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SIMPLE ENGINEERING <br />Project:Warbler Street Residence Date:9/24/2024 <br />2314 S. Warbler Street <br />Santa Ana, CA 92704 By:G. Hernandez <br />Description:Design of shear wall, holdown and drag strut <br />Roof Level 6840 lb Roof Area 1761 sqft Earthquake Load 3.9 psf <br />Second Level 0 lb Floor Area 0 sqft Earthquake Load 0.0 psf <br />Total 6840 lb <br />ρ = 1.3 Ω =2.5 <br />Wall Grid <br />Line <br />Plan <br />Tributary <br />Area (sq.ft.) <br />F above <br />(lb) <br />F x <br />(lb) <br />F tot <br />(lb) <br />Wall Lengths <br />(ft) <br />Total Wall <br />Length, b <br />(ft) <br />Wall Shear, <br />vASD = <br />F(0.7)(ρ)/b <br />(plf) <br />Wall Type Sheathing 1 <br />or 2 sides <br />Allowable <br />Shear ² <br />(ASD) <br />(plf) <br />Edge Nail <br />Spacing <br />(in.) <br />Minimum <br />Wall <br />Length <br />(ft) <br />Maximum <br />Wall <br />Height <br />(ft) <br />Overturing <br />Moment <br />(ft-lb) <br />Reduced <br />Equiv. <br />Dead Load <br />(plf) <br />Resisting <br />Moment <br />(ft-lb) <br />Uplift Load <br />(lbs) <br />Hold- <br />Down <br />Model No. <br />Allowable <br />Load ³ <br />(ASD) (lbs) <br />Total <br />Dragstrut <br />Length <br />(ft) <br />Dragstrut <br />Load <br />(plf) <br />Maximum <br />Dragstrut <br />Clearspan <br />(ft) <br />Drag Force <br />(lbs)⁴ <br />Drag Tie <br />Model No. <br />Allowable <br />Load ³ <br />(lbs) <br />1 114 0 443 443 7.0 7.0 58 A 1 340 6 7.0 8.0 19040 100 2450 2370 HDU4 3424 46 10 39.0 375 <br />Double top <br />plates <br />16d@16" <br />4865 <br />2 567 0 2202 2202 10.0 10.0 200 A 1 340 6 10.0 8.0 27200 100 5000 2220 HDU4 3424 46 48 36.0 1724 CS14 Strap <br />w/ 26-10d 2490 <br />3 1080 0 4195 4195 5, 10, 5 20.0 191 A 1 340 6 5.0 8.0 13600 100 1250 2470 HDU4 3424 46 91 26.0 2371 CS14 Strap <br />w/ 26-10d 2490 <br />Total 1761 0 6840 6840 37.0 <br />Wall Grid <br />Line <br />Plan <br />Tributary <br />Area (sq.ft.) <br />F above <br />(lb) <br />F x <br />(lb) <br />F tot <br />(lb) <br />Wall Lengths <br />(ft) <br />Total Wall <br />Length, b <br />(ft) <br />Wall Shear, <br />vASD = <br />F(0.7)(ρ)/b <br />(plf) <br />Wall Type Sheathing 1 <br />or 2 sides <br />Allowable <br />Shear ² <br />(ASD) <br />(plf) <br />Edge Nail <br />Spacing <br />(in.) <br />Minimum <br />Wall <br />Length <br />(ft) <br />Maximum <br />Wall <br />Height <br />(ft) <br />Overturing <br />Moment <br />(ft-lb) <br />Reduced <br />Equiv. <br />Dead Load <br />(plf) <br />Resisting <br />Moment <br />(ft-lb) <br />Uplift Load <br />(lbs) <br />Hold- <br />Down <br />Model No. <br />Allowable <br />Load ³ <br />(ASD) (lbs) <br />Total <br />Dragstrut <br />Length <br />(ft) <br />Dragstrut <br />Load <br />(plf) <br />Maximum <br />Dragstrut <br />Clearspan <br />(ft) <br />Drag Force <br />(lbs)⁴ <br />Drag Tie <br />Model No. <br />Allowable <br />Load ³ <br />(lbs) <br />A 208 0 808 808 13.0 13.0 57 A 1 340 6 13.0 8.0 35360 100 8450 2070 HDU4 3424 31 26 18.0 469 <br />Simpson <br />Strap CS14 <br />w/ 26-10d <br />2490 <br />B 398 0 1546 1546 14.0 14.0 100 A 1 340 6 14.0 8.0 38080 100 9800 2020 HDU4 3424 32 48 18.0 870 <br />Double top <br />plates <br />16d@16" <br />3384 <br />C 556 0 2160 2160 20.0 20.0 98 A 1 340 6 20.0 8.0 54400 100 20000 1720 HDU4 3424 32 67 12.0 810 <br />Double top <br />plates <br />16d@16" <br />3384 <br />D 488 0 1895 1895 13.0 13.0 133 A 1 340 6 13.0 8.0 35360 100 8450 2070 HDU4 3424 50 38 37.0 1403 <br />Simpson <br />Strap CS14 <br />w/ 26-10d <br />2490 <br />E 111 0 431 431 8, 8 16.0 25 A 1 340 6 8.0 8.0 21760 100 3200 2320 HDU4 3424 24 18 8.0 144 <br />Double top <br />plates <br />16d@16" <br />2538 <br />Total 1761 0 6840 6840 76.0 <br /> <br />Footnotes: <br />1. Distribution of seismic forces are taken from base shear calculations and are use to design new shears walls, holdowns and drag struts. <br />East-West Direction Shear Walls <br />Shear Walls Holdown Drag Strut <br />Seismic <br />Forces ¹ <br />North-South Direction Shear Walls <br />Shear Walls Holdown Drag Strut <br />2. From IBC Table 2306.2.1(1), the allowable shears are based on DOC PS-1 or PS-2 (APA or Teco Performance) 15/32-inch Structural-I rated wood structural panels using 10d common nails at with a min. 1 1/2-inch penetration. <br />3. From ESR-2330 Report , the allowable tension loads for HDU hold-downs are based on 1/4"x2.5 SDS screws with 3.5-inch wood member thickness. From ESR-2105 Report , the allowable tension loads for MST and ST straps. All <br />allowable tension loads are multiply by 0.75 <br />4. Drag strut elements are design with strength force calculated with overstrength factor of 2.5 per ASCE 7-16 Sec. 12.10.2.1 and Sec. 12.14.7.3. One and two-family dwellings of light frame constructions shall be permitted to use Ω = 1.0 <br />per ASCE 7-16 Section 12.10.1.1. <br />5. Adjusted ASD capacity of double top plates with 16d common nail is 141 lbs (Lateral loading). Connection capacities are calculated on the basis of design provisions of 2019 National Design Specification® for Wood Construction (NDS®) <br />6. Per City of Los Angeles and Pasadena Municipal Code, existing wood stud walls with lath and plaster or stucco shall be permitted to use allowable shear value of 100 lbs. per foot. <br />17 <br />2314 S Warbler St <br />ADDITION12/12/2024