft) (in) Actual Design (WI) (k) (k) (k) Rea'dSuggest +1.20D+L+1,605+1.60H 1 7.84 3.00 -13.20 1320 %64 0.17 4.21 Vs1(46dPc".5) S984 4.2 0.8 0.0 +1.20D+L+1.608+1.60H 2 BA3 3.00 13.55 13.55 21.39 0.16 4,21 Vs>(41bdf&.5) 9.340 4.2 0.8 0.0 +1.200+L+1.605+1.60H 2 8.23 3.00 13.02 13.02 18,78 0.17 4.21 PhiVc<Vu 8.806 24,0 1.5 1.0 +1.20D+L+1,605+1.60H 2 8.42 3.00 12.49 12.49 16.28 0.19 4.21 PhiVc<Vu 8.271 24.0 1,5 1.0 +1.20D+L+1.605+1.60H 2 8.62 3.00 11.95 11.95 13,89 0.22 4.21 PhiVc<Vu 7.736 24D 1.5 1.0 +1.20D+L+1.605+1.60H 2 8.82 3.00 11.42 11.42 11.60 0.25 4.21 PhUd<Vu 7.202 24.0 1.5 1,0 +1.20D+L+1.605+1,60H 2 9.01 3.00 10.88 10,8B 9.42 0.29 4.21 PhiVc<Vu 6.667 24.0 1.5 1.0 +120D+L+1.605+1.60H 2 9.21 3.00 10.35 10.35 7.34 0.35 4.21 PhIVc<Vu 6.132 24.0 1.5 1.0 +120D+L+1.605+1.60H 2 9.40 3.00 9.81 9.81 5.36 446 4.21 PhiVc<Vu 5.598 24.0 1.5 1,0 +1.20D+L+1.605+1.60H 2 9.60 3,00 9.28 9.28 3.49 0.66 4.21 PhIVc<Vu 5.063 24.0 1.5 1.0 +1.20D+L+1.605+1,60H 2 9.80 3.00 8.74 8.74 1,73 1.00 4.21 PhiVc<Vu 4.529 20 15 1.0 +1.20D+L+1.60S+1.60H 2 US 3.00 8.21 8.21 0.07 1,00 421 PhiVc<Vu 3.994 24.0 1,5 1,0 +120D+L+1.605+1.60H 2 10.19 15,00 T67 Z67 1.49 1.00 21.82 Vu<PhiVG2 lot Read li! 21.8 0.0 0.0 +1.20D+L+1.605+1.60H 2 10.38 15.00 7.14 7.14 2.94 1.00 21.82 Vu<PhiVcf2 lot Read ll! 21B 0,0 0.0 +1.20D+L+1.60S+1.60H 2 10.58 15.00 6,60 6.60 4.29 1.00 21.82 Vu<PhiVc2 lot Read ll! 21B 0.0 0.0 +120D+L+1.608+1.60H 2 10.78 15,00 6.07 6.07 5.53 1.00 21.82 Vu<PhIVc2 lot Reed li! 21.8 0.0 0.0 +1.20D+L+1,605+1.60H 2 10.97 15.00 5.54 5.54 6.66 1.00 21S2 Vu<PhiVc2 tot Reed 1V 21.8 0.0 0.0 +120D+L+1.605+1.60H 2 11.17 15.00 5A0 5,00 7.70 0.81 21.68 Vu<PhiVc2 tot Rood 11., 217 0,0 0.0 +1.20D+L+1.605+1,60H 2 11.36 15.00 4.47 4.47 8.62 035 21.56 Vu<PhIVc/2 lot Regd 11., 21.6 0.0 0,0 +120D+L+1.605+1.60H 2 11.56 15,00 3,93 3.93 9.45 0.52 21.46 Vu<PhiVc2 lot Reed 11.1 21S 0.0 0.0 +1.20D+L+1.605+1.60H 2 11.76 15,00 3.40 3.40 10.17 0,42 21,39 Vu<PhIVC2 lot Regd 11., 21.4 0.0 0.0 +120D+L+1.608+1.60H 2 11.95 15,00 2.86 2.86 10.78 0.33 21.32 Vu<PhiVc/2 lot Regd 11., 21.3 0.0 0.0 +1.20D+L+1.605+1,60H 2 12.15 15.00 2.33 2.33 11.29 0.26 21,27 Vu<Ph1Vcl2 lot Regd 11.1 21.3 0.0 0.0 +120D+L+1.60S+i.60H 2 12.34 15.00 1,79 1.79 11.69 0.19 21.22 Vu<PhiVc2 lot Reed 11., 212 0.0 0.0 +1.20D+L+1.608+1.60H 2 12S4 15.00 126 1.26 11.99 0.13 21.17 Vu<PhiVd/2 lot Regd 11., 21.2 0.0 0.0 +1.20D+L+1,60S+1.60H 2 12.73 15.00 072 072 12.18 0.07 21.13 Vu<PhiVcl2 lot Reed ll! 21.1 0.0 0.0 +1.20D+L+1,605+1.60H 2 12.93 15.00 0.19 0.19 1217 0.02 21A9 Vu<PhIVcl2 lot Reed 11.r 21.1 0.0 0.0 +1.20D+L+1,608+1.60H 2 1313 15.00 -0.35 0.35 12.26 0.04 21.10 Vu<PhiVc2 lot Regd ll! 21.1 0.0 0.0 +1.20D+L+1.605+1.60H 2 1332 15,00 -0.88 0.88 12.14 0.09 21.14 Vu<PhiVd2 lot Regd ll! 21.1 0.0 0.0 +1.20D+L+1.605+1.60H 2 13.52 15.00 -L41 1.41 11.91 0.15 21.18 Vu<PhIVcl2 lot Regd ll! 21,2 0,0 0.0 +1.20D+1-+1.605+1.60H 2 13.71 15.00 -1.95 1.95 11.58 0.21 21.23 Vu < PhIVcl2 lot Read l l! 21.2 0.0 0.0 +1.20D+L+1.608+1.60H 2 13.91 15.00 -248 248 11.15 0.28 21.28 Vu<PNVc2 lot Reed ll! 21.3 OA 0,0 +1.20D+L+1,605+1.60H 2 1411 15,00 -3.02 3.02 10,61 0.36 21.34 Vu<PhIVc2 lot Read ll! 21.3 0.0 0.0 +120D+L+1.605+1,60H 2 14.30 15.00 -3.55 3,55 9,97 0.45 21.41 Vu<PhiVcl2 lot Regd ll! 21.4 OA 0.0 +1.20D+L+1.608+1.60H 2 1450 15,00 4.09 4.09 9.22 0.55 21.49 Vu<PhiVcf2 lot Read ll! 21.5 0.0 0.0 +120D+L+1.608+1.60H 2 14S9 15,00 4.62 4.62 8.36 0.69 21.59 Vu<PhIVcl2 lot Read ll! 21,6 0.0 0.0 +1.20D+L+1.605+1.60H 2 14.89 15.00 -5.16 516 7.41 0.87 21.73 Vu<PhiVG2 lot Redd ll! 217 OA 0,0 +1.20D+L+1.605+1.60H 2 15,09 15.00 5,69 5.69 6.34 1.00 21.82 Vu<PhIVc2 lot Read ll! 21.8 0.0 0.0 +120D+L+1,605+1.60H 2 15.28 15.00 -6.23 6,23 518 1.00 21.82 Vu<PhiVc2 Jot Redd ll! 21a OA 0,0 +1.20D+L+1.608+1.60H 2 15A8 15.00 -6.76 6.76 3.90 1.00 21.82 Vu<Ph'NCY2 lot Regd ii! 21.8 0.0 0.0 +120D+L+1.605+1.60H 2 15.67 15,00 -720 7.30 2S3 1.00 21.82 Vu<PhIVC2 lot Reed 11., 21S 0.0 0,0 +1201)+L+1.605+1,60H 2 15.87 15.00 -7.83 7.83 1.05 1,00 21.82 Vu<PhIVc/2 lot Regd 11.r 21.8 0.0 0,0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results (k-ft) Segment Span # along Beam Mu'. Max Phi°Mnx Stress Ratio MAXimum BENDING Envelope Span #1 1 8.000 1228 57.12 0.21 Span #2 2 8.000 12.28 26.53 OA6 +1.40D+1.60H Span #1 1 8.000 S44 57.12 0.15 Span #2 2 B000 8.44 26.53 032 +1.20D+0.50Lr+1.60L+1.60H Span #1 1 8.000 10.84 57.12 019 Span#2 2 B000 10S4 26.53 0.41 +1.20D+1.60L+0.505+1.60H Span #1 1 8,000 11.71 57.12 020 Project Title: Engineer. Project ID: Project Descr: Con Crete Beam PlIe=RI2020Praje 20039 �senRrldenceAddPoon�SW eBEnAineedngl areIRrldencee 6 8oftwme wpOght ENERCALO,INC, 1983.2019 Bm1d 1219 11 30 , DESCRIPTION: Grade Beam Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beare Mu: Max Phi'Mnx Stress Ratio Span #2 2 8.000 11,71 26.53 OA4 +1.20 D+1.60Lr+L+1.60H Span # 1 1 8,000 9.49 57,12 0.17 Span#2 2 8.000 9.49 26.53 036 +1.20D+1,60Lr+0,50 W+1.60 H Span #1 1 8.000 724 57.12 013 Span #2 2 8.000 7.24 26S3 0.27 +1.20D+L+1.60 8+1.60H Span #1 1 8,000 12.28 57A2 0.21 Span #2 2 8.000 12.28 26.53 OA6 +1.20D+1 S0S+0 50W+1.60H Span #1 1 5000 10.03 57.12 0.18 Span#2 2 8.000 10.03 26.53 0.38 +1.20D+0.50Lr+L+W+1,60H Span # 1 1 8.000 9.49 57.12 0.17 Span #2 2 8.000 9.49 26.53 0.36 +1.20D+L+0.508+W+1.60H Span # 1 1 5000 10.36 57, 12 0.18 Span #2 2 8.000 10.36 26.53 0.39 +0.90D+W+1,60H Span # 1 1 8.000 5.43 57.12 0.10 Span#2 2 5000 5.43 26S3 0.20 +1.20D+L+020S+E+1.60H Span # 1 1 8.000 9.84 5712 0.17 Span #2 2 8.000 9,84 26.53 0.37 +0,90D+E+0.90H Span # 1 1 8.000 5.43 57.12 0.10 Span#2 2 B000 5.43 2653 0.20 Overall Maximum Deflections Load Combination Span Max. =° Dell (in) Location in Span (ft) Load Combination Max. W Dell (in) Location in Span (It) +D+0.7501_+01505+C5250E+H 1 0,0028 3.314 0.0000 0,000 +D+0.750L+C750S+05250E+H 2 0.0028 4,686 OA000 0.000 UfJe&T Z ,AJ OfSS (��T ) arjos, az'06' V,/ALt, 11�1 U 1.7 k d> 3. N k -4\-- NOOPO cinwW gcs-I" , S lz4LN & °T, d OvJkT vW'-"(' is GI46cp Pt� M USA 5ss' s Fr �,�n,►z MtliW�X V// -?S �MWJ 106 A CM0111 Description By /1 I Datea/12/`,a20 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project L ( kt51p(:1 Job No. Edmonds, WA 98020 425.778.8500 d Q � , I (9 71( www.cgengineering.com Project Title: Engineer: Project ID: Project Descr: i File =RL2020Pm)ecb@0039Larsen RecidenceAddldWSrctumAEngineennglanen ConCrQtBeamRnldenceec6 Software copyright ENERCALC, INC1983.2019, Bullda219.11.30 . DESCRIPTION: Concrete Wall CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties fc = 3.0 ksi Phi Values Flexure : 0.90 fir = fc1n ' 7.50 = 410,792 psi Shear: 0.750 tp Density = 145, 0 pcf 131 = 0.850 2, LtWt Factor = 1.0 Elastic Modulus = 3,122.0ksi Fy- Stirrups 40,0ksi fy - Main Reber = 60.0 ksi E- Stirrups = 29,000.0 ksi 3 E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = 2 H (0400p) Ili i wx Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 8,0 in Span #1 Reinforcing.... 14A at 4.0 in from Bottom, from 0,0 to 4,0 B in this span Loads on all spans... Varying Uniform Load : H= 0.40->O.O k/ft, Extent = 0.0 -» 4.0 It DESIGN_ SUMMARY °' 'Maximum Bending Stress Ratio 0.499 : 1 - Maximum Deflection Section used forth is span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 26016>=360 Mu : Applied -1.707 k-ft Max Upward Transient Deflection 0,000 in Ratio = 0 <360.( Mn ' Phi: Allowable 3.424 k-ft Max Downward Total Deflection 0.004 in Ratio = 26016>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180,( Location of maximum on span 0.000 ft -. Span #where maximum occurs Span # 1 Vertical Reactions Support notatirn: Far left is#1 Load Combination Support 1 Support Overall MAXimuin 0,800 Overall MlNimum 0.480 +D+H 0.600 +D+L+H 0.800 +D+Lr+H 0.800 +D+S+H 0.600 +D+0.750Lr+0.750L+H 0,800 +D+0.750L+0.750S+H 0.800 +D+0.60W+H 0.600 +D+0.750Lr+0.750L+0.450W+H 0,800 +D+0.750L+0.750S+0.450W+H 0.800 +O.60D+O.60W+0.60H 0,480 +D+0.70E+0.60H 0,460 +D+0.750L+0.750S+0.5250E+H 0,800 Project Title: Engineer: Project ID: Project Descr: Llcc*AKW,,060051$SkdtY`(: S`:9Pk1?G .. AE ih')is` '''7 i tslf'`:`„1(tY?tEl;`"tc7s'AV ' ..' kz4Ha?f#h'''ffia$b Ya 4k3t6i101"i F'vditka .t7`:,atkr`3.,7,'At'_§�'�- CGIEN„GIHEE,RIf,IG DESCRIPTION: • ,. Reactions Support notation: Far left is #1 Load Combination Support 1 Support2 D Only Lr Only L Only S Only W Only E Only H Only 0.800 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'VulMu Phi'Vc Comment Phi Vs PhiVn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggest +1.20p+L+0.20S+E+1,60H 1 0,00 4.00 1.28 1.28 1.71 0.25 3,84 Vu<PhIVc2 lot Regd 1J! 3.8 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 0.04 4.00 1.25 1.25 1.65 0.25 3,84 Vu<PhiVcl2 lot Regd ll! 3.6 0.0 0.0 +120D+L+0.20S+E+1.60H 1 0.09 4.00 1.22 1.22 1.60 0.26 3.64 Vu<PhlVc12 lot Regd ll! 3.8 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 0.13 4.00 1.20 1.20 1.54 0.26 3.84 Vu<PHVc/2 lot Regd 11., 3.6 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 0.17 4.00 1.17 1.17 1.49 0.26 3.84 Vu<PhiVc/2 lot Regd ll! 3.8 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 022 4.00 1.14 1.14 1.44 0.26 3.85 Vu<PhiVc(2 lot Regd ll! 3.8 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 0.26 4.00 1.12 1.12 1.39 0.27 3.85 Vu<PhiVc2 lot Regd ll! 3.8 0.0 0.0 +1.20D+L+0,20S+E+1.60H 1 0.31 4.00 1.09 1.09 1.34 0.27 3.85 Vu<PhIVcl2 lot Rood ll! 3.8 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 0.35 4.00 1.07 1.07 1.30 0.27 3,85 Vu<PhiVcl2 lot Regd ll! 3.8 0.0 0.0 +1.20D+L+020S+E+1,60H 1 0.39 4.00 1.04 1.04 1.25 0.28 3.85 Vu<PhiVcl2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+020S+E+1.60H 1 0.44 4.00 1.02 1.02 1.21 0.28 3,85 Vu<PhiVd2 lot Regd ll! 3.9 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 0.48 4.00 0.99 0.99 1.16 0.28 3.85 Vu<PhiVc/2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 0.52 4.00 0.97 0.97 1.12 0.29 3.85 Vu<PhiVc/2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 0.57 4.00 0.94 0.94 1.06 0.29 3,86 Vu<PhIVc2 lot Regd ll! 3.9 0.0 0.0 +120D+L+0.20S+E+1.60H 1 0.61 4.00 0.92 0.92 1.04 0.30 3.86 Vu<PhlVcP2 lot Regd 11., 3.9 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 0.66 4.00 0.89 0.69 1.00 0.30 3.86 Vu<PhiVcf2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 0.70 4.00 0.87 0.87 0.96 0.30 3.86 Vu<PhiVc/2 lot Regd ll! 3.9 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 0.74 4.00 0.65 0.85 0.92 0,31 3.66 Vu<PhlVa'2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+020S+E+1,60H 1 0.79 4.00 0.83 0.83 0.88 0.31 3.86 Vu<PhIVcl2 lot Regd ll! 3.9 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 0.83 4.00 0.80 0.80 0.85 0.32 3.66 V.<PhiVc2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 0.87 4.00 0.76 0.76 0.61 0,32 3,87 Vu<PNVc2 lot Regd ll! 3.9 0.0 0.0 +120D+L+0.20S+E+1.60H 1 0.92 4.00 0.76 0.76 0.76 0.32 3,87 Vu<PhlVc12 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0,20S+E+1.60H 1 0.96 4.00 0.74 0.74 0.75 0,33 3.87 Vu<PhiVcl2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 1.01 4.00 0.72 0.72 0.72 0.33 3.87 Vu<Ph'VcP2 lot Regd ll! 3.9 0.0 0.0 +1,20D+L+0,20S+E+1.60H 1 1.05 4.00 0.70 0.70 0.69 0,34 3,67 Vu<PhiVc2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0,20S+E+1,60H 1 1.09 4.00 0.68 0.66 0.66 0.34 3.88 Vu<PhiVc2 lot Rood ll! 3.9 0.0 0.0 +1 +20D+L+0.20S+E+1,60H 1 1.14 4.00 0,66 0.66 0.63 0.35 3.88 Vu<Ph'lVct2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 1.18 4.00 0.64 0.64 0.60 0,35 3.66 Vu<PhIVc12 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+020S+E+1.60H 1 1.22 4.00 0.62 0.62 0.57 0,36 3,88 Vu<PhiVc12 lot Regd ll! 3.9 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 1.27 4.00 0.60 0,60 0,54 0.37 3.66 Vu<PhiVc2 lot Regd ll! 3.9 0.0 0.0 +120D+L+0.20S+E+1.60H 1 1.31 4.00 0.58 0.56 0.52 0,37 3,89 Vu<PhiVc2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0,20S+E+1.60H 1 1.36 4.00 0.56 0.56 0.49 0.38 3,89 Vu<PhiVc2 lot Regd 11., 3.9 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 1.40 4.00 0.54 0.54 0.47 0.38 3.69 Vu<PhiVc2 lot Regd ll! 3.9 0.0 0.0 +120D+L+0.20S+E+1.60H 1 1.44 4.00 0.52 0.52 0.45 0.39 3,89 Vu<PhiVc/2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 1.49 4.00 0.51 0.51 0.42 0,40 3,90 Vu<PhiVcl2 lot Regd ll! 3.9 0.0 0.0 +120D+L+0.20S+E+1.60H 1 L53 4.00 0.49 0.49 0.40 0.40 3.90 Vu<PhiVcl2 lot Rapid ll! 3.9 0.0 0.0 +1.20D+L+020S+E+1,60H 1 1.57 4.00 0.47 0.47 0.36 0.41 3,90 Vu<PhlVc12 lot Regd ll! 3.9 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 1.62 4,00 0.45 0.45 0.36 0.42 3.90 Vu<PhNc2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0,20S+E+1.60H 1 1.66 4.00 0.44 0.44 0.34 0.43 3.91 Vu<PhIVe2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0,20S+E+1,60H 1 1.70 4.00 0.42 0.42 0.32 0,44 3,91 Vu<PhiVC12 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 1.75 4.00 0.41 0.41 0.30 0.44 3,91 Vu<PhiVc2 lot Regd ll! 3.9 0.0 0.0 +120D+L+0.20S+E+1,60H 1 1.79 4.00 0.39 0.39 029 0,45 3,92 Vu<PhiVc/2 lot Regd ll! 3.9 0.0 0.0 +1.20D+L+0,20S+E+1,60H 1 1.84 4.00 0.37 0.37 027 0,46 3,92 Vu<Ph Vcl2 lot Regd 11.1 3.9 0.0 0.0 +1,20D+L+020S+E+1.60H 1 1.88 4.00 0.36 0.36 0.25 0,47 3.92 Vu<PhIVc2 lot Regd 11., 3.9 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: L,OflCrete Beam File = R.1 2020 Projatt, 0039 Larsen Roldenca Addldonl StruceanhEnglaeenaguarcen Rea dance ec6 '. Software copyright ENERCALC, INC.4983.2D19, Bw1d:12191130 DESCRIPTION: Concrete Wall Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (In) Load Combination Number (1t) (in) Actual Design (k-ft) (k) (k) (k) Req'dSuggect +1.20D+L+020S+E+1,60H 1 1.92 4.00 034 0.34 0.24 048 3.93 Vu<Ph'IVC2 tot Redd ll! 3.9 0.0 0.0 +1,20 D+L+0.20 S+E+1.60 H 1 1.97 4.00 0.33 0.33 022 0.49 3.93 Vu<PhiVcf2 lot Regd ll! 3.9 0.0 00 +120D+L+020S+E+1.60H 1 2.01 4.00 032 0.32 0.21 0.50 3.93 Vu I PhiVG2 lot Regd l l! 3.9 0.0 0.0 +120D+L+0.20S+E+1.60H 1 2.05 4,00 0.30 030 0.20 0.51 3.94 Vu<PhIVc2 lot Regd ll! 3.9 00 00 +1.20D+L+0.20S+E+l60H 1 210 4.00 0.29 0.29 0.18 0.53 3.94 Vu<PhiVd2 lot Regd ll! 3.9 0.0 0.0 +1.20p+L+0.20S+E+1.60H 1 2.14 4.00 0.28 0.28 017 0.54 3.95 Vu < PhiVd2 let Regd 11.1 3.9 0.0 0 0 +1.20D+L+0.20S+E+l60H 1 219 4.00 026 0.26 0.16 055 3,95 Vu<PhIVC2 lot Regd it! 4.0 0.0 0.0 +120D+L+0.20S+E+1.60H 1 223 4.00 0.25 0.25 015 0.56 3.96 Vu<PhIVc2 lot Redd 11,1 4.0 0.0 00 +1.20D+1-+0.205+E+1.60H 1 2.27 4.00 024 0.24 0.14 058 3.96 Vu<PhIVc2 lot Regd ll! 4.0 0.0 0.0 +120D+L+0.205+E+1.60H 1 2.32 4.00 023 0.23 0.13 0.59 3.97 Vu <PhiVcl2 lot Redd 11., 4.0 0.0 0.0 +1,200+L+0.20S+E+1.60H 1 2.36 4.00 0.21 021 0.12 0,61 3.98 Vu<PhiVC2 lot Rapid 11., 4.0 00 0.0 +1.20D+L+0,20S+E+1.60H 1 2.40 4.00 0.20 0.20 011 0,63 3.98 Vu < PhiVG2 lot Redd 11! 4.0 00 00 +1.20D+L+0.20S+E+1.60H 1 2.45 4.00 0.19 019 0.10 0.64 3.99 Vu < PhiVG2 lot Regd 11., 4o 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 2.49 4.00 018 0.18 0.09 US 4.00 Vu < PhlVC2 lot Redd 11., 4.0 0.0 0.0 +120D+L+020S+E+1.60H 1 2.54 4.00 017 0.17 0.08 0.68 4.00 Vu < PhiVc2 lot Redd 11! 4.0 0.0 0,0 +1.20D+L+0.20S+E+1,60H 1 2,58 4.00 0.16 0.16 0.08 070 4.01 Vu <PhiVG2 lot Regd 11, 4.0 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 2S2 4.00 0,15 0.15 0.07 0.73 4.02 Vu<PhiVc2 lot Regd ll! 4o 0.0 0.0 +120D+L+020S+E+1.60H 1 2.67 4.00 0.14 014 0.06 0.75 4,03 Vu<PhIVG2 lot Regd ll! 4.0 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 211 4.00 0,13 0.13 0.06 0.78 4.04 Vu<PhiVc2 lot Regd ll! 4,0 0.0 00 +1.20D+L+0,20S+E+1.60H 1 2.75 4.00 0.12 0.12 005 0.80 4.05 Vu < PhiVcl2 lot Regd 11., 4.0 0.0 00 +1.20D+L+0,20S+E+1.60H 1 2.80 4.00 012 0.12 0.05 0,83 4.06 Vu < PhiVe/2 lot Regd 11,, 4.1 0.0 0 0 +1,20D+L+0.20S+E+1.60H 1 2.84 4.00 0.11 0.11 0.04 US 4.07 Vu<PhiVc2 lot Regd ll! 4A 0.0 0.0 +1.20D+L+0.205+E+1.60H 1 2.89 4,00 0.10 0.10 004 0.90 4,08 Vu<PhiVc2 lot Regd ll! 4.1 00 0.0 +120D+L+0.20S+E+1,60H 1 2.93 4.00 009 0.09 0.03 0.93 4.10 Vu<PhUG2 lot Regd ll! 4.1 0.0 00 +1.20D+L+0.20S+E+1.60H 1 2.97 4.00 0.08 0.08 003 0.97 4.11 Vu<PhiVcl2 lot Regd ll! 4.1 0.0 0.0 +1.20D+L+0.20S+E+180H 1 3,02 4.00 0.08 0.08 0.03 1.00 4.12 Vu < PhiVc2 lot Reqd 11! 41 0.0 0.0 +1.20D+L+0,20S+E+1.60H 1 3.06 4.00 0.07 0.07 002 1.00 4,12 Vu<PNW2 lot Regd ll! 4.1 00 00 +1,20D+L+0.20S+E+1.60H 1 3.10 4.00 US 0,06 0.02 1.00 4.12 Vu <Ph'lVC2 lot Regd 11., 41 0.0 0.0 +1,20D+L+0.20S+E+1.60H 1 315 4.00 0.06 0.06 0.02 1.00 4.12 Vu<PhlVc2 lot Regd ll! 4.1 0.0 0.0 +120D+L+0.20S+E+1.60H 1 3.19 4.00 0.05 005 0.01 L00 4.12 Vu<PhiVc2 lot Redd ll! 41 0.0 00 +1.20D+L+0.20S+E+1.60H 1 3.23 4.00 0.05 005 001 1.00 4,12 Vu<PhUG2 lot Regd ll! 4A 0.0 0.0 +1.20D+L+0 205+E+1.60H 1 3.28 4.00 004 0.04 001 1.00 4.12 Vu <PhiVG2 lot Regd 11 , 4.1 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 3.32 4.00 0.04 0.04 0.01 1,00 4.12 Vu < PhiVc2 lot Regd 11., 4.1 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 337 4.00 0.03 0,03 0.01 1,00 4.12 Vu<PhUc2 lot Regd 11., 4.1 0.0 0.0 +120D+L+0.20S+E+1.60H 1 3A1 400 0.03 0.03 0.01 1,00 4.12 Vu<PhiVc2 lot Regd 11., 41 0.0 0.0 +120D+L+0.20S+E+1.60H 1 3A5 4.00 002 0.02 0.00 100 4.12 Vu<PhIVc2 tot Regd ll! 4.1 0.0 0.0 +120D+L+0,20S+E+1,60H 1 3.50 4.00 0.02 002 0.00 1.00 4,12 Vu<PhiVc2 lot Regd ll! 4.1 00 0.0 +120D+L+0.20S+E+180H 1 3.54 4.00 002 0.02 0.00 L00 4.12 Vu<PhiVc2 lot Regd ll! 4.1 0.0 00 +1.20D+L+0.20S+E+1.60H 1 3.58 4.00 0.01 0.01 000 1.00 4,12 Vu<PhiVc2 lot Redd ll! 4.1 00 0.0 +1.20D+1-+020S+E+1.60H 1 3S3 4,00 0.01 001 0.00 L0o 4.12 Vu < PhiVcl2 lot Redd 11! 41 0.0 0.0 +1.20D+L+0.20S+E+1,60H 1 3.67 4.00 001 0.01 0.00 1.00 4.12 Vu < PhUG2 lot Redd 11! 4.1 0,0 00 +120D+L+0.205+E+1.60H 1 3.72 4.00 0.01 001 000 1.00 4,12 Vu<Pl VG2 lot Redd 11., 4.1 0.0 0.0 +1.20D+L+0.20S+E+1.60H 1 3.76 4.00 0.00 0.00 0.00 1.00 4.12 Vu < PhIVc2 lot Regd 11 , 4.1 0.0 0.0 +120D+L+020S+E+1.60H 1 3.80 4,00 0.00 000 0.00 1.00 4.12 Vu<PhIVcl2 lot Regd ll! 4.1 0.0 0.0 +1.20D+L+0.20 S+E+1.60 H 1 3.85 4.00 0.00 0.00 000 1.00 4.12 Vu<PhUcf2 lot Regd ll! 4.1 0.0 00 +120D+L+0.20S+E+1.60H 1 389 4.00 0.00 0.00 0.00 100 4.12 Vu<PhiVc2 lot Regd ll! 41 0.0 00 +1.20D+L+0.20S+E+180H 1 3,93 4.00 0.00 0.00 0.00 1,00 4.12 Vu < PhiVG2 lot Redd 11, 4.1 0.0 0.0 +1.20D+L+0,20S+E+1.60H 1 3.98 4,00 0.00 0.00 0.00 1.00 4.12 Vu < PhiVc2 lot Regd 11., 41 0.0 0.0 Maximum Forces &Stresses for Load Combinations Load Combination Location (it) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio Span # 1 +1.40D+160H 4.000 -1.71 3.42 0.50 Project Title. Engineer. Project ID: Project Descr. Concrete Beam Fla=R 2020 Projecta00039 Laren Residence Addltion�Shot-AEnglneennglLeren Residence ec6 -Software copyight ENERCALC, INC, 1983.2019 8uild1219 . DESCRIPTION: Concrete Wall two Combination Location (fry Bending Stress Results (k-ft ) Segment Span # along Beam Mu: Max Phl'Mnx Stress Rage Span # 1 1 4.000 -171 3.42 0.50 +1.20D+0,50Lr+1.60L+180H Span#1 1 4.000 -1.71 3.42 050 +1.20 D+1.6 0 L+0.50 S+1.60 H Span #1 1 4,000 -1.71 3.42 0.50 +120D+1.6OLr+L+1.60H Span # 1 1 4.000 -1.71 3A2 0.50 +1.20D+1.60Lr+0,50W+1.60H Span # 1 1 4.000 -1.71 3.42 0.50 +120D+1-+1S0S+1.60H Span # 1 1 4,000 -1.71 3A2 0.50 +1 20D+1 S 0 S+0.50 W+1.6 0 H Span # 1 1 4.000 -1.71 3.42 0.50 +1.20D+0.50Lr+L+W+l 60H Span #1 1 4.000 -1,71 3.42 0.50 +1.20 D+L+0, 50 S+W+1.60 H Span # 1 1 4.000 -1.71 3.42 0.50 +0.90D+W+1.60H Span # 1 1 4.000 -1,71 3.42 050 +1.20D+L+0.20S+E+1.60H Span #1 1 4.000 -1,71 3.42 0.50 +0.90D+E+0.90H Span #1 1 4,000 -0.96 3.42 0.28 Overall Maximum Deflections Load Combination Span Max. "-' Dell (in) Location in Span (It) Load Combination Mae.'+' Dell (in) Location in Span (It) H Only 1 0.0037 4,000 0.0000 0.000 qel'I'CAIY H"!� rar.,ao. 0106;yr+ eAIt;:r„ Summary Report Job Name: Larsen Job Number: 20039.10 Start Date: 2/17/2020 Email: Country: State: New soil profile: TIEBACK Contact: Address: City/Zip: Helical Pile Number: 1 Product: SS5 Installation Torque: 1704 ft-lb Effective Torque: 1630 ft-lb Length: 35.0 ft Angle: 20.0 degree Datum Depth: 0.0 ft Itimate Relix Nominal Helix ultimate Helix Helix Diameter (in) Helix Depth (ft) Geotechnical Strength (kip) Recommended CapacityqG kip Capacity (qR) (kip 12 10.3 7.1t 44.2 7.1t 10 11.1 5.4t 47.7 5.4t 8 11.8 3.9t 57.3 3.9t Total Ultimate Helix ` ` 16.4t Geotechnical Capacity (QG) (kip) Total Ultimate Helix 16.4t Recommended Capacity (QR) (kip) Horizontal Component (kip) 15.4 15A Vertical Component (kip) 5.6 5.6 I N' ".,a n _. s —. Mice n J liilllllllrllllllili^IIIIIIIII'l llllllll Y Ir l,lllllill.9 1. .a [„) yi:- IIIIIIIIIiIllilllllill illllll llllllll lililllll o —i _ — F HUBBELL Page 1 of 6 7 7 Power Systems, Inc. C, ME'" ti-ri ATV45- CHANCE' Type SS5 Helical Piles and Anchors 57 kip Ultimate — 28.5 kip Allowable Capacity Installation Torque Rating — 5,700 ft-lb Multi -Purpose 1-1/2 inch Solid Round -Cornered -Square Steel Shaft with integrally formed square upset sockets Description: Hubbell Power Systems, Inc., CHANCE Type SS5 Helical Piles and Anchors have 57 kip ultimate capacity and 28.5 kip working or allowable capacity in compression or tension. This capacity is based on well documented correlations with installation torque, which is recognized as one method to determine capacity per IBC Section 1810.3.3.1.9. Lead sections and extensions couple together to extend the helix bearing plates to the required load bearing stratum. Solid square shaft helical piles and anchors provide greater penetration into bearing soils and increased axial capacity in firm soils compared to pipe shaft helical piles with similar torque strength. Strength calculations are based on a design corrosion level of 50 years for most soil conditions. CHANCE Type SS Helical Piles and Anchors have a longer service life than do pipe shaft piles because of their reduced surface area. CHANCE Type SS Helical Piles and Anchors feature sharpened leading edge helix plates that are circular in plan to provide. uniform load bearing in most soil conditions. Helix plates can be equipped with "sea -shell" cuts on the leading edge to enhance penetration through dense soils with occasional cobbles and debris. Custom lengths and helix configurations are available upon request. See below for additional information and other sections of this Technical Manual for specifications and design details. 1 vz° Square - Hole accepts Shaft 3/4" Dia. Coupling Bolt True Helix 3 Dia. 101 to - 0 Form Spacing Long \ Typical — --, 3" Pltch Sharp Leading 3/4" Dla. Edge Structural Grade Bolt _—� 3.5„ r 2.2" 4S' Pilot Point V Single Helix Twin Helix Triple Helix Helical Extension Plain Exension Coupling Lead Section Lead Section Lead Section Section Section Detail i All Hubbell Power Systems, Inc. CHANCE Helical Products are MADE IN I HE U.S.A. HUBBELL Page 7-16 1 Hubbell Power Systems, Inc. I All Rights Reserved I Copyright © 2014 I-M r SS5 Helical Pile and Anchor Specifications & Available Configurations Shaft - Round -Cornered -Square (RCS) 1-1/2 inch solid steel shaft produced exclusively for CHANCE products. Coupling - forged as a deep socket from the steel shaft material as an integral part of the extension, connected with structural bolts. Helix - 3/8 inch Thick: A5TM A572, or At 018, or A656 with minimum yield strength of SO ksi. 3 inch Helix Pitch - a standard established by Hubbell Power Systems, Inc, for Helical Piles and Anchors. Available Helix Diameters: 6, 8, 10, 12, 14, or 16 inches. All helix plates are spaced 3 times the diameter of the preceding (lower) helix unless otherwise specified. The standard helix plate has straight sharpened leading edges or can be ordered with a "sea shell" cut. The "sea shell" cut is best suited when it is necessary to penetrate soils with fill debris, cobbles, or fractured rock. Configurations: Single, double, triple, and quad helix Lead Sections, 3, 5, 7, and 10 feet long Plain Extensions, 3, 5, 7, and 10 feet long Extensions with Helix Plates, 3 and 5 feet long, single helix Helical products are Hot Dip Galvanized per ASTM At 53 Class 81. NOTE. Helical piles shall be installed to appropriate depth in suitable bearing stratum as determined by the geotechnical engineer or local jurisdictional authority. Torque correlated capacities are based on installing the pile to its torque rating, using consistent rate of advance and RPM. A minimum factor of safety of 2 is recommended for determining allowable capacity from correlations. Deflections of 0.25 to 0.50 inches are typical at 1 111111 1 �2 r IM11-111- allowable capacity. Nominal, LRFD Design and ASD Allowable Strengths of SS5 Helix Plates for Shaft Axial Tension and Compressions C {j [S�F52"�c-Y3�\_i-:�t �f ki-rlr Ii�'`'A`��3��1i7)_ €, .r -.¢(t> iS •"--�..i ex `•' -.' - 6d�1 •ag` \ yy1 _ L am,.. �,.3 . '. -RI V,i • I For 51: 1 kip = 4.448 kN. lCapacitles based on a design corrosion level of 50-years. Nominal and LRFD Design Compression Strengths of CHANCE° Type SS5 Helical Pile Lead & Extension Sectionsl,2 Section Type & Helix Count Lead, Single Helix Lead, Multi -Helix Extension See Helix Strength Table 89.8 (399.5) 80.8 89.8 (399.5) 80.8 Single 6 & Single 6 & 8 in 8 in 54.4 (242.0) 48.9 (217.5) For Other Helix Diameters, See Helix Strength Table 54.4 (242.0) 48.9 (219.5) 54.4 (242.0) 48.9 (219.5) 26.6 (118.3) 1 24.0 (106.8) 1 13.6 (60.5) 1 12.2 (54.3) 26.6 (118.3) 1 24.0 (106.8) 1 13.6 (60.5) 1 12.2 (54.3) For 51: 1 kip = 4.448 kN. 1 Refer to Section 4.1.3 of ESR-2794 for descriptions of fixed condition, pinned condition, soft soil and firm soil. z Strength ratings are based on a design corrosion level of 50-years and presume the supported structure is braced in accordance with 18C i J Section 1808.2.5, and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. Page 7-17 Hubbell Power Systems, Inc, All Rights Reserved Copyright 0 2014 HUBBELI. 111111.1 �W k i 3 SHAFT Hot Rolled Round-Cornered-5quare (RC5) Solid Steel Bars per ASTM A29; modified A151 1044 with 70 ksi minimum yield strength Shaft Size 1.50 in 38 mm " Corrodetl. -: 1.487 in 37.8 mm Moment of Inertia (I) 0.40 in4 16.5 cm4 Gorrotletl 0.38 in4 15.6 cm4 5haft Area (A) 2.2 in2 14.2 cmz CoYroded 2.16 inz 13.94 cmz Section Modulus (Sx-x) 0.53 in3 8.7 cm3 Gbirod etl 0.40 in 6.6 cm 3 Perimeter 5.6 in 14.2 cm . 514 .5 in cm 14 Coupling Integral Forged Square Deep Socket Coupling Bolts One 3/ inch Diameter ASTM A325 Type 1 Hex Head Bolt with Threads Excluded from Shear Planes Helix Plates 0.375 inch Thick, Formed on Matching Metal Dies, A5TM A572 Grade 50 or better Coatings Hot Dip Galvanized per A5TM Al53 Class B-1, 3.1 mil minimum thickness or Bare Steel Torque Correlation Factor WINNINEm- 10 ft-1 33 m-1 Torque Rating 5,700 ft-lb 7,730 N-m Tension Strength Nornmal LRFD;Design . 70 kip 312 kN 52.5 kip 234 kN Allowable Tension Strength 35 kip 156 kN Capacity Limit Based on Torque Correlation, Tension / Compression Ultimate >: Allowable 57 kip T254 kN 28.5 kip 127 kN Assembly of SS5 I Figure 7-6 ASD Allowable Compression Strengths of CHANCE® Type SS5 Helical Pile Lead & Extension Sections1,2 Section Type &Helix Count oft Soil Fixed......': .....::: Pmned..... ::. .. .::.. .Fixed...: ..... Lead, Single Helix See Helix Strength Table See Helix Strength Table 16 (71.2) 8.1 (36.0) Lead, 2-Helix 8"-10" 52.5 (233.5) 32.6 (145.0) 16 (71.2) 8.1 (36.0) Lead, 2-Helix 10"-12" 45.9 (204.2) Lead, 2-Helix 12"-14" 49.9 (222.0) Lead, 2-Helix 14"-14" 53.8 (239.3) Lead, Multi -Helix 53.8 (239.3) 32.6 (145.0) 16 (71.2) 8.1 (36.0) Extension 53.8 (239.3) 32.6 (145.0) 16 (71.2) 8.1 (36.0) For SI: 1 kip = 4.448 kN. 1 Refer to Section 4.1.3 of ESR-2794 for descriptions of fixed condition, pinned condition, soft soil and firm soil. z Strength ratings are based on a design corrosion level of 50-years and presume the supported structure is braced in accordance with IBC Section 1808.2.5, and the lead section with which the extension is used will provide sufficient helix capacity to develop the full shaft capacity. Page 7-18 1 Hubbell Power Systems, Inc. I All Rights Reserved I Copyright © 2014 BORING LOG B-2 Approximate Ground Surface Elevation: ?? Soil Profile Sample Data Penetration Resistance s (Blows/foot - ®) 10 20 30 40 50 50+ Piezometer Installation - Ground Water Description a a 3= o o Moisture Content Data 1 o f m E _ (Percent - N) o (Depth In Feet) 0 c4 U) a 10 20 30 40 50 50, •p J Gray -brown, silty fine to medium sand with gravel and roots (very loose to loose, moist) 4 -becomes gray with iron -oxide staining, loose _ 5 5 ......................................... .... 5 -no roots -becomes gray to orange -brown 6 -becomes gray with trace gravel and roots — 7 -becomes gray -brown 8 -becomes medium dense ; .° :' SM 15 .................................................... 15 -no roots := 11 -becomes wet, with gravel 13 20 ................................................... 20 I -becomes gray, with trace gravel 13 25 ................................................... 25 i LEGEND Solid PVC Pipe Concrete M Moisture Content t Depth Driven and Amount Recovered Slotted PVC Pipe Bentonite A Atterberg Limits p G Grain -size Analysis r with 2-inch O.D. Split -Spoon Sampler ME Monument/ Cap [T fl Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered * Liquid Limit 0 Silica Sand ; 9 Sample Pushed with 3-inch Shelby Tube Sampler -f- Plastic Limit Water Level T Triaxial < T NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 999017 Larsen Property Short Plat "'INGA ASSOCIATES, INC. Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 8/10117 Original DPN LSB Figure 6 Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 Industry Lane. #2 Woodinville, WA 98072 East Wenatchee. WA 98802 k Pa 1 �� 2 g e (425)486-1669/Fax: 481-2510 .nelsongectech.com (509)665-7696/Fax; 665-7692 BORING LOG B-2 (cont.) Soil Profile Sample Data Penetration Resistance 5 ''t� (Blows/foot - ®) 10 20 30 40 50 50+ H Piezometer Installation - Description o a o, a 3 fl o 2:, m Ground Water Data Moisture Content m o m U m (Percent - ®) o (Depth in Feet) c� cn U) 0 10 20 30 40 50 50+ m p J Gray, silty fine to medium sand with gravel, iron -oxide 8 staining, and trace charcoal (loose, wet) -becomes medium dense -no charcoal :. - -•' SM 24 35 ................................................... 35 17 40 ................................................... 40 Gray -blue silt with fine sand (very stiff, dry) 45 ................................................... 45 ML 29 50 ................................................... 50 30 Boring terminated below existing grade at 51.5 feet on 8/7/17. Groundwater seepage was not encountered during drilling. ` 55 .................................................... 55 i i LEGEND Solid PVC Pipes Concrete M Moisture Content 1 Depth Driven and Amount Recovered 0 Slotted PVC Pipe Bentonite A Atterberg Limits j p G Grain -size Analysis with 2-inch O.D. Split -Spoon Sampler Monument/ Cap Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered * Liquid Limit 0 Silica Sand 9 P Sample Pushed with 3-inch Shelby Tube Sampler + Plastic Limit V Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 999017 Larsen Property Short Plat N A ASSOCIATES, INC. Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 1 8I10/17 Original �J DPN LS8 Figure 6 Woodinville Office East Wenatchee Office 17311-135th Ave. NE, A-500 5526 industry Lane, #2 WoodiNile, WA 98072 East Wenatchee, WA 98802 ✓!� p C Page 2 of 2 y (425 486-1669/Fax: 481-2510 nelso eolech. om 1 g (509) 665-7696 /Fax: 6657692