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REVIEWED BLD BLD BLD2021-0592+Structural_Calculations+4.26.2021_12.48.49_PM+2164089BLD2021-0592 RECEIVED Apr 30 2021 STATE CITY OF EDMONDS DEVELOPMENT SERVICES pp1^ n DEPARTMENT e n g i n e e r 1 Cl i PO BOX 952 LYNNWOOD, WA 98046 T. (206) 280-4715 F. (206) 834-6261 SERVICES@UPST8.00M STRUCTURAL CALCULATIONS Client: ALBERT COHEN DESIGN CO. Project Name: O'NEIL RESIDENCE Scope of Work: LATERAL DESIGN OF A (2)-STORY SFR Upstate Job#: 1359 Date: 4/24/2021 Location: 23725 107th PLACE W, EDMONDS ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE APPROVED PLANS MUST BE ON JOB SITE ZV7-021 ..,.,.,.,.,..............................., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT JOB # 1359 Andrew M. Gahan, PE -ASCE ASCE 7 Hazards Report AMERICAN SOCIETY OF CIVIL ENGINEERS Address: Standard: ASCE/SEI 7-16 Elevation: 321.34 ft (NAVD 88) 23725 107th PI W Risk Category: II Latitude: 47.783161 Edmonds, Washington Soil Class: D - Default (see Longitude:-122.376682 98020 Section 11.4.3) ' Fula .. N,11 C' v: nll;:rr 1 I :.IhF I I https://asce7hazardtool.online/ Page 1 of 3 Sat Apr 24 2021 -ASCE® AMERICAN SOCIUY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: Ss : 1.281 Sol N/A S, 0.449 TL 6 Fa 1.2 PGA: 0.543 FV N/A PGA M : 0.651 SMs : 1.537 FPGA 1.2 SM1 N/A le 1 SIDS : 1.025 Cv 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Sat Apr 24 2021 Date Source: USGS Seismic Design Maps https://asce7hazardtool.onIine/ Page 2 of 3 Sat Apr 24 2021 -ASCE® ZERICAN SOCIETY OF CIVIL ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -parry content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Sat Apr 24 2021 Lateral Analysis IBC2018 UPSTATE JOB#: 1359 Description: O'NEIL RESIDENCE Engineer: amg Governing Code: 2018 International Building Code all references in right margin are 2018 IBC unless specifically noted otherwise. 1603.1 General Design Criteria Roof Walls Floors Snow Partitions Live Load (psf) 25 40 25 Dead Load (psf) 15 10 1 10 10 1603.1.4 Wind Design Criteria 1. Basic /ASD Wind Speed V/Vasa 110/85 mph F 1609.3(1) 2. Risk Category 11 1.00 ASCE 7 T 1.5--1 3. Wind Exposure Category "B" 1609.4 4. Internal Pressure Coefficient +/-0. 55 ASCE7F26.13-1 5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2 1603.1.5 Earthauake Desian Data 1. Risk Category 2. Seismic Importance Factor 3. Short Period Acceleration 1-Second Accelleration 4. Site Class 5. Spectral response coefficient Spectral response coefficient 6. Seismic Design Category 7. Seis. Force Resisting System 8. Design Base Shear 9. Seismic Response Coefficient 10. Response Modification Factor 11. Analysis Procedure Table of Contents 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 ASCE 7 T 1.5-1 le 1.00 ASCE 7 T 1.5-2 SS 1.286 USGS Seismic Design Map Online S1 0.452 USGS Seismic Design Map Online D ASCE 7 T 20.3-1 SpS 1.03 EQ 16-38 Spi NA EQ 16-39 D T1613.2.3(1) and (2) A.15. ASCE 7 T 12.2-1 12582 Ibs See Page 3.0 CS 0.16 ASCE 7EQ 1282 R 6.5 ASCE 7 T 12.2-1 Equivalent Lateral Force ASCE 712.8 General Lateral Design Criteria Determination of Wind Forces Determination of Seismic Forces Allowable Stress Design Loads Shear walls in the Front to Rear Direction Shear walls in the Side to Side Direction Shear flow calculations Appendix Version 7.0 Pg 0.1 Wind Design (MWFRS - Simplified Envelope Procedure) IBC 2018 Part 2 Wind Load Method ASCE 7 28.1.1 Part 2 ASD/Basic Wind Speed 85/ 110 Wind Exposure Category C Height & Exposure Adjustment 1= 1.28 Topographic Factor Kzt = 1.00 Wind Pressures ASCE 7 28.5.3 ps =1 K, PS30 mph 1609.3, F 1609.3(1) 1609.4 ASCE 7 F 28.5-1 ASCE 7 F 26.8-1 ASCE 7 EQ 28.5-1 Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.5.4 zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero. Roof Pitch Ridge Elevation Eave Height Mean Roof Height, h Zone Pressures, 0,)(ps30) ASCE 7 F 28.5-1 4 :12 or 18.435 degrees 22.25 ft 17.1 ft 19.675 ft ASCE 7 26.2 110 Horizontal Pressures Vertical Pressures Over han s 0 A B C D E F G H EoH GoH 1 31.97 9.45 22.48 1.96 -18.73 -19.32 -13.23 -15.23 -30.55 -25.18 2 0.00 0.00 0.00 0.00 -3.62 -6.97 -0.97 -4.50 0.00 0.00 Horizontal Zone Areas & Forces, Fx ASCE 7 F 28.5-1 End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet. D F x= Y �P sx'X) x = A Diaphragm (x = 2) l.h.d. (ft) = 18.33 a (ft) = 3 Areas 2a (ft) = 6 Forces Diaphragm (x = 1) l.h.d. (ft) = 34 a (ft) = 3.4 Areas 2a (ft) = 6.8 Forces Front to Rear A B C D 57 21 202 78 F. = 6714 Fxmin = 3580 Front to Rear A B C D 95 28 281 70 FX = 9755 Fxmin = 4740 Side to Side A B C D 48 68 84 105 F,, = 4271 Fxmin = 3050 Side to Side A B C D 55 60 3944 117 FX = 11411 Fxmin = 6260 Version 7.0 Pg 1.1 Seismic Design IBC 2018 Site Classification, Criteria Selection, & Minimum Design Lateral Force Risk Category 11 ASCE 7 T 1.5-1 Seismic Importance Factor 1E 1.00 ASCE 7 T 1.5-2 Seismic Design Category D T1613.2.3(1) and (2) Site Class D ASCE 7 T 20.3-1 Short Period Acceleration SS 1.281 USGS Seismic Design Maps Online 1-Second Acceleration S, 0.449 USGS Seismic Design Maps Online Seis. Force Resisting System A.15. ASCE 7 T 12.2-1 Response Modification Factor R 6.5 ASCE 7 T 12.2-1 Design Spectral Response Acceleration Parameters Site Coeffiecient, Fa 1.2 T1613.2.3(1) Site Coeffiecient, Fv NA T1613.2.3(2) Substitute equations 16-36 & 16-37 into 16-38 & 16-39, respectively. S D S= 2— . F a• S S SDs = 1.03 EQ 16-38 3 S p y= 3 F V• S 1 SDI = NA EQ 16-39 Seismic base shear ASCE 7 12.14.8.1 V = (F SDs/R) W Where: F=1.1 for (2)-story ASCE 7 EQ 12.14-12 Vertical Distribution, Forces at each level ASCE 7 12.14.8.2 FX = (wX/W) V FX = 0.174 x wX ASCE 7 EQ 12.14-13 Effective seismic weiuht & Fnrces (lhsl at Level x Diaphragm (x = 2) FX = 4994 roof area (ft) floor area (ft2) story height (ft) wall length (ft) wX 1505 0 8.1 150 weight (lbs) 22575 0 6075 28650 Diaphragm (x = 1) FX = 8572 roof area (ft) floor area (ft2) story height (ft) wall length (ft) WX 1371 1376 9 195 weight (lbs) 20565 13760 8775 49175 Version 7.0 Pg 2.1 Allowable Stress Design Loads For Wood IBC 2018 Design shall be in accordance with Sections 2304-2306. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with AF&PA SDPWS and provisions of Sections 2305 - 2306. Design per Alternative Basic Load Combinations 1605.3.2 For worse case effect with wind load, L & S shall be zero. Equations 16-18, 16-19and 16-20 become, D + (0 W *0.6 Where co equals 1.3, W equals Fx of the respective diaphragm, and D shall be multiplied by two-thirds. For worse case effect with seismic load, L & S shall be zero. Equation 16-22 controls, 0.9 D + E/1.4 substitute ASCE 7 EQ 12.14-6 for E ("pQE-0.2SDSDJ 0.9 D + 1.4 , simplify & arrange variables 0.9-0.14 SDS1 D+ P QE 1.4 Where QE equals Fx of the respective diaphragm. Principle of Mechanics Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist, Wind Design Loads, 1.3 Fx For Kzt = 1.00 Front to Rear Side to Side Diaphragm Force Qbs) Force (lbs) x = 2 5237 3332 x = 1 7609 8900 Seismic Design Loads, (p/1.4) Fx p = 1.3 Diaphragm Force (lbs) x = 2 4632 x = 1 7950 2302.1 1605.3.2 1605.3.2 1605.1 ASCE 7 12.14.3.2 (2), EQ 12.14-6 EQ 16-22 ASCE 7 12.3.4.2 Version 7.0 Pg 3.1 Allowable Stress Design Loads For Wood - cont. Sum the moments about the base of a shearwall, overturning shall resist, 2 w (v-w)-h - 3 D-2 / + P-wi for wind ' 2 / (v - w) - h - 0.9 - 0.14 S DS) D • 2 + P . w, for seismic Where, v = shear per linear foot of shearwall w = width of shearwall h = height of shearwall D = resisting dead load centered over shearwall P = resisting dead load at end of shearwall Free Body Diagram of a ShearWall IU (V x rh Version 7.0 Pg 3.2 Wall Line Level (X) 4 ;�o � Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max 1 2 F-R Wind Seis VD(x+l) [lbs] % 13% 13% VD(x) [lbs] 680.799 602.135 VT(x) [1bs] 680.799 602.135 L 9.34 9.34 n 73 64 2015 SDPWS SEISMIC MAX TMAx(x) [lbs] 244 119 4.67 8.1 244 119 4.67 8.1 244 119 2 2 F-R Wind Seis VD(x+l) [lbs] % 28% 28% VD(x) [lbs] 1466.34 1296.91 VT(x) [1bs] 1466.34 1296.91 L 15.00 15.00 n 98 86 2015 SDPWS SEISMIC MAX 88 TMAx(x) [1bs] 220 35 4.00 8.1 4 4 220 35 88 11.00 8.1 4 4 -110 -350 3 2 F-R Wind Seis VD(x+l) [lbs] % 36% 36% VD(x) [1bs] 1885.29 1667.45 VT(x) [1bs] 1885.29 1667.45 L 10.00 10.00 n 189 167 2015 SDPWS SEISMIC MAX TMAx(x) [1bs] 672 355 10.00 8.1 4 4 672 355 4 2 F-R Wind Seis VD(x+l) [lbs] % 23% 23% VD(x) [lbs] 1204.49 1065.32 VT(x) [1bs] 1204.49 1065.32 L 17.00 17.00 n 71 63 2015 SDPWS SEISMIC MAX TMAx(X) [lbs] 5.50 8.1 4 4 -68 -240 4.50 8.1 4 4 -21 -185 7.00 8.1 4 4 -139 -323 Version 7.0 Pg 4.1 Wall Line Level (x) 4 ;�o �� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max 1 1 F-R Wind Seis VD(x+i) [lbs] 680.799 602.135 % 15% 15% VD(x) [lbs] 1141.33 1192.51 VT(x) [1bs] 1822.13 1794.64 L 17.50 17.50 n 104 103 2015 SDPWS SEISMIC MAX TMAx(x) [lbs] 409 427 9.00 9 394 410 119 8.50 9 409 427 119 2 1 F-R Wind Seis VD(x+i) [lbs] 1466.34 1296.91 % 29% 29% VD(x) [1bs] 2206.56 2305.52 VT(x) [1bs] 3672.9 3602.42 L 10.00 10.00 n 367 360 2015 SDPWS SEISMIC MAX TMAx(x) [lbs] 2953 2610 10.00 9 2953 220 2610 35 3 1 F-R Wind Seis VD(x+i) P bs] 1885.29 1667.45 % 35% 35% VD(x) [1bs] 2663.09 2782.52 VT(x) [1bs] 4548.38 4449.97 L 14.00 14.00 n 325 318 2015 SDPWS SEISMIC MAX TMAx(x) [lbs] 3144 2690 8.00 9 3084 672 2619 355 6.00 9 3144 672 2690 355 4 1 F-R Wind Seis VD(x+1) [1bs] 1204.49 1065.32 % 21% 21% VD(x) [lbs] 1597.86 1669.51 VT(x) [1bs] 2802.35 2734.83 L 10.88 10.88 n 258 251 2015 SDPWS SEISMIC MAX TMAx(x) [1bs] 1720 1566 10.88 9 1720 1566 Version 7.0 Pg 4.2 Wall Line Level (x) 4 ;�o �~� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max A 2 S-S Wind Seis VD(x+l) [lbs] % 33% 33% VD(x) [1bs] 1099.46 1528.5 VT(x) [1bs] 1099.46 1528.5 L 22.13 22.13 n 50 69 2015 SDPWS SEISMIC MAX 97 TMAX(x) [1bs] 105 213 4.00 8.1 74 177 70 3.75 8.1 81 185 75 2.88 8.1 105 213 97 3.00 8.1 101 209 93 8.50 8.1 -48 35 B 2 S-S Wind Seis VD(x+l) [lbs] % 41% 41% VD(x) [1bs] 1365.99 1899.04 VT(x) [1bs] 1365.99 1899.04 L 11.75 11.75 n 116 162 2015 SDPWS SEISMIC MAX 262 TMAx(x) [lb,;] 441 726 3.00 8.1 4 4 417 699 218 2.50 8.1 4 4 441 726 262 2.75 8.1 4 4 429 712 238 3.50 8.1 4 4 394 671 187 C 2 S-S Wind Seis VD(x+l) [lbs] % 26% 26% VD(x) [1bs] 866.238 1204.27 VT(x) [1bs] 866.238 1204.27 L 17.50 17.50 n 49 69 2015 SDPWS SEISMIC MAX TMAX(X) [lbs] 17.50 8.1 -294 -251 D 2 S-S Wind Seis VD(x+l) [lbs] DAD VD(x) [lbs] VT(x) [lbs] L n 2015 SDPWS SEISMIC MAX TMAX(X) [lbs] Version 7.0 Page5.1 Wall Line Level (x) 4 ;�o �~� Segment Tributary loads Wind Seismic Width Height wr wra wf wfa T(x) T(x+l) T(x) T(x+1) Seis max A 1 S-S Wind Seis VD(x+l) [lbs] 1099.46 1528.5 % 15% 15% VD(x) [lbs] 1335.05 1192.51 VT(x) [1bs] 2434.51 2721 L 16.50 16.50 n 148 165 2015 SDPWS SEISMIC MAX TMAX(x) [1bs] 980 1171 10.50 9 845 105 1013 213 6.00 9 980 105 1171 213 B 1 1S-S Wind Seis VD(x+l) [lbs] 1365.99 1899.04 % 22% 1 22% VD(x) [lbs] 1958.08 1749.01 VT(x) [1bs] 3324.07 3648.05 L 19.00 19.00 n 175 192 2015 SDPWS SEISMIC MAX TMAx(x) [lb,;] 1171 1471 19.00 9 1171 441 1471 726 C 1 S-S Wind Seis VD(x+l) [lbs] 866.238 1204.27 % 24% 24% VD(x) [1bs] 2136.08 1908.01 VT(x) [1bs] 3002.32 3112.28 L 17.50 17.50 n 172 178 2015 SDPWS SEISMIC MAX TMAx(x) [1bs] 825 764 10.00 9 4 4 717 637 7.50 9 4 4 825 764 D 1 S-S Wind Seis VD(x+l) [lbs] DAD VD(x) [lbs] VT(x) [lbs] L n 2015 SDPWS SEISMIC MAX TMAx(X) [lbs] Version 7.0 Page5.2 Shear wall Summary Sheeting Reqm'ts Shear Transfer Wind Seis Max Wind Seismic 1 - 2nd 2 - 2nd 3 - 2nd 4 - 2nd A - 2nd B-2nd C - 2nd D - 2nd 1-1st 2- 1st 3-1st 4- 1st A - 1st B - 1 st C - 1st D - 1st 52 64 70 88 135 167 51 63 35 97 83 262 35 69 74 103 262 360 232 318 184 251 105 165 125 192 123 178 1 1 1 1 1 2 1 1 3 2 2 1 1 1 SW-1 SW-2 SW-3 1 1 2 1 1 2 1 1 6 4 4 2 2 2 73 64 98 86 189 167 71 63 50 69 116 162 49 69 104 103 367 360 325 318 258 251 148 165 175 192 172 178 Overturning Values Wind I Seismic 2953 2610 3144 2690 1720 1566 1171 1171 1471 Sheathing 260 350 511 (plf) Shear Flow 150 300 400 (plf) Shear Transfer Connectors - CD =1.6, Hem -Fir Connector Z (lbs) 16d Nails (Common: 3.5 "x0.162") 195.2 lbs 2018 NDS T12N 15.6 7.8 5.9 0.0 0.0 0.0 Simpson A35 Clip 510 lbs Current Simpson Guide 40.8 20.4 15.3 0.0 0.0 0.0 Simpson H1 Truss Connector 440 lbs Current Simpson Guide 35.2 1 17.6 13.2 0.0 0.0 0.0 Simpson LTP4 Clip (8d COMMON NAILS REQUIRED) 450 lbs Current Simpson Guide 36.0 1 18.0 13.5 0.0 0.0 0.0 1/2" Diameter Anchor Bolts (2x) 944 lbs 2018 NDS T12E 75.5 1 37.8 28.3 0.0 0.0 0.0 5/8" Diameter Anchor Bolts (2x) 1376 lbs 2018 NDS T12E 110.1 1 55.0 41.3 0.0 0.0 0.0 5/8" Diameter Anchor Bolts Ox) 1712 lbs 2018 NDS T12E Page6.1 naineerin (1) Simpson or equal. Locate at end of shearwall u.n.o. Install per manufacturer recommendations for foundation minimum end distance and embedment, deepen foundation as required. (2) Construct cripple wall same as shearwall (SW) above, and gable -end same as shearwall (SW) below. (3) Requires 3x or (2) 2x foundation sill plate (4) Threaded rod and coupler as required. (5) Common nails, UNO: 8d=0.131"x2'/2', 10d=0.148"x3", 12d=0.148"x3'/", 16d=0.162"x3'/2', 16d sinker=0.148"x3'/4'. (6) Install 111's on all trusses/rafters, A35's at 24"o/c on gables & rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When specified spacing is less than 24"o/c, install A35's at roof solid blk'ing to SW top plate, and install H1 or H2.5 on all trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35. Conn. per Simpson Strong -Tie or equal. (7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at abutting panel edges. (8) Anchor bolts shall be embedded at least 7" into concrete; there shall be a minimum of two bolts per piece with one bolt located not more than 12" or less than seven bolt diameters from each end of the piece. 2x min PT, u.n.o. HOLDOWN SCHEDULE Date: 4/24/2021 Job #: 1359 MARK HOLDOWN / STRAP * 1 FASTENERS TO (2)-STUDS MIN U.N.O. FOUNDATION ANCHOR *(1)(4) COMMENTS T-1 HDU4-SDS2.5 (10) - SDS 0.25x2.5 WOOD SCREWS 5/8" THRD ROD W/ SET-XP EPDXY MIN. 4.5" EMBEDMENT T-2 HDU4-SDS2.5 (10) - SDS 0.25x2.5 WOOD SCREWS 5/8" THRD ROD W/ SET-XP EPDXY MIN. 7" EMBEDMENT NOTE T-1 AND T-2 DIFFER ONLY BY THE REQUIRED DEPTH OF EMBEDMENT SHEARWALL SCHEDULE Date: 4/24/2021 Job #: 1359 MARK *(2) SHEATHING - APPLY TO 2x HF STUDS @ 16"o/c U.N.O. BELOW *(9) SHEATHING EDGE NAILS *(5) ALL EDGES BLOCKED (do not penetrate past flush) BASE PLATE NAILS *(5) ROOF TO TOP PLATE, FLOOR TO TOP PLATE & SILL PLATE *(6) SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS *(8) SW-1 7/16" OSB 8d @ 6" o/c (12" o/c field) 16d @ 12 " o/c H1 @ 2 o/c or A35 24 " o/c 5/8" Ox10" AB's @ 60 " o/c SW-2 7/16" OSB 8d @ 4" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 20 " o/c 5/8" Ox10" AB's @ 48 " o/c SW-3 7/16" OSB *(7) 8d @ 3" o/c (12" o/c field) 16d @ 4 " o/c A35 @ 15 " o/c 5/8"Ox10" AB's @ 36 " o/c ANCHOR BOLTS SHALL BE RETROFIT AS REQUIRED WITH 5/8" EXPANSION ANCHORS EMBEDDED 2.5" MIN 9 THE SPACING SHOWN ABOVE 6LOUKSNC{ I EPTy[EEN -rkussEs v4rTM C.ONNEG'rZONs pE1Z :SV4 sGMEDu LE O O O ® r--X SDY r-�M e-e7-1 I L x T ��c o .'I Lo 10 e— - ra 10. �5 r 2 r2 / 55 Fz T,�-t e N7rs — I g - ��AR p � s IQ �Ito�� sac �iU�l 2x - d-ems X ' d�Eh� �S � Gd' I(o9pG •. � tv EXI6fGi l T el Z x 1 � h 14 1I ep n U �JdG 5 ot� (7ZIwI�EW� 12 ex2�hl%I �J�kLM!r :RAL STRUCTURAL NOTES L ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2018 OR OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION. PARAMATERS - WIND SPEED —85 MPH RISK CATEGORY II E WIND SPEED —110 MPH IMPORTANCE, I = 1.0 POSURE,B Kn=1.00 .ENT LATERAL FORCE PROCEDURE \ACE, 10 = 1.0 Ss = 1.281 )SS, D S, = 0.449 DESIGN CAT., D Sos = 1.03 RCE RES. SYS, A.15. %, = NA BASE SHEAR = 12597 Ibs Cs = 0.13 rEGORY II R=6.5 WS: PSF (SNOW) 0 PSF 0 PSF 'IONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS ED BY LOCAL JURISDICTION. :PORT NOT PROVIDED. TIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2500 PSF BEARING CAPACITY. BOTTOM OF IR FOOTING SHALL BE 1'-6" MINIMUM BELOW OUTSIDE FINISHED GRADE. :TED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC )L AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A I OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY 1557 TEST PROCEDURES. TE f,= 2500 PSI MINIMUM 5%SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF ONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS IEVENTED. SHEARWALL SCHEDULE D. 4/23/2021 Job #: 1359 SHEATHING- APPLY TO SHEATHING EDGE NAH S'(5) ROOF TO TOP PLATE, MARK W(2) 2. HE STUDS @ 16"o/c ALL EDGES BLOCKED BASE PLATE NAILS „(5) FLOOR TO TOP PLATE SILL PLATE ANCHORS w/ 3" x 3" x 1/4" WASHERS -BR U.N.O. 13ELOW'(9) (dovapene p. flush) &SILL PLATE '(6) SW-1 7/16" OSE 8d @ 6" o/c (12" o/c field) led @ 12 " o/c HI @ A35 or 2424"o/co/c 5/8"O.HP AB's @ 60 " o/c SW-2 7/16" OSB 8d @ 4" o/c (12" o/c field) 16d @ 6 " o/c A35 @ 20 " o/c 5/8"Ox10" AB's @ 48 " o/c SW-3 7/16" OSB'(7) 8d @ 3" o/c (12" o/c field) 16d @ 4 " o/c A35 @ 15 " o/c 5/8"O.HP AB's @ 36 " o/c ANCHOR BOLTS MAY SHALL BE RETROFIT AS REQUIRED WITH 5/8" EXPANSION ANCHORS EMBEDDED 2.5" MIN (&, THE SPACING SHOWN ABOVE HOLDOWN SCHEDULE Dx1e: 4/23/2021 Job #: 1359 MARK HOLDOWN/ STRAP' 1 FASTENERS TO 2 -STUDS MIN U.N.O. FOUNDATION ANCHOR'(1)(4) COMMENTS (10) - SDS 0.25.2.5 5/8" THRD ROD W/ T-I HDU4-SDS2.5 WOOD SCREWS SET-XP EPDXY A, 4 5" EMBEDMENT (10) - SDS 0.25.2.5 5/8" THRD ROD W/ T-2 HDU4-SDS2.5 WOOD SCREWS SET-XP EPDXY MEN T, EMBEDMENT NOTE T-1 AND T-2 DIFFER ONLY BY THE REQUIRED DEPTH OF EMBEDMENT SHEAR WALL AND HOLDOWN NOTES (1) HOEDOWNS TO BE SIMPSON OR EQUIVALENT WHERE EQUIVALENT IS PERMITTED. LOCATE HOLDOWNS AT ENDS OF SHEARWALLS, UNO. INSTALL PER MANUFACTURER RECOMMENDATIONS FOR FOUNDATION MINIMUM END DISTANCE AND EMBEDMENT. EXTEND, THICKEN, DEEPEN, ETC. FOUNDATION TO MEET THE MANUFACTURER'S SPECIFICATIONS. (2) CONSTRUCT CRIPPLE WALLS AND PONY WALLS TO MATCH SPECIFICATIONS OF THE SHEAR WALL ABOVE. CONSTRUCT GABLE END WALLS TO MATCH SPECIFICATIONS OF THE SHEAR WALL BELOW. CONSTRUCT CLERESTORY WALLS PER SW-1, UNO. ALL EXTERIOR WALLS TO BE CONSTRUCTED PER SW-1, UNO. (3) 3X OR DBL 2X SILL PLATE REQUIRED. ICING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS E GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE (4) USE THREADED ROD AND COUPLER AS REQUIRED. 'HALL CONFORM TO ASTM A-185 AND SHALL BE 6X6— W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES. (5) COMMON NAILS, UNO: 8d=0.131"x2'/;' FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS: 1Od = 0.148" x 3" AD POSTS (4x—AND GREATER):DF-L#2 12d = 0.148" x 3'/,' STUDS (2x—): HF#2 / STUD 16d = 0.148" x 3'/;' MINATED BEAMS (GLB) 24F-V4 (24F-V8 AT CANTILEVERS) 1M BEAMS (PSL) 2,0E LINO (6) INSTALL H1 CLIPS AT EACH TRUSS/RAFTER END. INSTALL A35 @ 24" OC AT EACH GABLE END AND RIM JOIST (OR SOLID BLOCKING) TO TOP PLATE AND MUDSILL ER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN CONNECTION, UNO. WHERE SPACING TIGHTER THAN 24"IS SPECIFIED, " LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE INSTALL A35 CLIPS FROM SOLID BLOCKING DBL TOP PLATE, AND INSTALL H1 CONNECTIONS PER IBC TABLE 2304.9.1. OR H2.5 CLIPS TO EACH TRUSS/RAFTER END. LTP4, LTP5 or LS50 CAN BE SUBSTITUTED FOR APHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL A35 CLIPS PER SIMPSON. TED EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; IG NOT REQUIRED. (7) MINIMUM 3X OR DBL 2X STUDS REQUIRED AT ABUTTING PANEL EDGES. DBL STUDS TO BE LAMINATED W/ (2) 16d @ 6" OC. IIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL TED EDGES AND BOUNDARIES WITH 1Ed AT 6' O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C., IG NOT REQUIRED. ANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS =FENINGS HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE ) AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS. (8) ANCHOR BOLTS SHALL BE EMBEDDED 7" MINIMUM INTO CONCRETE. MIN (2) BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 2" OR LESS THAN (7) BOLT DIAMETERS FROM EACH END OF THE PIECE. MUD SILL TO BE 2X MINIMUM AND PRESSURE -TREATED. (9) ALL SHEATHING TO BE APA RATED. SEE GENERAL STRUCTURAL NOTES SHEAR WALL PER PLAN NAILING TIGHT FIT SOLID BLOCKING ER PLAN BOUNDARY NAILING PER STRUCTURAL NOTES ROOF SHEATHING PER STRUCTURAL NOTES EATHING ER PLAN ) TRUSS ROOF FRAMING PER PLAN =R PLAN 2X LEDGER (OR RE TRUSS) W/ (2) IW TO EA STUD TRUSSES OR RAFTERS PARALLEL TO WALL A35 PER SW SCHED SHEAR WALL PER PLAN TIGHT -FIT SOLID BLOCKING V SCHED TOP PLATE CONN BOUNDARY NAILING PER NAILING STRUCTURAL NOTES ROOF SHEPER STRUCTURAL NOTES 16d PER SW SCHED BASE PLATE NAILING 2x AS REO'D AR WALL (2X12 MAX) ROOF FRAMING PER PLAN 'ER PLAN 2X LEDGER A (2) 1fid ro Ea sruD RAFTERS PERPENDICULAR TO WALL SHEAR WALL PER PLAN TIGHTFITSOLID BLOCKING BOUNDARY NAILING PER STRUCTURAL NOTES ROOF SHEATHING PER STRUCTURAL NOTES TRUSS (.ONO) PER PLAN 2X CONT SOLID BLOCKING W/ (2)16d TO EA STUD TRUSSES PERPENDICULAR TO WALL SHEAR WALL ABOVE PER PLAN BASEPLATE NAILING PER SW SCHED AND (2) 16d @ EA JOIST FLOOR DIAPHRAGM W/ NAILING PER STRUCT NOTES 1V, EVIL RIM TO MATCH JOIST DEPTH OR JOIST PER PLAN PER SW SCHED SHEAR WALL BELOW PER PLAN ' 2 \ TYPICAL SHEAR FLOW %4) TYPICAL SHEAR FLOW r5_'� TYPICAL SHEAR FLOW S1 TRUSS PARALLEL TO SW NTS S1 SW TO SW THRU LO RF NTS S1 SW TO SW — JOIST PERP NTS OQ-�'•N M. C9 2 a 9F� 0 fi� /OMAL I/V3/ZDV DPf✓E.5 3-01- -1-bill— lnINUY MU—IFAL STRUCTURAL NOTES ,TED ROOF TRUSSES IANUFACTURER VENTED BLOCKING PER PLAN WITH EDGE NAILING PER STRUCTURAL NOTES SHEAR WALL PER PLAN TYPICAL SHEAR FLOW S1 ROOF TO SW NTS GABLE END TRUSS AND BRACE PER MANUF'R W/ 7/16" OSB PER SW-1, END \ TOP CONNECTION PER SW SCHEDULE SHEAR WALL PER PLAN TYPICAL SHEAR FLOW S1 GABLE TO SW NTS SHEAR WALL ABOVE PER PLAN EDGE NAILING FROM SHEETS ABOVE AND BELOW BASEPLATE NAILING TO RIM PER SW SCHED AND (2) 16d @ EA JOIST , LVL BLOCKING TO AT JOIST DEPTH W/ EDGE NAILING PER STRUCT NOTES EVERY 48" OC 1'/, LVL RIM JOIST TO MATCH JOIST DEPTH FLOOR JOISTS PER PLAN A35 PER SW SCHED --EDGE NAILING FROM SHEETS ABOVE AND BELOW AND AT EA PLT SHEAR WALL BELOW PER PLAN 6 TYPICAL SHEAR FLOW S1 SW TO SW — JOIST PARA NTS FRAMING PER PLAN - CONNECTIONS PER SW SCHED ANCHOR BOLTS PER SW SCHED A35 PER SW SCHED 6" STEM WALL W/ (2) #4H TOP #411 @ 10" OC #4V @ 16" OC W/ ALT STD HOOKS 16"x8" CONCRETE FOOTING W/ (2) #4 CONTINOUS 4" MIN FOOTING DRAIN IN GRAVEL POCKET BEARING SOIL TYP. NEW FOUNDATION S2 NTS SHEAR WALL ABOVE BASE PLATE NAILING PER PER PLAN / SHEAR WALL SCHED RIM JOIST FLOOR SHEATHING PER GENERAL NOTES i RIM JOIST CONN FROM TO FND PER DET CORD FLOOR FRAMING FOUNDATION PER PLAN PER PLAN ANCHOR BOLTS PER SW SCHED USING A35 USING LPT4 CONNECTION CONNECTION r' D A35 PER SW SCHED LTP4 @ SAME SPACING AS A35 PER SW SHED EXISTING FOUNDATION FLOOR FRAMING PER PLAN SW ABOVE W/BASEPLATE NAILING PER SCHEDULE NEW FOUNDATION TIGHT -FIT SOLID BLWG ABOVE PONY WALL A35 PER SW SCHED 04 x 16" DOWEL - 6" TO SHEAR WALL TO MATCH EXISTING W/ SET EPDXY - 12" EMBEDDED TO NEW - SW ABOVE W/ PT MUD SILL LOCATE TO MATCH NEW ANCHOR BOLTS STEEL PER DETAIL 5/S1 PER SW SCHEDULE 16" WIDE x 10" THICK FTG W/ (2) #4 CONT FIRM, BEARING BEARING SOIL •" ' SOIL 2 NEW/EXIST FOUNDATION S2 CONNECTION NTS SW ABOVE PER PLAN EDGE NAILING PER SW-1 BASEPLATE NAILING PER SW-1 RIM JOIST PER PLAN ROOF FRAMING PER PLAN FLOOR FRAMING PER PLAN TIGHT -FIT SOLID BLOCKING ABOVE 1 St FLR SW SHEAR WALL PER PLAN (`*) TYP SHEAR FLOW r5_ \ TYPICAL SHEAR FLOW S2 SW TO FND NTS S2 SW TO SW - JOIST PERP NTS 3 NEW STRIP FTG/PONY WALL S2 BELOW NEW SW ABOVE NTS FRAMING ABOVE PER PLAN MST48 STRAP NAILED DOWN TO DBL TOP PL AND UP TO FLOOR TRUSS BLOCKING TIGHT -FIT SOLID BLOCKING W/ EDGE NAILING FROM FLOOR DIAPHRAGM ALIGNED WITH ADJACENT SHEAR WALL SHEAR WALL IN LINE WITH FLOOR TRUSS BLOCKING TYPICAL SHEAR FLOW S2 SW TO SW -JOIST PARA NTS O��y1 M. 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