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REVIEWED BLD2023-1646+Structural_Analysis_or_Calculations+12.27.2023_9.11.05_AM+3971546civil & structural ENGINEERING engineering & planning RECEIVED Dec 28 2023 BLD2023-1646 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS Stark Residence 133 Sunset Ave N Edmonds, WA 98020 4 pM. g WA��i'�tf1 � � x 450 IQVAL 12/1 /23 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 23344.10 Fax: (425) 778-5536 Project Description A remodel will be completed for an existing single family home. The house is two stories with a daylight basement. There is an existing two car garage that enters the house from the street at the upper level. As part of the remodel the garage will be changed to one large single door. The center column at the front of the garage will be removed. A single 16ft garage door will be added in place of the two existing 8ft garage doors. The header over the doors will need to be replaced with a new beam. The center wall pier, to be removed, is part of the lateral force resisting system and lateral upgrades to the front of the garage will be required. The wall piers on each side of the garage door will need to be upgraded with new shear wall nailing and holdowns. A new concrete stem wall will be added to the top of the existing foundation retaining wall under each side for the new holdowns. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category D Topographical Factor KZt 1 (Non -Essential Facility) Mean Height 0 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.03 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date M RD 11 /30/202 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Edmonds, WA 98020 Stark Residence 23344.10 Page 1 Gravity Design Loads Roof DL Asphalt Shingles 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x12 @ 24" OC 2.2 psf WE 1.0 psf Misc 1.5 psf 13.3 psf USE 15.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof LL (Snow) 25.0 psf ^ Description Gravity Design Loads By MRD Date 11/20/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Stark Residence Job No. Edmonds, WA 98020 23344.10 Page 2 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF #2 937 600 417 306 234 185 150 124 104 - 3 1/2 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - 4x8 HF #2 1461 1038 721 529 405 320 259 214 180 154 132 115 101 3 1/2 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 6x8 DF #2 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 452 378 307 253 211 178 151 130 4x10 HF #2 1863 1490 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 - 4x12 HF #2 2266 1812 1469 1080 827 653 529 437 367 313 270 235 207 183 163 147 132 5 1/4 x 9 1/4 PSL 5399 1 4319 1 3600 3085 1 2677 2115 1 1713 1 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 3 1/2 x 9 1/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF #2 3404 2219 1541 1132 867 685 555 458 385 328 283 247 217 192 171 154 139 5 1/4 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9 1/2 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382 325 276 237 3 1/2 x 11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 1/2 x 11 1/4 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF #2 4123 3253 2259 1660 1271 1004 813 672 565 481 415 361 318 281 251 225 203 5 1/4 x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31/2 x11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 372 316 271 31/2 x11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 51/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL 6160 5280 4620 4107 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WI -/Wog <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) CC e5-P-1 Beam Span Table aY MRD Ld1e 11/30/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. oath Suite 200 Project Job No. Edmonds, WA98020 Stark Residence 23344.10 Page 3 HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PsILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PSILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PsILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PsILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PSILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PSILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PsILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PSILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6 HF #2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PsILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PsILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By MRD Date 11/30/23 Wood Column Capacity Table Checked Date ENGINEERING Scale NTS Sheet No. L5U SOU[h Suite200 Su Project Stark Residence Job No. 23344.10 Page 4 a 1 LO J Q Q J J QLn N f_ -1 A ; ^16 C1 FIRST FLOOR FRAMING PLAN Description First Floor Framing Plan sY MRD Date11/30/2023 Checked Date ENGINEERING Scale NTS Sheet No. 2504th Ave. South Suite 200 Project Stark Residence Job No. Edmonds, WA98020 425.778.8500 www.cgengineering.com 23344.10 Page 5 ROOF BEAM DESIGN BM1 W WDL = 15 psf WSL = 25 psf TRIB. WIDTH (T) = 11' /\LENGTH (L) = 16.5' (CLEAR SPAN) L W = (WDL+WSL)(T) = 440plf I I R R COLUMN DESIGN Cl P 1 r T R PDL = 2269# PSL = 1361# L = 8' P = PDL + PLL = 3630# Description Member Desiizn ENGINEERING 2504th Ave. South Suite 200 Edmonds, WA 98020 Project 425.778.8500 www.cgengineering.com Stark Residence PER BEAM SPAN TABLE CAPACITY = 440/591 (74.5%) R: DL = 1361# SL = 2269# USE PSL 3-1/2"x11-7/8" PER HF COLUMN CAPACITY TABLE CAP. = 3630/6382 (56.9%) R: DL = 2269# SL = 1361# USE (3) 2x4 HF STUD ' MRD uo'C11/30/2023 hecked Date :ale NTS Sheet No. >b No. 23344.10 Page 6 11/20/23, 2:53 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. ATCHazards by Location Search Information (stand Everett 07 Address: 133 Sunset Ave N, Edmonds, WA98020, USA Za ft Coordinates: 47.8130619, -122.3814749 Monroe Elevation: 24 ft Edmonds j ,-i ZInde os 522 Timestamp: 2023-11-20T22:52:38.133Z Shoreline Bothell ilsbo Hazard Type: Wind Redmond IeGo gle (`_Map data ©2023 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI25-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category 1 92 mph Risk Category I 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 7 https:Hhazards.atcouncil.org/#/wind?lat=47.8130619&ing=-122.3814749&address=l33 Sunset Ave N%2C Edmonds%2C WA 98020%2C USA 1/1 Topo North America TM 10 r ' M' ■ 0 a i WWI•��I� 1,:�s►� , �■� I1Q- •= —■ ems: IM 051 ■ri u �I �� I��II■� ••• e � �IC:a10Blue lkiRr �. 0010M � _ pill �■ ]III:1111 �A . . 5 NN it _ e y II■Y � • Nil ME ��� dill �;_�� � ��N �I��■�■■��Cm�w �/ �j � �r� ,., �,•: 1.1 apt �_ = .. DOES NOT .. .LOCATED ..16 . ONE-HALF Site n OF HILL) .. ... .. mi . .. Climb ,. ._ ,. .. Desc :. . ft Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North America TM 10. 1 MN (,4.5-E) o % % z www.delorme.com 1" = 5,208.3 ft DaPdal�%A 11-6 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= D Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 11.5 Mean Roof Height (feet) hmean= 10.5 Building Length (feet) L= 42 Building Width (feet) W= 50 End Zone Width, a (feet) a= 4.2 Figure 28.6-1 Roof Angle Angle= 0.0 Design Wind Pressure, Ps30A Ps30A= 14.9 Figure 28.6-1 Design Wind Pressure, Ps30B Ps30B= -7.7 Figure 28.6-1 Design Wind Pressure, Ps30C Ps30C= 9.9 Figure 28.6-1 Design Wind Pressure, Ps30D Ps30D= -4.6 Figure 28.6-1 Height/Exposure Adjustment, \max= 1.47 Topo. Effect Coeff., KZt KZt= 1.00 Vasd = Vult*46 Section 1609.3.1 Ps=1\*Kzt*Ps30 Ps30A= 22.0 Ps30B -11.3 Ps30C= 14.6 PsWA -6.8 ps=l\*Kzt*ps30*O.6 13.2 -6.8 8.7 -4.1 X-Direction: First Floor ASD Min. ASD Area, A = 2a*h/2= 48.30 sf 772.80 463.68 Ibs Area, B = 0= 0.00 sf 0.00 0.00 Ibs Area, C = (2072-2a)(h/2)= 9.20 sf 147.20 88.32 Ibs Area, D = 0= 0.00 sf 0.00 0.00 Ibs Total: 920.01 552.0lbs NOTE: FOR GARAGE SHEAR LINE ONE ONLY ULT Min. 16 8 16 8 ASD Min. 9.6 4.8 9.6 4.8 CM ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA Description Wind Summary By M RD Date 11 /20/2023 Checked Date Scale NTS Sheet No. Project Stark Residence Job No. 23344.10 Page 9 11/20/23, 2:53 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. L1TC Hazards by Location Search Information Address: 133 Sunset Ave N, Edmonds, WA 98020, USA Coordinates: 47.8130619,-122.3814749 Elevation: 24 ft Timestamp: 2023-11-20T22:53:32.363Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 1.287 MCER ground motion (period=0.2s) St 0.453 MCER ground motion (period=1.0s) SMS 1.545 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDs 1.03 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fe 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CRt 0.895 Coefficient of risk (1.0s) PGA 0.547 MCEG peak ground acceleration FpGA 1.2 Site amplification factor at PGA PGAM 0.657 Site modified peak ground acceleration TL 6 Long -period transition period is) SsRT 1.287 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.414 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.141 Factored deterministic acceleration value (0.2s) S1RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.506 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.867 Factored deterministic acceleration value (1.0s) PGAd 0.756 Factored deterministic acceleration value (PGA) * See Section 11.4.8 Island Everett 24 ft Monroe O Edmonds — r Shoreline Bothell Poulsbo Redmond iilverdale 'Map data ©2023 Google Report a map error The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 10 https://hazards.atcouncil.org/#/seismic?lat=47.8130619&ing=-l22.3814749&address=133 Sunset Ave N%2C Edmonds%2C WA98020%2C USA 1/1 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed / default) Occupancy Category II (non -essential facility) Seismic Design Category D From Computer Program: SS = 1.287 Lat. = 47.813 Short & 1-Sec Period Mapped St = 0.453 Long. _-122.381 Acceleration Parameters (MCE) SMs = FaSs = 1.544 Fa = 1.200 ASCE 7-16 (Eq. 11.4-1) SMt = F St = 0.837 Fv = 1.847 ASCE 7-16 (Eq. 11.4-2) SDS = (2/3)SMs = 1.030 ASCE 7-16 (Eq. 11.4-3) Spt = (2/3)SMt = 0.558 ASCE 7-16 (Eq. 11.4-4) Ta = Cthn' = 0.12 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 10.5 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-16 (Table 12.2-1) IE Factor = 1.0 ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SDSl = 0.045 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SDSIW)/R = 0.158 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (Sp1IW)/RTa = 0.736 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description By Date Seismic Base Shear MRD 11/20/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Stark Residence Edmonds, WA 98020r 1 23344.10 Page 11 Seismic Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area Level (psf) (ft) wpL (kips) Story w; < hi Elev. (h) (k-ft) wx . h.k Swi � hi Shear Sum Fx FX Roof Framing 20 200 4.0 10.5 42 1.00 0.453 0.5 S = 4 - 42 1.00 0.453 - Base Shear (ULT) 0.6 kips Base Shear (ASD) 0.5 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Level Rho p Shear FX Sum FX Roof Framing 1.0 0.453 0.453 S = 0.453 - NOTE: FOR GARAGE SHEAR LINE ONE ONLY Seismic & Diaphragm Force Distribution ✓' MRD 11/30/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Stark Residence Edmonds, WA 98020 23344.10 Page 12 NO CHANGE TO WALL LINE NO CHANGE TO WALL LINE NO CHANGE TO WALL LINE NO CHANGE TO WALL LINE �T NO CHANGE TO WALL LINE T NO CHANGE TO WALL LINE LATERAL KEY PLAN Description Lateral Kev Plan ENGINEERING F- 2504th Ave. South Suite 200 Edmonds, WA 98020 Project 425.778.8500 www.cgengineering.com Stark Residence Residence T FX,EQ 453# FX.W = 920# NOTE LATERAL LINE LOAD FOR GARAGE LOAD ONLY v M R D Date 11/22/2023 hecked Date :ale NTS Sheet No. >b No. 23344.10 Page 13 APA PORTAL FRAME DESIGN Table I. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment (in.) (ft) Shear*') (Ibf) Deflection (in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675 0.38 2.88 24 10 1,125 0.51 3.42 Foundation for Wind or Seismic Loading'' h.r.dt (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design value by the specific gravity adjustment factor = (1 - (0.5 - SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two - 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. APPLIED WIND LOAD = 920# APPLIED SEISMIC LOAD = 453# WIND LOAD CAPACITY 2-PEIRS = 2(1.4)(1-(0.5-0.43))(850#) = 2213# > 920# ...okay SEISMIC CAPACITY 2-PEIRS = 2(1-(0.5-0.43))(850#) = 1581# > 453# ...okay APA PORTAL FRAME ANCHORAGE DESIGN o k o MINIMUM APA LOAD II II USE SET-XP°-SET-XP W/#4 II II A615 Gr. 60Rebar II II II II 1. 5k I Description APA Portal Frame Design 'y MRD Date 11/22/2023 Checked Date ENGINEERING Scale NTS Sheet No. 2504th Ave. South Suite 200 Project Stark Residence Residence Job No. Edmonds, WA98020 425.778.8500 www.cgengineering.com 23344.10 Page 14 �7i►��i�.Z•�c■ Anchor DesignerT"' Software Version 3.1.2303.1 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.500 Effective Embedment depth, her (inch): 10.000 Code report: ICC-ES ESR-2508 Anchor category: - Anchor ductility: No hmin (inch): 13.13 cap (inch): 12.66 Cmin (inch): 1.75 Smin (inch): 3.00 Recommended Anchor Anchor Name: SET-XP® - SET-XP w/ #4 A615 Gr. 60 Rebar Code Report: ICC-ES ESR-2508 Company: Date: 11 /22/2023 Engineer: Page: 1 /5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 120.00 State: Uncracked Compressive strength, f'� (psi): 2500 qj ,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Continuous Temperature range, Short/Long: 150/110°F Reduced installation torque (for AT-3G): Not applicable Ignore 6do requirement: Not applicable Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 3.00 x 5.00 x 0.10 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 15 l+'71►��1"1+7•J►■ Anchor Designer TM Software Version 3.1.2303.1 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 3500 Vuax [lb]: 0 Vuay [lb]: 0 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Mu [ft-lb]:0 <Figure 1> X O ft-lb T 0 ft-lb Company: Date: 11 /22/2023 Engineer: Page: 2/5 Project: Address: Phone: E-mail: Z 3500lb 0 ft-lb Y 01b Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 16 Strong -Tie <Figure 2> O Ln ,--q Anchor Designer" Software Version 3.1.2303.1 0101 Company: Date: 11 /22/2023 Engineer: Page: 3/5 Project: Address: Phone: E-mail: 4.17 5.00 W T; o M 0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 17 E-7 i ►� i �-z�� ► ■ Anchor Designer" Software Version 3.1.2303.1 3. Resultina Anchor Forces Company: Date: 11 /22/2023 Engineer: Page: 4/5 Project: Address: Phone: E-mail: Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vuax (lb) Way (lb) �(Vuax)z+(Vuay)z (Ib) 1 1578.2 0.0 0.0 0.0 2 1921.7 0.0 0.0 0.0 Sum 3499.9 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3500 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.16 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.6.1) Nsa (Ib) 0 ONsa (Ib) 18000 0.65 11700 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.6.2) Nb = ko/' fcN-' (Eq. 17.6.2.2.1) kc �a fc (psi) het (In) Nb (Ib) <Figure 3> 01 Y 02 24.0 1.00 2500 10.000 37947 ONcbg =0(ANc/ANco)`Iec,N9ed,N9'c,N9'cp,NNb (Sec. 17.5.1.2 & Eq. 17.6.2.1 a) ANc (in2) ANco (in2) Ca,min (in) ' ec,N ' ed,N tlgN ' cp,N Nb (Ib) 0 ONcbg (Ib) 333.30 900.00 5.00 0.989 0.800 1.00 1.000 37947 0.65 7229 6. Adhesive Strength of Anchor in Tension (Sec. 17.6.5) Fk,uncr = Fk,uncrfshoa-termKsat Fk,uncr (psi) fshort-term {sat Fk,uncr (psi) 870 1.00 1.00 870 Nba=%a-cuncriTdahef(Eq. 17.6.5.2.1) /1 a Tuncr (psi) da (In) hef (In) Nba (Ib) 1.00 870 0.50 10.000 13666 ONag = 0 (ANa/ANao) 9ec,Na 9ed,Na 9cp,NaNba (Sec. 17.5.1.2 & Eq. 17.6.5.1 b) ANa (in2) ANao (in2) CNa (in) Ca,min (in) 'Iec,Na 'Ied,Na ticp,Na Nba(lb) 0 ONag (Ib) 108.71 79.09 4.45 5.00 0.965 1.000 0.395 13666 0.65 4652 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 18 E-7 i ►� i �-z�� ► ■ Anchor Designer" Software C= Version 3.1.2303.1 Company: Date: 11 /22/2023 Engineer: Page: 5/5 Project: Address: Phone: E-mail: 11. Results Interaction of Tensile and Shear Forces (Sec. 17.8) Tension Factored Load, N­ (lb) Design Strength, oNn (lb) Ratio Status Steel 1922 11700 0.16 Pass Concrete breakout 3500 Adhesive 3500 7229 0.48 Pass 4652 0.75 Pass (Governs) SET-XP w/ #4 A615 Gr. 60 Rebar with hef = 10.000 inch meets the selected design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 19