2207 GIBSON PL 2022-10-28 - Laserfiche WebLink

, -. • 410 • (3/D 11/18/2021 -___ ,k` -. Hod a Report # 210489A engineering inc. RE: 2207 Gibson Place Everett, WA Langus 3-Car Garage Plan Review 1 Engineering Response Table 4.2C Nominal Unit Shear Capacities for Wood-Frame Diaphragms Unblocked Wood Structural Panel Diaphragme.2,3- A B SEISMIC WINO Minimum 6 in.Nail Spacing at Minimum Minimum Nominal Width 8 in.Nail Spacing at diaphragm boundaries diaphragm boundaries and Common Fastener Nominal or Staged Face at and supported panel edges supported panel edges Sheathing Grade Penetration Panel Supported Cases sail Size in Framing Thickness Case 1 Cases 2,3,4,6,fi Case 2,3,4,5,6 (in.) {in.} )rlosV. G. vs G. v„ v„ 04 (pit) (kipalin,) (Pit) (kipsiin.) . (PN) _ (Pit) OSB PLY OSB PLY 8d 1-1/4 5/18 2 330 9.0 7.0 250 6.0 4.5 460 350 370 7.0 6.0 280 4.5 4.0 520 390 Structural) 8d 14/8 3t8 2 480 8.5 7.0 360 6.0 4.5 670 505 3 530 7.5 6.0 400 5.0 4.0 740 560 10d 1-1/2 15/32 2 570 14 10 430 9.5 7.0 800 600 3 640 12 9.0 480 8.0 6.0 895 670 5/16 2 300 9.0 6.5 220 6.0 4.0 420 310 8d 1-1/4 3 340 7.0 5.5 250 5.0 3.5 475 350 2 330 7.5 5.5 250 5.0 4.0 460 350 3/8 3 370 6.0 4.5 280 4.0 3.0 520 390 2 430 9.0 6.5 320 6.0 4.5 600 450 3/8 3 489 7 6 360 5.0 3.5 67 505 Sheathing and 2 460 8.5 8� 344 5.5 4.0 64 475 Single Floor 1-318 7/16 32 510 7.0 5.5 380 4.5 3.5 7t5 530 15/32 2 4au (.0 S.0 360 5.0 4.0 u 505 3 530 6.5 5.0 40Q 4.0 3.5 740 560 • 15132 2 510 15 9.0 380 10 6.0 715 530 tOd 1-1/2 3 580 12 8,0 430 8.0 5.5 810 600 19/32 2 570 13 8.5 430 8.5 5.5 800 600 3 840 10 7.5 480 7.0 5.0 895 670 4. See overturning values of Page 9 of the structural calculations. It appears that uplift forces occur at multiple shear wall end locations. Hold downs should be provided to resist uplift forces caused by overturning effects by lateral forces, see IBC 1604.4 and 2018 SDPWS 4.3.6.4.4. The uplift forces provided by the lateral modeling program does not incorporate the structure's deadload. For example, header R7 has support loads of 1138 pounds. The dead loads at the corners of the building include wall and truss dead loads. The dead loads adequately resist uplift forces where holdowns are not specified. 5. The "Site Criteria"on Sheet S1 and calculations specifies a wind exposure factor of"B': The project site is located adjacent to open water. The design should be revised to exposure "D': Revised calculations substantiating the design should be submitted for review as needed. See IBC Section 1609.1 and ASCE 7-16 Sections 26.7.2 and 26.7.3 The engineering has been revised to wind exposure factor"D". 6. Wind speed(Gust)should be updated to 85 mph per EMC Section 16.01.010(J). This results in an ultimate design wind speed of 110 mph per Table R301.2.1.3. Plans and calculations should be updated i ' ''i-- '4 " t Later ineennecorn.s ed to the 2018 IBC which follows the ASCE7-16 wind speed ma pail et ods� . 'ultima design wind speed of the IRC and IBC are different even thb g Moth re: ren SCE,7-16. The 2018 IRC did not adopt the ASCE 7-16 wind 1apsO,r meth��•s and sti -ses the ASCE7-10 wind methods. The IRC methods needs to �b i y i4i ! , , Hodge Engineering, Inc. 062, S, ,0 1111 hNl lP' �, V�I;N111�,' "` John E.Hodge P.E. la ,. u 6 , i�i d 3733 Rosedale St NW,Suite 200,Gig Harbor, WA 98335 !ii'', �''00. (253)857-7055