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REVIEWED BLD2023-0972+Structural_Analysis_or_Calculations+8.1.2023_4.01.49_PM+3701576RECEIVED BLD2023-0972 CITY OF EDMONDS /ELOPMENT SERVICES DEPARTMENT ................................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT' PROJECT: STRUCTURAL CALCULATIONS GRAVITY LOAD ANALYSIS AND DESIGN WIND AND SEISMIC ANALYSIS &DESIGN FOUNDATION ANALYSIS AND DESIGN Pochincheria RESIDENCE 1224 Olympic Ave Edmonds, WA 98020 ENGINEER: SAZEI Design Group, LLC Consulting Engineers 6608 110th Ave. N.E. Kirkland, WA. 98033 Phone: (425) 214-2280 Fax: (425) 889-6867 E-mail: hamidkorasani@yahoo.com JOB # Poch incheria-01 -2022 DATE: 6/14/2023 06-14-2023 HAND G. KORASANI, P.E. PROJECT NAME: POCHINCHER RESIDENCE REMODEL PROJECT ADDRESS: 1224 Olympic Ave Edmonds, WA. 98020 ENGINEER: SAZEI Design Group, LLC 6608 110th Ave. N.E. Kirkland, WA 98033 Tel: (425) 214-2280 e-mail: hamidkorasani@yahoo.com Architect: SAZEI Design Group, LLC 6608 110th Ave. N.E. Kirkland, WA 98033 Tel: (425) 214-2280 e-mail: hamidkorasani@yahoo.com JURISDICTION: City of Kirkland Kirkland, Washington 1 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Load Definitions (Per section 1602, I.B.C. 2018) LOADS. Forces or other actions that result from the weight of building materials, occupants and their possessions, environmental effects, differential movement and restrained dimensional changes. Permanent loads are those loads in which variations over time are rare or of small magnitud, such as dead loads. All other loads are variable loads. Symbols & Notations D = Dead Loads. D; = Weight of ice in accordance with Chapter 10 ofASCE 7-16 E = Combined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 of ASCE 7-16 F = Load due to fluids with well-defined pressures and maximum heights. Fa = Flood Load in accordance with Chapter 5 of ASCE 7-16 H = Load due to lateral earth pressures, ground water pressure or pressure of bulk materials. L = Roof live load greater than 20 psf and floor live load Lr = Roof live load of 20 psf or less R = Rain load. S = Snow Load. T = Self -straining load Vasa = Nominal design wind speed (3-second gust), miles per hour (mph) where applicable V,,,f = Ultimate design wind speed (3-second gust), miles per hour (mph) from figures 1690A, 1690B or 1690C orASCE 7-16 figures 26.5-1A, 26.5-1B or 26.5-1 C W = Load due to wind pressure. W; = Wind -on -ice in accordance with Chapter 10 ASCE 7-16 2 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 General Design Requirements ( Per Section 1604 of the I.B.C. 2018) 1604.1 General Building, structures and parts thereof shall be designed and constructed in accordance with allowable stress design, as permitted by the applicable materials. 1604.2 Strength. Buildings and other structures, and parts thereof, shall be design and constructed to support safely the nominal loads in load combinations defined in the I.B.C. 2018 Code without exceeding the appropriate specified allowable stresses for the materials of construction. 1604.3 Serviceability. Structural systems and members thereof shall be design to have adequate stiffness to limit deflections and lateral drift as required by Table 1604.3 of the IBC 2018 Code and Section 12.12.1 of the ASCE 7-16 Table 1604.3 Deflection Limits a,b,c,h,► Construction L S or W f D+L d'g Roof members e Supporting plaster or stucco ceiling Supporting non plaster ceiling Not supporting ceiling 11360 11360 11360 1 11240 1 11240 1 11180 1 11180 1 11180 1 11120 Floor members 1 11360 1 ----- I L/240 With plaster or stucco finish With other brittle material With flexible finishes ----- 11360 ----- 11240 ----- 11120 ----- Refer to Table 1604.3 of the I.B.C. 2018 for footnotes a,b,c,d,e,g,h, and I. 3 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 LOAD COMBINATIONS PER SECTION 16051.B.C. 2018 Section 1605.1 General. Buildings and other structures and portions thereof shall be designed to resist the load combinations specified in Section 1605.1 1. The load combinations pecified in Section 1605.2, 1605.3.1 or 1605.3.2 2. The load combinations specified in Chapters 18 through 23, and 3. The seismic load effects including overstrength factor in accordance with Section 12.2.5.2, 12.3.3.3 or 12.10.2.1 ofASCE 7-16. With the simplified procedure ofASCE 7-16 Section 12.14, the seismic load effects including overstrength factor in accordance with Section 12.14.3.2 of the ASCE 7-16 shall be used. Section 1605.3 Load combinations using allowable stress design Section 1605.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted by the code, is used, structures and portions thereof shall resist the most critical effects resulting from the following combinations of loads: D + F (Equation 16-8) D+H+F+L (Equation 16-9) D+H+F+(L, or S or R) (Equation 16-10) D+H+F+0.75(L)+0.75(L, or S or R) (Equation 16-11) D+H+F+(0.6W or 0.7E) (Equation 16-12) D+H+F+0.75(0.6W)+0.75L+0.75(L, or S or R) (Equation 16-13) D+H+F+0.75(0.7E)+0.75L+0.75S (Equatiion 16-14) 0.6D+0.6W+H (Equation 16-15) 0.6(D+F)+0.7E+H (Equation 16-16) Exceptions: 1.- Crane hook loads need not be combined with roof live load or with more than three -fourths of the snow load or one-half of the wind load 2.- Flat roof snow loads of 30 psf or less and roof live loads of 30 psf or less need not be combined with seismic loads. Where flat roof snow load exceeds 30 psf 20 percent shall be combined with seismic loads. Refer to section 1605.2.1 of the IBC 2018 Code for exceptions 3, 4 and 5 0 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Dead Loads (Per Section 1606, I.B.C. 2018) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Roof Dead Loads Roof Membrane 3/4" Plywood Misc. Framing Roof Trusses @ 24" o.c. R-58 Insulation: 518" G.W.B. Electrical and Mechanical TOTAL LOADS ............................. 2.50 p.s.f. ............................. 2.75 p.s.f. ............................. 0.50 p.s.f. ............................. 3.50 p.s.f. ............................. 1.50 p.s.f. ............................. 2.50 p.s.f. ............................. 1.50 p.s.f. 14.75 p.s.f. USE: 15 p.s.f. for design USE: 6.00 p.s.f over the roof area to account for wall partition weight for seismic calculations 5 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Dead Loads (Per Section 1606, I.B.C. 2018) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Upper Floor Dead Loads Carpet and Pad 1-118" Plywood 14" TJI floor framing @16" o.c. R-25 Insulation 518" G. W.B. Electrical and Mechanical TOTAL LOADS USE: 15.00 p.s.f. for design 1.00 p.s.f. 2.40 p.s.f. 4.00 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. 12.90 p.s.f. USE: 40.00 p.s.f. over the floor area to account for wall partition weight for seismic calculations 0• PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Dead Loads (Per Section 1606, I.B.C. 2018) Design dead loads. For purposes of desgn, the actual weigths of materials of construction and fixed service equipment shall be used. In absence of definite information, values used shall be subject to the approval of the building official. Main Floor Dead Loads Carpet and Pad or Hardwood 314" Plywood 14" TJI framing @16" o.c. R-25 Insulation: 518" G. W.B. Electrical and Mechanical TOTAL LOADS 2.00 p.s.f. 2.40 p.s.f. 4.00 p.s.f. 1.50 p.s.f. 2.50 p.s.f. 1.50 p.s.f. 13.90 p.s.f. USE: 15.00 p.s.f. for design or slab on grade USE: 12.00 p.s.f. over the floor area to account for wall partition weight for seismic calculations 7 PROJECT. POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 l.- 2 X EXTERIOR WALLS 112" Plywood 1.60 p.s.f. 2x6 Studs @ 16" o.c. 1.75 p.s.f. 2x6 Top & Bottom Plates 1.00 p.s.f. R-30lnsulation 1.00 p.s.f. 518" G.W.B. 2.50 p.s.f. Electrical and Mechanical 1.50 P.s.f TOTAL LOADS 9.35 p.s.L USE: 10 p. s. f. for design H.- LATERAL LOADS Use: 5.00 p. s. f. FOR DESIGN (Per 1. B.C. 2018 Section 1607.14) *Assume 6.00 p.s.f of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f. of floor area to account for walls and partitions for seismic calculations PROJECT. POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 1.- 2 X INTERIOR 2x4 Studs @ 16" o.c. 1.50 p.s.f. 2x4 Top & Bottom Plates 0.75 p.s.f. 2x6 Top & Bottom Plates 1.50 p.s.f. 518" G. W.B. 2.50 p.s.f. Electrical and Mechanical 1.50 p.s.f. TOTAL LOADS 7.75 p.s.f. USE. 10.00 p.s.f. for design LATERAL LOADS ll.- Use: 5.00 p. s. f. FOR DESIGN (Per I. B. C 2018 Section 1607.14) *Assume 6.00 p.s.f. of roof area to account for walls and partitions for seismic calculations. *Assume 12.00 p.s.f. of floor area to account for walls and partitions for seismic calculations PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Live Loads (Per Section 1607, IBC 2018) Uniform live loads. The live loads used in the design of buildings and other structures shall be the maximum loads expected by the intended use or occupancy but shall in no case be less than the minimum uniformly distributed unit loads required by Table 160 7. 1 Live loads per I.B.0 2018 Table 1612.1 Item 25 Residencial One and Two family dwellings Uninhabitable attics without storage' .................... 10 p.s.f. Uninhabitable attics with storage ij,k ...................... 20 p.s.f. Habitable attics and sleeping areas k .................... 30 p.s.f. All other areas except balconies and decks areas... 40 p.s.f. Hotels and multifamily dwellings Private rooms and corridors serving them .............. 40 p.s.f. Public rooms and corridors serving them ............... 100 p.s.f. Live load per I.B.C. 2018 Table 1607.1 Item 26 Roofs Ordinary flat, pitched, and curved roofs 20 p.s.f. Live load per I.B.C. 2018 Table 1607.1 Item 30 Stairs & Exits One and two family dwellings .............................. 40 p.s.f. Allother.......................................................... 100 p.s.f. Live load per I.B.C. 2018 Table 1607.1 Item 31 Storage Warehouses Storage warehouses (shall be designed for heavier loads if required for anticipated storage) Heavy............................................................250m p.s.f. Ligth..............................................................125m p.s.f. Live load reductions shall be per section 1607.10 of the 1. B. C. 2018 Roof live load reductions shall be per section 1607.12.2 of the 1.B.C. 2018 10 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Alternate floor live load reduction ( Per section 1607.10.2 IBC 2018) As an alternative to Section 1607.10.2, floor live loads are permitted to be reduce in accordance with the following provisions. Such reductions shall apply to slab systems, beams, girders, columns, piers, walls and foundations. The design live load for any structural member supporting 150 Sq. Ft. or more is permitted to be reduced in accordance with the following equatiion. R=0.08(A-150)......................................... (Equation 16-24) Such reduction shall not exceed 1.- 40 percent for horizontal memebers 2.- 60 percent for vertical members 3.- R as determined by the following equation R=23.1(1+D/Lo)......................................... (Equation 16-25) A = Area of floor supported by the member in square feet D = Dead load per square foot or area supported Lo = Unreduced live load per square foot or area supported R = Reduction in percent. Reduction in roof live load (Per Section 1607.12.2 IBC 2018) Lr = LoR, R 2........................................ (Equation 16-26) where: 12 [ Lr [ 20 Lo = Unreduced roof live load per square foot of horizontal projection supported by the member. Lr = Reduced live load per square foot of horizontal projection in pounds per square foot The reduction factors R , and R 2 shall be determined as follows: R , = 1 for A t <= 200 Sq. Ft .................................. (Equation 16-27) R, = 1.2 - 0.001 "At for 200 < At < 600 Sq. Ft............ (Equation 16-28) R, = 0.6 for At > 600 Sq. Ft .................................. (Equation 16-29) where: At = Tributary span (span length multiplied by effective width) in square feet supported by any structural member, and F = for a sloped roof, the number of inches of rise per foot, and F = for an arch dome, rise -to -span ratio multiplied by 32, and R 2 = 1 for F<=4......................................... (Equation 16-30) R 2 = 1.2-0.05F for 4<F<12..................................... (Equation 16-31) R 2 = 0.6 for F> 12........................................ (Equation 16-32) 11 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Snow Loads (Per Section 1608 IBC 2018) 1608.1 General. Design snow loads shall be determined in accordance with Chapter 7 of ASCE 7-16, but the design roof load shall not be less than determined Section 1607. Ground snow load: Pg = 25 psf (From Fig. 7-1 or Table 7-1 ASCE-7-16) Importance factor: Is = 1.00 (From Table 1.5-2 based on Risk Category from Table 1.5-1 of ASCE 7-16) Snow exposure factor. Ce = 1.00 (From Table 7-2 ASCE-7-16) Partial Exposure B and C Thermal factor. Ct = 1.00 (From Table 7-3 ASCE- 7-16) Roof slope factor. Cs = 1.00 (From Fig. 7-2 from ASCE- 7-16) Design snow load: S=0.7*Ce*Ct*Cs*Pg*ls (Flat & Sloped Roofs) Use 25 psf Snow Load for Design 12 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Wind Loads (Per Section Section 1609 IBC 2018) 1609.1 Applications. Buildings, structures and parts thereof shall be designed to withstand the minimum wind loads prescribed herein. Decreases in wind loads shall not be made for the effect of shielding by others. 1609.1.1 Determination of wind loads. Wind loads on every building shall be determined in accordance with Chapters 26 to 30 of ASCE 7-16 or provitions of the alternate all-heigths method in section 1609.6. The type of opening protection required, the ultimate design wind speed, V Utt, and the exposure category for a site is permitted to be determined in accordance to Section 1609 or ASCE 7-16 Basic Wind Speed V It = 110 mph (Figure 1609A IBC 2018 or Figure 26.5-1A asce 7-16) Surface Roughness B (Section 1609.4.2 IBC 2018 or Section 26.7.2 of the ASCE 7-16) Exposure Category "C" (Section 1609.4.3 IBC 2018 or Section26.7.3 of the ASCE 7-16) Enclosure Classification Enclosed (Section 26.2 of the ASCE 7-16) Risk Category of Building 11 (Section 1.5.1 and Table 1.5-2 ASCE 7-16) Wind directionality factor Kd = 0.85 (Section 26.6 and Table 26.6-1 ASCE 7-16) Topographic Factor K,t = (1+K I "K2 "K3) 2 (Section 26.8 and Figure 26.8-1) asce 7-16 USE Kzt = 1.67 13 PROJECT: POCHINCHER RESIDENCE REMODEL JOB#: POCHINCHERLA-01-2022 Earthquake Loads (Per Section 1613 IBC 2018) 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earrthquake motion in accordance with ASCE-7-16, excluding Chapter 14 and Appendix 11A. The seismic design category for a structure is permitted to be determined in accordance with Section 16131BC 2018 or ASCE 7-16 Risk Category of Building ll (From Table 1.5-1 ASCE-7-16) RCB 11 Site Class D (From section 11.4.2 ASCE-7-16 Sc D Fa Short period site coefficient (at 0.2 s-period) Section 11.4.3 ASCE 7-16 Fa = 1.00 F Long period site coefficient (at 1.0 s-period) Section 11.4.3 ASCE 7-16 F„ = 1.50 Mapped MCER 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.1 SS = 1.30 g Mapped MCER 5 percent damped, spectra response acceleration parameter at a periods of 1 s as defined in Section 11.4.1 S, = 0.50 g The MCER 5 percent damped, spectra response acceleration parameter at short adjusted for site class effects as defined in section 11.4.3 S Ms = F a S s (Equation 11.4-1) S Ms = 1.30 g The MCE R 5 percent damped, spectra response acceleration parameter at a periods of 1 s adjusted for site class effects as defined in Section 11.4.3 S M1 = F v S q (Equation 11.4-2) S M1 = 0.75 g Design 5 percent damped, spectra response acceleration parameter at short periods as defined in Section 11.4.4 S DS = 213S Ms (Equation 11.4-3) S oS = 0.86 g Design 5 percent damped, spectra response acceleration parameter at a period of 1 s as defined in Section 11.4.4 S o1= 213S M1 (Equation 11.4-4) SDI = 0.50 g 1 e Importance factor as prescribed in Section 11.5.1 ASCE 7-16 1 e = 1.00 Seismic Design Category D (From Tables 11.6-1 & 11.6-2 ASCE- 7-16) SDC = D Response Modification Factor R=6.5 (From Table 12.2-1 ASCE-7-16) R = 6.50 System Overstrength Factor 0, =2.5 (From Table 12.2-1 ASCE-7-16) Do = 2.50 Deflection Amplification Factor Cd = 4 (from Table 12.2-1 ASCE 7-16) Cd = 4.00 14 7/12/23. 12:11 AM U.S. Seismic Design Maps OSH PD POCHINCHERLA Residence 1224 Olympic Ave, Edmonds, WA 98020, USA Latitude, Longitude: 47.8204605,-122.3612925 Edmonds Q 19 P"9ettn Restaurant &Portofino ®Olympic View Deli Adventist Church Puget Dr Pu g e t p< Fire Station 196th St SW 524 South Cour E onds >, Grace Lutheran Church 19 Elementary School Maplewood Park Hindley Ln © 00 2 D erg o (v1al Argonaut Diving 0 GooBlepers St 200th St SW Map data 02023 Date 7/12/2023, 12:10:55 AM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Default (See Section 11.4.3) Type Value Description Ss 1.292 MCER ground motion. (for 0.2 second period) S, 0.456 MCER ground motion. (for 1.0s period) SMS 1.551 Site -modified spectral acceleration value SM9 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1.034 Numeric seismic design value at 0.2 second SA SDI null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.551 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.661 Site modified peak ground acceleration T, 6 Long -period transition period in seconds SsRT 1.292 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.422 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 2.364 Factored deterministic acceleration value. (0.2 second) S1 RT 0.456 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.509 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1 D 0.977 Factored deterministic acceleration value. (1.0 second) PGAd 0.833 Factored deterministic acceleration value. (Peak Ground Acceleration) PGADH 0.551 Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 15 https://www.seismicmaps.org 7/12/23, 12:11 AM U.S. Seismic Design Maps Type Value Description CRS 0.909 Mapped value of the risk coefficient at short periods CR1 0.895 Mapped value of the risk coefficient at a period of 1 s CV 1.358 Vertical coefficient 16 https://www.seismicmaps.org U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, S.E.A.O.Q. /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application 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. SEAOC / OSHPD do 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 seismic data 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 search results of this website. 17 hftps://www.seismicmaps.org W o o d W o rk s® S h e a rw a lls SOFTWARE FOR WOOD D E S E N WoodWorks® Shearwalls 2023 Pochincherla Residence remodel- Final.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project SAZEi Design Group, LLC Pochi ncherl a Resi dence Rermdel Ham d Korasani , P. E. 1224 CI yrrpi c Ave Consulting Engineers EdnDnds, Wk 98020 425 214 2280 DESIGN SETTINGS Jul. 31, 2023 21:14:19 Design Code Wind Standard Seismic Standard IBC 2021/AWC SDPWS 2021 ASCE 7-16 Directional (All heights) ASCE 7-16 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - 19% (<=19%) 10% (<=19%) 0.50 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Blocked Unblocked Wind Seismic Blocked Unblocked 3.5 2.0 - - - 2.0 1.5 Ignore shear resistance contribution of... Forces based on... Wall segments Seismic Hold-downs Applied loads Side with invalid aspect ratio Any gypsum, lumber, fiberboard Drag struts Applied loads Shearwall relative rigidity: Deflection -based stiffness of wall segments Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.3-1 Drift limit for wind design: 1 / 500 story height FTAO Strap: Continuous at top of highest opening and bottom of lowest SITE INFORMATION Wind Seismic ASCE 7-16 Directional (All heights) ASCE 7-16 12.8 Equivalent Lateral Force Procedure Design Wind Speed 130 mph Risk Category Category II - All others Serviceability Wind Speed 100 mph Structure Type Regular Exposure Exposure C Building System Bearing Wall Enclosure Enclosed Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.460g Response Acceleration Ss: 1 .290g Topographic Information [ft] Fundamental Period E-W N-S Shape Height Length - - - T Used 0.166s 0.166s Site Location: - Approximate Ta Maximum T 0.166s 0.232s 0.166s 0.232s Elev: 350ft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.20 Fv: 1.50 Eccentricity (%) 15 15 Loaded at 75 % im ❑ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Pochincherla Residence remodel-Final.wsw WoodWorks® Shearwalls 2023 July 31, 2023 21:09:58 Level 1 of 1 i -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10, 5' 0' -5' -10' -15' Segmented RM Perforated FTAO 0 Non-shearwall ® Aspect factor Orange = Selected wall(s) 19 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in length in Ceiling 14.50 0.0 Level 3.50 12.0 11.00 15.75 16.5 Foundation 2.50 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 1 Story E-W Ridge Location X,Y = -2. 00 -2. 00 North Side 30.0 1.00 Extent X,Y = 66.00 40.00 South Side 30.0 1.00 Ridge Y Location, Offset 18.00 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 26.05 11.55 West Gable 90.0 1.00 20 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick GU in in Ply Or Gvtv Ibs/in Size Fasteners Type RS Eg in Fd in Bk Apply Notes 1 Ext Struct Sh OSB 24/16 7/16 - Horz 83500 8d Common N 2 12 Y 1,2,3 Int Gyp. wallboard 1/2 - 1 Horz 40000 5d Cooler N 7 7 Y 5 2 Ext Struct I OSB 24/16 7/16 - - Horz 83500 8d Common N 2 12 Y 1,2,3 Int Gyp. wallboard 1/2 - 1 Horz 40000 5d Cooler N 7 7 Y 5 3 Ext Structural sheath 24/16 7/16 - 3 Horz 27000 8d Common N 2 12 Y 1,2,3 Int Gyp. wallboard 1/2 - 1 Horz 40000 5d Cooler N 7 7 Y 5 4 1 Structural sheath 24/16 7/16 - 3 Horz 27000 8d Common N 2 6 Y 1,2,3 2 Gyp. wallboard 1/2 - 1 Horz 40000 5d Cooler N 7 7 Y 5 5 1 Struct Sh OSB 24/16 7/16 - - Horz 83500 8d Common N 2 12 Y 1,2,3 6 Ext Struct Sh OSB 24/16 7/16 - - Horz 83500 8d Common N 3 12 Y 1,2,3 Int Gyp. wallboard 1/2 - 1 Horz 40000 5d Cooler N 7 7 Y 5 7 1 Structural) ? 3 Horz 0 ? Common N ? ? Y 8 Ext Structural) 24/0 5/16 - 3 Horz 32500 6d Common N 6 12 Y 1 Int G. wallboard 1/2 1 Horz 40000 5d Cooler N 7 7 Y 5 Legend: Grp - Wall Design Group number, used to reference wall in other tables (created by program) Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.3C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels or lumber planks. Dbl. = Double diagonal. Gvtv - Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.3A-B Type - Fastener type from SDPWS Tables 4.3A-D: Common: common wire nail; Box: galvanized box nail; Casing: casing nail; Roof. galvanized roofing nail; Cooler. cooler nail; WBoard: wallboard nail; Screw: drywall screw; Gauge: nail measured by gauge; Galv: galvanized gauge nail; GWB: Gypsum wallboard blued nail Size - From Tables 4.3A-D and Table A1; shown in Wall Input fastener dropdown Common nails: 6d = 0.113 x 2", 8d = 0.131 x 2.5 , 10d = 0.148 x 3", 12d = 0.148 x 3.5" Box or casing nails: 6d = 0.099 x 2", 8d = 0.113 x 2.5 , 10d = 0.128 x 3", 12d = 0.126 x 3.5" Gauge, roofing and GWB nails: 13 ga = 0.92"x 1-1/8"; 11 ga = 0.120"x 1-118" (GWB nail for gypsum lath & plaster), 1-1/4" (gyp. L&P), 1-112" (wire lath & plaster, 112" fiberboard ,112" GWB), 1-314" (GSB, 518" GWB, 25132" fiberboard, 2-ply GWB base), 2-318" (2-ply GWB face) Cooler or wallboard nail: 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8"; 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. RS - Ring -shank nails (non-shearwalls only), with increased withdrawal capacity as per NDS 12.2.3.2. Eg - Panel edge fastener spacing. For lumber sheathing, no. of nails per board at shear wall boundary. For 2-ply GWB, spacing of all nails in face p1Y- Fd - Field spacing interior to panels. For lumber sheathing, no. of nails per board at interior studs. For 2-ply GWB, spacing of all nails in face ply. Bk - Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes - Notes below table legend which apply to sheathing side ? - Design for unknown parameter not performed for reasons given in notes below. Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS Table 4.3A Note 3. A factor of 0.93 is applied for Hem. -Fir framing and 0.92 for S.-P.-F. For other materials with specific gravity G less than 0.5, it is G + 0.5. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1 (5) 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS Table 4.3A Note 2. 5. This material does not contribute to seismic shear resistance because the Design setting for ignoring contribution was set. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E psi^6 Fcp Standard Wall 1 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 2 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 3 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 4 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 5 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 6 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 7 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 8 S-P-F Stud 1.50 5.50 16 0.42 1.20 425 Legend: Wall Grp - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) 21 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X ft Extent [ft] Start End Length ft] FHS Ift] Aspect Ratio Height Ift] Studs S N Line 1 Level 1 Line 1 6 0.00 0.00 36.00 36.00 23.00 - 11.00 - - Wall 1-1 Seg 6 0.00 0.00 5.50 5.50 5.25 2.00 - 2 2 Wall 1-2 NSW 0.00 5.50 10.00 4.50 0.00 1.00 - 2 2 Wall 1-3 Seg 6 0.00 10.00 22.00 12.00 11.75 0.92 - 2 2 Wall 1-4 NSW 0.00 22.00 26.00 4.00 0.00 1.00 - 2 2 Wall 1-5 Seg 6 0.00 26.00 31.50 5.50 5.25 2.00 - 2 2 Wall 1-6 NSW 0.00 31.50 36.00 4.50 0.00 1.00 - 2 2 Line 2 Level 1 Line 2 Seg 13.50 0.00 36.00 36.00 2.75 - 11.00 - - Wall 2-1 Seg 13.50 29.00 32.00 3.00 2.75 3.67 - 2 2 Line 3 Level 1 Line 3 3,1 20.00 0.00 36.00 36.00 25.00 - 11.00 - - Wall 3-1 Seg 3 20.00 0.00 16.00 16.00 15.75 0.69 - 2 2 Wall 3-2 Seg 1 20.00 20.50 29.50 9.00 8.75 1.22 - 2 2 Line 4 Level 1 Line 4 1,7 25.00 0.00 36.00 36.00 8.50 - 11.00 - - Wall 4-1 Seg 1 25.00 15.00 20.50 5.50 5.25 2.00 - 2 2 Wall 4-2 Seg 7 25.00 29.50 32.50 3.00 2.75 3.67 - 2 2 Line 5 Level 1 Line 5 1,7 33.57 0.00 36.00 36.00 11.50 - 11.00 - - Wall 5-1 Seg 7 34.00 12.00 13.50 1.50 1.25 7.33 - 2 2 Wall 5-2 Seg 1 33.50 15.00 25.00 10.00 9.75 1.10 - 2 2 Line 6 Level 1 Line 6 Seg 35.50 0.00 36.00 36.00 1.25 - 11.00 - - Wall 6-1 Seg 35.50 3.00 4.50 1.50 1.25 7.33 - 2 2 Line 7 Level 1 Line 7 Seg 40.50 0.00 36.00 36.00 1.25 - 11.00 - - Wall 7-1 Seg 40.50 9.50 11.00 1.50 1.25 7.33 - 2 2 Line 8 Level 1 Line 8 1,7,5 45.24 0.00 36.00 36.00 22.00 - 11.00 - - Wall 8-1 Seg 7 45.00 8.50 10.00 1.50 1.25 7.33 - 2 2 Wall 8-2 Seg 1 45.00 12.00 22.00 10.00 9.75 1.10 - 2 2 Wall 8-3 Seg 5 45.50 25.00 35.50 10.50 10.25 1.05 - 2 2 Line 9 Level 1 Line 9 49.75 0.00 36.00 36.00 1.50 - 11.00 - - Wall 9-1 Seg 50.00 9.50 11.00 1.50 1.25 7.33 - 2 2 Wall 9-2 Seg 49.50 13.50 15.00 1.50 1.25 7.33 - 2 2 Line 10 Level 1 Line 10 Seg 31.00 0.00 36.00 36.00 1.25 - 11.00 - - Wall 10-1 Seg 51.00 1.00 2.50 1.50 1.25 7.33 - 2 2 Line 11 Level 1 Line 11 Seg 52.00 0.00 36.00 36.00 1.25 - 11.00 - - Wall 11-1 Seg 52.00 27.50 29.00 1.50 1.25 7.33 - 2 2 Line 12 Level 1 Line 12 Seg 53.00 0.00 36.00 36.00 1.25 - 11.00 - - Wall 12-1 Seg 53.00 28.50 30.00 1.50 1.25 7.33 - 2 2 Line 13 Level 1 Line 13 Seg 55.00 0.00 36.00 36.00 1.25 - 11.00 - - Wall 13-1 Seg 55.00 12.50 14.00 1.50 1.25 7.33 - 2 2 Line 14 Level 1 Line 14 37.00 0.00 36.00 36.00 3.00 - 11.00 - - Wall 14-1 Seg 57.00 6.50 8.50 2.00 1.75 5.50 - 2 2 Wall 14-2 Seg 57.00 22.50 24.00 1.50 1.25 7.33 - 2 2 Wall 14-3 Seg 57.00 29.50 31.00 1.50 1.25 7.33 - 2 2 Line 15 22 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Level 1 Line 15 Wall 15-1 Line 16 Level 1 Line 16 Wall 16-1 Wall 16-2 Wall 16-3 Wall 16-4 Wall 16-5 Wall 16-6 Wall 16-7 Scg Seg NSW Seg NSW Seg NSW Seg Seg 1,3,8 1 1 3 8 59.00 59.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 62.00 0.00 9.50 0.00 0.00 6.50 12.00 15.50 21.00 26.00 31.50 36.00 11.50 36.00 6.50 12.00 15.50 21.00 26.00 31.50 36.00 36.00 2.00 36.00 6.50 5.50 3.50 5.50 5.00 5.50 4.50 1.75 1.75 21.00 0.00 5.25 0.00 5.25 0.00 5.25 4.25 - 5.50 - 1.00 2.00 1.00 2.00 1.00 2.00 2.44 11.00 - 11.00 - - - - - - - - 2 - 2 2 2 2 2 2 2 - 2 - 2 2 2 2 2 2 2 East -west Type Wall Location Extent [ft] Length FHS Aspect Height Studs Shearlines Group Y [ft] Start End [ft ft] Ratio [ft] W E Line A Level 1 Line A 1,2 0.00 0.00 62.00 62.00 29.00 - 11.00 - - Wall A-1 Seg 1 0.00 0.00 5.50 5.50 5.25 2.00 - 2 2 Wall A-2 NSW 0.00 5.50 11.00 5.50 0.00 1.00 - 2 2 Wall A-3 Seg 1 0.00 11.00 17.00 6.00 5.75 1.83 - 2 2 Wall A-4 NSW 0.00 17.00 19.00 2.00 0.00 1.00 - 2 2 Wall A-5 Seg 2 0.00 19.00 25.00 6.00 5.75 1.83 - 2 2 Wall A-6 NSW 0.00 25.00 34.50 9.50 0.00 1.00 - 2 2 Wall A-7 Seg 1 0.00 34.50 40.00 5.50 5.25 2.00 - 2 2 Wall A-8 NSW 0.00 40.00 45.00 5.00 0.00 1.00 - 2 2 Wall A-9 Seg 1 0.00 45.00 51.00 6.00 5.75 1.83 - 2 2 Wall A-10 NSW 0.00 51.00 62.00 11.00 0.00 1.00 - 2 2 Line B Level 1 Line B 3,4 19.73 0.00 62.00 62.00 18.50 - 11.00 - - Wall B-1 Seg 4 20.00 25.00 33.50 8.50 8.25 1.29 - 2 2 Wall B-2 Seg 3 19.50 52.00 62.00 10.00 9.75 1.10 - 2 2 Line C Level 1 Line C Seg 1 25.00 0.00 62.00 62.00 8.25 - 11.00 - - Wall C-1 Seg 1 25.00 25.00 33.50 8.50 8.25 1.29 - 2 2 Line D Level 1 Line D Seg 5 29.50 0.00 62.00 62.00 11.75 - 11.00 - - Wall D-1 Seg 5 29.50 13.50 25.50 12.00 11.75 0.92 - 2 2 Line E Level 1 Line E 32.00 0.00 45.50 45.50 0.00 - 11.00 - - Wall E-1 NSW 32.00 0.00 14.00 14.00 0.00 1.00 - 2 2 Wall E-2 NSW 32.50 25.00 45.50 20.50 0.00 1.00 - 2 2 Line F Level 1 Line F NSW 36.00 0.00 62.00 62.00 0.00 - 11.00 - - Wall F-1 NSW 36.00 0.00 62.00 62.00 0.00 1.00 - 2 2 Legend: Type - Seg = Segmented, Prf = Perforated, FT = FTAO (force transfer around openings), NSW = non-shearwall Location - Position in structure perpendicular to wall Length - Shear line: Distance between exterior perpendicular walls defining the shear line extent Wall, segment, or opening: End -to -end length of the element FHS - Depending on element, shows different definitions of full -height sheathing length (FHS): Shear lines with multiple walls, segmented walls, or FTAO walls: Total shear -resisting FHS Individual wall segments or walls without openings: Distance between hold-downs beff Perforated walls: Sum of factored segment lengths bi defined in SDPWS 4.3.5.6 Aspect Ratio - Ratio of wall height to segment length (h/b); for FTAO walls, the aspect ratio of the central pier Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall Studs: Number of end studs at the south and north or west and east ends of a wall segment or a perforated or FTAO wall. If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. 23 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Pochincherla Residence remodel-Final.wsw WoodWorks® Shearwalls 2023 July 31, 2023 21:09:58 Level 1 of 1 279.4 0 0 0 0 1 I = --- M N I Cl) Cl)LO 0 N C � I cfl 7 rn -1 co M N �'; - 0 0 cfl IILII B-1 N B-2 — N � - M M' N F4 CM - O 0 O co - LO co M I - 1 N 0 - M - M V V N n —A-1 A-2 A-3 A-4 A-5 A-6 A-7 A-8 A-9 A-10 �j 7 1 o _ o O T O 67. 182.7 1p 0 0 1 w LO 00. 1 O W O -15' -10, -5' 0' 5' 10, 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10, 5' 0' -5- -10, -15' -20' -25' Unfactored generated wind shear load using Directional method, Case 1 (plf) Orange = Selected wall(s) 24 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Loads WIND SHEAR LOADS (as entered or generated) Level Block F Element Load Case Wnd Dir Sun` Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Ht ft] Block 1 W L Gable 1 W->E Wind Line -2.00 18.00 0.0 251.8 Block 1 W L Gable Min W->E Wind Line -2.00 18.00 0.0 92.4 Block 1 W Wall Min W->E Wind Line 0.00 36.00 44.0 Block 1 W Wall 1 W->E Wind Line 0.00 36.00 115.1 Block 1 W R Gable 1 W->E Wind Line 18.00 38.00 251.8 0.0 Block 1 W R Gable Min W->E Wind Line 18.00 38.00 92.4 0.0 Block 1 E L Gable Min W->E Lee Line -2.00 18.00 0.0 92.4 Block 1 E L Gable 1 W->E Lee Line -2.00 18.00 0.0 119.1 Block 1 E Wall 1 W->E Lee Line 0.00 36.00 56.7 Block 1 E Wall Min W->E Lee Line 0.00 36.00 44.0 Block 1 E R Gable 1 W->E Lee Line 18.00 38.00 119.1 0.0 Block 1 E R Gable Min W->E Lee Line 18.00 38.00 92.4 0.0 Block 1 W L Gable Min E->W Lee Line -2.00 18.00 0.0 92.4 Block 1 W L Gable 1 E->W Lee Line -2.00 18.00 0.0 119.1 Block 1 W Wall 1 E->W Lee Line 0.00 36.00 56.7 Block 1 W Wall Min E->W Lee Line 0.00 36.00 44.0 Block 1 W R Gable 1 E->W Lee Line 18.00 38.00 119.1 0.0 Block 1 W R Gable Min E->W Lee Line 18.00 38.00 92.4 0.0 Block 1 E L Gable 1 E->W Wind Line -2.00 18.00 0.0 251.8 Block 1 E L Gable Min E->W Wind Line -2.00 18.00 0.0 92.4 Block 1 E Wall Min E->W Wind Line 0.00 36.00 44.0 Block 1 E Wall 1 E->W Wind Line 0.00 36.00 115.1 Block 1 E R Gable 1 E->W Wind Line 18.00 38.00 251.8 0.0 Block 1 E R Gable Min E->W Wind Line 18.00 38.00 92.4 0.0 Block 1 S Roof Min S->N Wind Line -3.00 65.00 48.5 Block 1 S Roof 1 S->N Wind Line -3.00 65.00 67.6 Block 1 S Wall 1 S->N Wind Line 0.00 62.00 115.1 Block 1 S Wall Min S->N Wind Line 0.00 62.00 44.0 Block 1 N Roof 1 S->N Lee Line -3.00 65.00 202.8 Block 1 N Roof Min S->N Lee Line -3.00 65.00 48.5 Block 1 N Wall 1 S->N Lee Line 0.00 62.00 76.7 Block 1 N Wall Min S->N Lee Line 0.00 62.00 44.0 Block 1 S Roof 1 N->S Lee Line -3.00 65.00 202.8 Block 1 S Roof Min N->S Lee Line -3.00 65.00 48.5 Block 1 S Wall 1 N->S Lee Line 0.00 62.00 76.7 Block 1 S Wall Min N->S Lee Line 0.00 62.00 44.0 Block 1 N Roof 1 N->S Wind Line -3.00 65.00 67.6 Block 1 N Roof Min N->S Wind Line -3.00 65.00 48.5 Block 1 N Wall 1 N->S Wind Line 0.00 62.00 115.1 Block 1 N Wall Min N->S Wind Line 0.00 62.00 44.0 Legend. Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.3-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.3-1 or minimum loads from 28.3.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 25 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 DEAD LOADS (for hold-down calculations) Shear Line Level Profile Tributary Width ft Location [ft] Start End Mag [lbs,psf,psi] Start End A 1 Line 0.00 5.50 110.0* A 1 Line 5.50 11.00 110.0* A 1 Line 11.00 17.00 110.0* A 1 Line 17.00 19.00 110.0* A 1 Line 19.00 25.00 110.0* A 1 Line 25.00 34.50 110.0* A 1 Line 34.50 40.00 110.0* A 1 Line 40.00 45.00 110.0* A 1 Line 45.00 51.00 110.0* A 1 Line 51.00 62.00 110.0* B 1 Line 25.00 33.50 88.0* B 1 Line 52.00 62.00 88.0* C 1 Line 25.00 33.50 88.0* D 1 Line 13.50 25.50 88.0* E 1 Line 0.00 14.00 88.0* E 1 Line 25.00 45.50 88.0* F 1 Line 0.00 62.00 110.0* 1 1 Line 0.00 5.50 110.0* 1 1 Line 5.50 10.00 110.0* 1 1 Line 10.00 22.00 110.0* 1 1 Line 22.00 26.00 110.0* 1 1 Line 26.00 31.50 110.0* 1 1 Line 31.50 36.00 110.0* 2 1 Line 29.00 32.00 88.0* 3 1 Line 0.00 16.00 88.0* 3 1 Line 20.50 29.50 88.0* 4 1 Line 15.00 20.50 88.0* 4 1 Line 29.50 32.50 88.0* 5 1 Line 12.00 13.50 88.0* 5 1 Line 15.00 25.00 88.0* 6 1 Line 3.00 4.50 88.0* 7 1 Line 9.50 11.00 88.0* 8 1 Line 8.50 10.00 88.0* 8 1 Line 12.00 22.00 88.0* 8 1 Line 25.00 35.50 88.0* 9 1 Line 9.50 11.00 88.0* 9 1 Line 13.50 15.00 88.0* 10 1 Line 1.00 2.50 88.0* 11 1 Line 27.50 29.00 88.0* 12 1 Line 28.50 30.00 88.0* 13 1 Line 12.50 14.00 88.0* 14 1 Line 6.50 8.50 88.0* 14 1 Line 22.50 24.00 88.0* 14 1 Line 29.50 31.00 88.0* 15 1 Line 9.50 11.50 88.0* 16 1 Line 0.00 6.50 110.0* 16 1 Line 6.50 12.00 110.0* 16 1 Line 12.00 15.50 110.0* 16 1 Line 15.50 21.00 110.0* 16 1 Line 21.00 26.00 110.0* 16 1 Line 26.00 31.50 110.0* 16 1 Line 31.50 36.00 110.0* 26 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 BUILDING MASSES Level 1 Force Dir E-W E-W E-W E-W E-W E-W E-W E-W N-S N-S N-S N-S Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Both Building Element Roof Roof Ceiling F1 Ceiling F1 R Gable L Gable L Gable R Gable Roof Roof Ceiling F1 Ceiling F1 Wall 1-1 Wall 1-2 Wall 1-3 Wall 1-4 Wall 1-5 Wall 1-6 Wall 2-1 Wall 3-1 Wall 3-2 Wall 4-1 Wall 4-2 Wall 5-2 Wall 5-1 Wall 6-1 Wall 7-1 Wall 8-1 Wall 8-2 Wall 8-3 Wall 9-2 Wall 9-1 Wall 10-1 Wall 11-1 Wall 12-1 Wall 13-1 Wall 14-1 Wall 14-2 Wall 14-3 wall 15-1 Wall 16-1 Wall 16-2 Wall 16-3 Wall 16-4 Wall 16-5 Wall 16-6 Wall 16-7 Wall A-1 Wall A-2 Wall A-3 Wall A-4 Wall A-5 Wall A-6 Wall A-7 Wall A-8 Wall A-9 Wall A-10 Wall B-2 Wall B-1 Wall C-1 Wall D-1 Wall E-1 Wall E-2 Wall F-1 Block Wall Profile Line Block 1 Block 1 n/a n/a Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 1 16 A F 1 1 1 1 1 1 2 3 3 4 4 5 6 7 8 8 9 10 11 12 13 14 14 14 15 16 16 16 16 16 16 16 A A A A A A A A A A B C D E F Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Location [ft] Start End -3.00 39.00 -3.00 39.00 0.00 36.00 0.00 36.00 -2.00 18.00 18.00 38.00 -2.00 18.00 18.00 38.00 -3.00 65.00 -3.00 65.00 0.00 62.00 0.00 62.00 0.00 5.50 5.50 10.00 10.00 22.00 22.00 26.00 26.00 31.50 31.50 36.00 29.00 32.00 0.00 16.00 20.50 29.50 15.00 20.50 29.50 32.50 15.00 25.00 12.00 13.50 3.00 4.50 9.50 11.00 8.50 10.00 12.00 22.00 25.00 35.50 13.50 15.00 9.50 11.00 1.00 2.50 27.50 29.00 28.50 30.00 12.50 14.00 6.50 8.50 22.50 24.00 29.50 31.00 9.50 11.50 0.00 6.50 6.50 12.00 12.00 15.50 15.50 21.00 21.00 26.00 26.00 31.50 31.50 36.00 0.00 5.50 5.50 11.00 11.00 17.00 17.00 19.00 19.00 25.00 25.00 34.50 34.50 40.00 40.00 45.00 45.00 51.00 51.00 62.00 52.00 62.00 25.00 33.50 25.00 33.50 13.50 25.50 0.00 14.00 25.00 45.50 0.00 62.00 Magnitude [lbs,plf,psf] Start End 510.0 510.0 510.0 510.0 186.0 186.0 186.0 186.0 115.5 0.0 0.0 115.5 115.5 0.0 0.0 115.5 315.0 315.0 315.0 315.0 108.0 108.0 108.0 108.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 55.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 44.0 55.0 55.0 Trib Width 27 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Pochincherla Residence remodel-Final.wsw WoodWorks® Shearwalls 2023 July 31, 2023 21:09:58 Level 1 of 1 50, r--F— — T E-1 45' 0 0 40' 1 35' F r — E-2 ® cD � N ® ® r 04 30' C 1 ® 25' N 04 (6 2 44.0 B 1 o 4 CIAB-2 v a; 2 20' 44.0 O N ® 44 0 � cD ch ' V ® ap N 15' 10, IJ � o o LO `c �A-1 A-2 A-3 A-5 A- A-7 A-8 AA? A-10 c" 3J5305 �, �, 20 �, �, 169 �58 10 — 10 T7781 TT 01 1 34 14 3 0 153.8 153.8 1519.. § 3.8 53.8 153.8174.2 16 7.4 153.8153.8 153.8153.814 7.1 14 7.1 153.8 -5 96.9 -10, -15' -5' 0' 5' 10, 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' LW Unfactored generated seismic shear load (plf) " Generated building mass (plf,lbs) F1 - Floor area 1 for mass generation --- j Generated point load from wall (lbs) 28 Orange = Selected wall(s) WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SEISMIC LOADS Level 1 Force Dir Profile Location [ft] Start End Mag [lbs,plf,psf] Start End E-W Line -3.00 -2.00 156.9 156.9 E-W Line -2.00 0.00 156.9 160.5 E-W Point 0.00 0.00 525 525 E-W Line 0.00 1.00 241.4 243.2 E-W Line 1.00 2.50 249.9 252.6 E-W Line 2.50 3.00 245.8 246.7 E-W Line 3.00 4.50 253.5 256.2 E-W Line 4.50 5.50 249.4 251.2 E-W Line 5.50 6.50 251.2 252.9 E-W Line 6.50 8.50 259.7 263.3 E-W Line 8.50 9.50 263.3 265.0 E-W Line 9.50 10.00 285.4 286.2 E-W Line 10.00 11.00 279.5 281.2 E-W Line 11.00 11.50 267.7 268.6 E-W Line 11.50 12.00 261.8 262.7 E-W Line 12.00 12.50 276.3 277.1 E-W Line 12.50 13.50 283.9 285.7 E-W Line 13.50 14.00 285.7 286.6 E-W Line 14.00 15.00 279.8 281.6 E-W Line 15.00 15.50 288.4 289.2 E-W Line 15.50 16.00 289.2 290.1 E-W Line 16.00 18.00 283.4 286.9 E-W Line 18.00 20.50 286.9 282.5 E-W Point 19.50 19.50 68 68 E-W Point 20.00 20.00 58 58 E-W Line 20.50 21.00 282.5 281.6 E-W Line 21.00 22.00 281.6 279.8 E-W Line 22.00 22.50 273.0 272.2 E-W Line 22.50 24.00 278.9 276.3 E-W Line 24.00 25.00 269.5 267.7 E-W Point 25.00 25.00 58 58 E-W Line 25.00 26.00 267.7 265.9 E-W Line 26.00 27.50 265.9 263.3 E-W Line 27.50 28.50 270.0 268.3 E-W Line 28.50 29.00 275.0 274.1 E-W Line 29.00 29.50 274.1 273.3 E-W Point 29.50 29.50 81 81 E-W Line 29.50 30.00 280.0 279.1 E-W Line 30.00 31.00 272.4 270.6 E-W Line 31.00 31.50 263.8 262.9 E-W Line 31.50 32.00 262.9 262.0 E-W Point 32.00 32.00 95 95 E-W Line 32.00 32.50 255.3 254.4 E-W Point 32.50 32.50 139 139 E-W Line 32.50 35.50 247.6 242.3 E-W Line 35.50 36.00 235.5 234.6 E-W Point 36.00 36.00 525 525 E-W Line 36.00 38.00 160.5 156.9 E-W Line 38.00 39.00 156.9 156.9 N-S Line -3.00 0.00 96.9 96.9 N-S Point -2.00 -2.00 355 355 N-S Point 0.00 0.00 305 305 N-S Line 0.00 5.50 153.8 153.8 N-S Line 5.50 11.00 153.8 153.8 N-S Line 11.00 13.50 153.8 153.8 N-S Point 13.50 13.50 20 20 N-S Line 13.50 14.00 160.6 160.6 N-S Line 14.00 17.00 153.8 153.8 N-S Line 17.00 19.00 153.8 153.8 N-S Line 19.00 25.00 153.8 153.8 N-S Point 20.00 20.00 169 169 N-S Point 25.00 25.00 58 58 N-S Line 25.00 25.50 174.2 174.2 N-S Line 25.50 33.50 167.4 167.4 N-S Point 33.50 33.50 68 68 N-S Line 33.50 34.50 153.8 153.8 N-S Point 34.00 34.00 10 10 29 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SEISMIC LOADS (continued) N-S Line 34.50 40.00 153.8 153.8 N-S Point 35.50 35.50 10 10 N-S Line 40.00 45.00 153.8 153.8 N-S Point 40.50 40.50 10 10 N-S Point 45.00 45.00 78 78 N-S Line 45.00 45.50 153.8 153.8 N-S Point 45.50 45.50 71 71 N-S Line 45.50 51.00 147.1 147.1 N-S Point 49.50 49.50 10 10 N-S Point 50.00 50.00 10 10 N-S Point 51.00 51.00 10 10 N-S Line 51.00 52.00 147.1 147.1 N-S Point 52.00 52.00 10 10 N-S Line 52.00 62.00 153.8 153.8 N-S Point 53.00 53.00 10 10 N-S Point 55.00 55.00 10 10 N-S Point 57.00 57.00 34 34 N-S Point 59.00 59.00 14 14 N-S Point 62.00 62.00 305 305 N-S Line 62.00 65.00 96.9 96.9 N-S Point 64.00 64.00 355 355 Legend. Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 30 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. COMPRESSION FORCE DESIGN Wind Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular -to -grain compressive capacity under all wall end studs Seismic Loads, Flexible Diaphragm Bottom plate has sufficient perpendicular -to -grain compressive capacity under all wall end studs This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC.2.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.3D). 31 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Pochincherla Residence remodel-Final.wsw WoodWorks® Shearwalls 2023 July 31, 2023 21:09:58 Level 1 of 1 0 0 0 0 279.4 0 tK �0 �06 0 y IT •G G G Co A90 r5�1• ^3 F-1— � ph E 1 ;` h C, 2 roco �P 1554 �'� D-1 �°�ro M� M ro ^Cgfbo— �i JI oo .7OrD M l � b� 112224 u�0 _1 36 -co cp �`1 — G N G ^O �,6 - v � C)3404 11�3 C,'O' B-1 N 06' B 2 0 — 3 — I? `Qo`Oo •� • _ 0co � • �A — CO vo Nl r980 � 1 M •gib �� N 1D 1 A-2 A-3 A-4 �p`A�5 A-6 A-7 A-8 A-9 • A-10 G O C'Iiihlbl�, C6, J ' S 0 9 02 pCs o �� 2 O OS O 182.7 55' 50' 45' 40' Ic1.'S O 06 30' t w 1 25' 20' 15' Cq 10, t O W CO 5' 0' -5- -10, -15' -20' -25' -15' -10, -5' 0' 5' 10, 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' — Factored shearline force (Ibs) }ill Unfactored applied shear load (plf) Factored hold-down force (Ibs) " Unfactored dead load (plf,lbs) • C Factored compression force (Ibs) o-0 Unfactored uplift wind load (plf,lbs) ■ Vertical element required —�j Applied point load or discontinuous shearline force (Ibs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line 1 Level 1 Lnl, Levl - Both - - 3260 - - - - - - 17370 - Wall 1-1 6 Both 15.5 - 85 1.0 1.0 125 630 - A 755 4154 0.02 Wall 1-3 6^ Both 257.4 - 3089 1.0 1.0 125 630 - A 755 9062 0.34 Wall 1-5 6 Both 15.5 - 85 1.0 1.0 125 630 - A 755 4154 0.02 Line 3 Ln3, Levl - Both - - 3466 - - - - - - 23710 - Wall 3-1 3 Both 202.1 - 3233 1.0 1.0 125 823 - A 948 15174 0.21 Wall 3-2 1 Both 25.9 - 233 1.0 1.0 125 823 - A 948 8536 0.03 Line 4 Ln4, Levl - Both - - 1881 - - - - - - 5216 - Wall 4-1 1^ Both 342.0 - 1881 1.0 1.0 125 823 - A 948 5216 0.36 Wall 4-2 7^ Both 0.0 - 0 - 1.0 - 0 - - - - S Line 5 Ln5, Levl - Both - - 2806 - - - - - - 9484 - Wall 5-1 7^ Both 0.0 - 0 - 1.0 - 0 - - - - S Wall 5-2 1 Both 280.6 - 2806 1.0 1.0 125 823 - A 948 9484 0.30 Line 8 Ln8, Levl - Both - - 3942 - - - - - - 18130 - Wall 8-1 7^ Both 0.0 - 0 - 1.0 - 0 - - - - S Wall 8-2 1 Both 173.6 - 1736 1.0 1.0 125 823 - A 948 9484 0.18 Wall 8-3 5 Both 210.2 - 2207 - 1.0 - 823 - 823 8646 0.26 Line 16 Lnl6, Levl - Both - - 2811 - - - - - - 17275 - Wall 16-2 1 Both 175.3 - 964 1.0 1.0 125 823 - A 948 5216 0.18 Wall 16-4 1 Both 175.3 - 964 1.0 1.0 125 823 - A 948 5216 0.18 Wall 16-6 3 Both 140.4 - 772 1.0 1.0 125 823 - A 948 5216 0.15 Wall 16-7 8 Both 24.6 - 111 .94 .94 125 258 - A 361 1626 0.075 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V [Ibs] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 1 LnA, Levl - Both - - 1980 - - - - - - 28207 - Wall A-1 1 Both 29.1 - 160 1.0 1.0 125 823 - A 948 5216 0.03 Wall A-3 1 Both 86.5 - 519 1.0 1.0 125 823 - A 948 5690 0.09 Wall A-5 2 Both 85.2 - 511 1.0 1.0 125 941 - A 1066 6394 0.08 Wall A-7 1 Both 33.3 - 183 1.0 1.0 125 823 - A 948 5216 0.04 Wall A-9 1 Both 101.1 - 607 1.0 1.0 125 823 - A 948 5690 0.11 Line B LnB, Levl - Both - - 3404 - - - - - - 17545 - Wall B-1 4 Both 143.0 - 1216 1.0 1.0 125 823 - A 948 8061 0.15 Wall B-2 3 Both 218.8 - 2188 1.0 1.0 125 823 - A 948 9484 0.23 Line C LnC, Levl - Both - - 1224 - - - - - - 8061 - Wall C-1 1 Both 144.0 - 1224 1.0 1.0 125 823 - A 948 8061 0.15 Line D LnD, Levl - Both - - 1554 - - - - - - 9881 - Wall D-1 5 Both 129.5 - 1554 - 1.0 - 823 - 823 9881 0.16 Legend. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect Ratio Factor from SDPWS 4.3.3.2. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. 33 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Hold -Down and Compression Design (flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile Hold-down or Compressive Stud Force [Ibs] Shear Dead Uplift Cmb'd Hold-down Cap Ibs Crit Resp. Line 1 1-1 L End 0.00 0.12 1 -179 303 482 Compression 7012 0.07 1-1 R End 0.00 5.38 1 -179 303 482 Compression 7012 0.07 1-2 L End 0.00 5.63 1 0 248 247 Compression - 1-2 R End 0.00 9.87 1 0 248 247 Compression - 1-3 L End 0.00 10.13 1 2892 396 2496 HDU5-SDS 4340 0.58 1-3 L End 0.00 10.13 1 -2891 660 3551 Compression 7012 0.51 1-3 R End 0.00 21.88 1 2892 396 2496 HDU5-SDS 4340 0.58 1-3 R End 0.00 21.88 1 -2891 660 3551 Compression 7012 0.51 1-4 L End 0.00 22.13 1 0 220 220 Compression - 1-4 R End 0.00 25.88 1 0 220 220 Compression - 1-5 L End 0.00 26.13 1 -179 303 482 Compression 7012 0.07 1-5 R End 0.00 31.38 1 -179 303 482 Compression 7012 0.07 1-6 L End 0.00 31.63 1 0 248 247 Compression - 1-6 R End 0.00 35.88 1 0 248 247 Compression - Line 2 V Elem 13.50 29.13 1 0 132 132 Compression V Elem 13.50 31.88 1 0 132 132 Compression Line 3 3-1 L End 20.00 0.12 1 2258 422 1836 HDU5-SDS 4340 0.42 3-1 L End 20.00 0.12 1 -2258 704 2962 Compression 7012 0.42 3-1 R End 20.00 15.88 1 2258 422 1836 HDU5-SDS 4340 0.42 3-1 R End 20.00 15.88 1 -2258 704 2962 Compression 7012 0.42 3-2 L End 20.00 20.63 1 293 238 55 HDU5-SDS 4340 0.01 3-2 L End 20.00 20.63 1 -293 396 689 Compression 7012 0.10 3-2 R End 20.00 29.38 1 293 238 55 HDU5-SDS 4340 0.01 3-2 R End 20.00 29.38 1 -293 396 689 Compression 7012 0.10 Line 4 4-1 L End 25.00 15.13 1 3941 145 3796 HDU5-SDS 4340 0.87 4-1 L End 25.00 15.13 1 -3941 242 4183 Compression 7012 0.60 4-1 R End 25.00 20.37 1 3941 145 3796 HDU5-SDS 4340 0.87 4-1 R End 25.00 20.37 1 -3941 242 4183 Compression 7012 0.60 V Elem 25.00 29.63 1 0 132 132 Compression V Elem 25.00 32.38 1 0 132 132 Compression Line 5 V Elem 34.00 12.13 1 0 66 66 Compression V Elem 34.00 13.38 1 0 66 66 Compression 5-2 L End 33.50 15.13 1 3166 264 2902 HDU5-SDS 4340 0.67 5-2 L End 33.50 15.13 1 -3166 440 3606 Compression 7012 0.51 5-2 R End 33.50 24.88 1 3166 264 2902 HDU5-SDS 4340 0.67 5-2 R End 33.50 24.88 1 -3166 440 3606 Compression 7012 0.51 Line 6 V Elem 35.50 3.13 1 0 66 66 Compression V Elem 35.50 4.38 1 0 66 66 Compression Line 7 V Elem 40.50 9.63 1 0 66 66 Compression V Elem 40.50 10.88 1 0 66 66 Compression Line 8 V Elem 45.00 8.62 1 0 66 66 Compression V Elem 45.00 9.87 1 0 66 66 Compression 8-2 L End 45.00 12.13 1 1958 264 1694 HDU5-SDS 4340 0.39 8-2 L End 45.00 12.13 1 -1958 440 2398 Compression 7012 0.34 8-2 R End 45.00 21.88 1 1958 264 1694 HDU5-SDS 4340 0.39 8-2 R End 45.00 21.88 1 -1958 440 2398 Compression 7012 0.34 8-3 L End 45.50 25.13 1 2368 277 2091 HDU5-SDS 4340 0.48 8-3 L End 45.50 25.13 1 -2368 462 2830 Compression 7012 0.40 8-3 R End 45.50 35.38 1 2368 277 2091 HDU5-SDS 4340 0.48 8-3 R End 45.50 35.38 1 -2368 462 2830 Compression 7012 0.40 Line 9 V Elem 50.00 9.63 1 0 66 66 Compression V Elem 50.00 10.88 1 0 66 66 Compression V Elem 49.50 13.63 1 0 66 66 Compression V Elem 49.50 14.88 1 0 66 66 Compression Line 10 V Elem 51.00 1.13 1 0 66 66 Compression V Elem 51.00 2.38 1 0 66 66 Compression Line 11 V Elem 52.00 27.63 1 0 66 66 Compression 34 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Hold -Down and Compression Design (flexible wind design, continued) V Elem 52.00 28.88 1 0 66 66 Compression Line 12 V Elem 53.00 28.63 1 0 66 66 Compression V Elem 53.00 29.88 1 0 66 66 Compression Line 13 V Elem 55.00 12.63 1 0 66 66 Compression V Elem 55.00 13.88 1 0 66 66 Compression Line 14 V Elem 57.00 6.63 1 0 88 88 Compression V Elem 57.00 8.38 1 0 88 88 Compression V Elem 57.00 22.63 1 0 66 66 Compression V Elem 57.00 23.88 1 0 66 66 Compression V Elem 57.00 29.63 1 0 66 66 Compression V Elem 57.00 30.88 1 0 66 66 Compression Line 15 V Elem 59.00 9.63 1 0 88 88 Compression V Elem 59.00 11.38 1 0 88 88 Compression Line 16 16-1 L End 62.00 0.12 1 0 358 357 Compression - 16-1 R End 62.00 6.38 1 0 358 357 Compression - 16-2 L End 62.00 6.63 1 2020 182 1838 HDU5-SDS 4340 0.42 16-2 L End 62.00 6.63 1 -2020 303 2322 Compression 7012 0.33 16-2 R End 62.00 11.88 1 2020 182 1838 HDU5-SDS 4340 0.42 16-2 R End 62.00 11.88 1 -2020 303 2322 Compression 7012 0.33 16-3 L End 62.00 12.13 1 0 193 192 Compression - 16-3 R End 62.00 15.38 1 0 193 192 Compression - 16-4 L End 62.00 15.63 1 2020 182 1838 HDU5-SDS 4340 0.42 16-4 L End 62.00 15.63 1 -2020 303 2322 Compression 7012 0.33 16-4 R End 62.00 20.88 1 2020 182 1838 HDU5-SDS 4340 0.42 16-4 R End 62.00 20.88 1 -2020 303 2322 Compression 7012 0.33 16-5 L End 62.00 21.13 1 0 275 275 Compression - 16-5 R End 62.00 25.88 1 0 275 275 Compression - 16-6 L End 62.00 26.13 1 1617 182 1436 HDU5-SDS 4340 0.33 16-6 L End 62.00 26.13 1 -1617 303 1920 Compression 7012 0.27 16-6 R End 62.00 31.38 1 1617 182 1436 HDU5-SDS 4340 0.33 16-6 R End 62.00 31.38 1 -1617 303 1920 Compression 7012 0.27 16-7 L End 62.00 31.63 1 287 149 138 HDU5-SDS 4340 0.03 16-7 L End 62.00 31.63 1 -287 248 534 Compression 7012 0.08 16-7 R End 62.00 35.88 1 287 149 138 HDU5-SDS 4340 0.03 16-7 R End 62.00 35.88 1 -287 248 534 Compression 7012 0.08 Line A A-1 L End 0.12 0.00 1 335 182 154 HDU5-SDS 4340 0.04 A-1 L End 0.12 0.00 1 -335 303 638 Compression 7012 0.09 A-1 R End 5.38 0.00 1 335 182 154 HDU5-SDS 4340 0.04 A-1 R End 5.38 0.00 1 -335 303 638 Compression 7012 0.09 A-2 L End 5.63 0.00 1 0 303 302 Compression - A-2 R End 10.88 0.00 1 0 303 302 Compression - A-3 L End 11.13 0.00 1 992 198 794 HDU5-SDS 4340 0.18 A-3 L End 11.13 0.00 1 -992 330 1322 Compression 7012 0.19 A-3 R End 16.88 0.00 1 992 198 794 HDU5-SDS 4340 0.18 A-3 R End 16.88 0.00 1 -992 330 1322 Compression 7012 0.19 V Elem 17.13 0.00 1 0 110 110 Compression V Elem 18.88 0.00 1 0 110 110 Compression A-5 L End 19.12 0.00 1 978 198 780 HDU5-SDS 4340 0.18 A-5 L End 19.12 0.00 1 -978 330 1308 Compression 7012 0.19 A-5 R End 24.88 0.00 1 978 198 780 HDU5-SDS 4340 0.18 A-5 R End 24.88 0.00 1 -978 330 1308 Compression 7012 0.19 A-6 L End 25.13 0.00 1 0 523 522 Compression - A-6 R End 34.38 0.00 1 0 523 522 Compression - A-7 L End 34.63 0.00 1 384 182 202 HDU8-SDS 5820 0.03 A-7 L End 34.63 0.00 1 -384 303 686 Compression 7012 0.10 A-7 R End 39.88 0.00 1 384 182 202 HDU8-SDS 5820 0.03 A-7 R End 39.88 0.00 1 -384 303 686 Compression 7012 0.10 A-8 L End 40.12 0.00 1 0 275 275 Compression - A-8 R End 44.88 0.00 1 0 275 275 Compression - A-9 L End 45.13 0.00 1 1161 198 963 HDU8-SDS 5820 0.17 A-9 L End 45.13 0.00 1 -1161 330 1491 Compression 7012 0.21 A-9 R End 50.88 0.00 1 1161 198 963 HDU8-SDS 5820 0.17 A-9 R End 50.88 0.00 1 -1161 330 1491 Compression 7012 0.21 A-10 L End 51.13 0.00 1 0 605 605 Compression - A-10 R End 61.88 0.00 1 0 605 605 Compression - Line B B-1 L End 25.13 20.00 1 1621 224 1397 HDU5-SDS 4340 0.32 35 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Hold -Down and Compression Design (flexible wind design, continued) B-1 L End 25.13 20.00 1 -1621 374 1995 Compression 7012 0.28 B-1 R End 33.38 20.00 1 1621 224 1397 HDU5-SDS 4340 0.32 B-1 R End 33.38 20.00 1 -1621 374 1995 Compression 7012 0.28 B-2 L End 52.13 19.50 1 2468 264 2204 HDU5-SDS 4340 0.51 B-2 L End 52.13 19.50 1 -2468 440 2908 Compression 7012 0.41 B-2 R End 61.88 19.50 1 2468 264 2204 HDU5-SDS 4340 0.51 B-2 R End 61.88 19.50 1 -2468 440 2908 Compression 7012 0.41 Line C C-1 L End 25.13 25.00 1 1632 224 1408 HDU5-SDS 4340 0.32 C-1 L End 25.13 25.00 1 -1632 374 2006 Compression 7012 0.29 C-1 R End 33.38 25.00 1 1632 224 1408 HDU5-SDS 4340 0.32 C-1 R End 33.38 25.00 1 -1632 374 2006 Compression 7012 0.29 Line D D-1 L End 13.63 29.50 1 1455 317 1138 HDU5-SDS 4340 0.26 D-1 L End 13.63 29.50 1 -1455 528 1983 Compression 7012 0.28 D-1 R End 25.38 29.50 1 1455 317 1138 HDU5-SDS 4340 0.26 D-1 R End 25.38 29.50 1 -1455 528 1983 Compression 7012 0.28 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud pack that hold-down is attached to or which is applying compression force: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.3-8 ASCE 7 Low-rise: Windward corner(s) and Case A or 8 from Fig. 28.3-1 ASCE 7 Minimum loads (27.1.5 / 28.3.4): "Min" Tensile Hold-down or Compressive Stud Force - Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear- Overturning component = V x h /beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.60; h = wall height, beff = wall segment length - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead - Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD-factored overturning, dead and uplift forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down - Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap - Hold-downs: Allowable ASD tension load from database; Compression: allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: HDU5-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 14 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. HDU8-SDS2.5 for studs with thickness > 0'-Y and depth > U-3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt. Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Most severe of wind load cases is used for overturning calculation. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 36 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 COLLECTOR FORCES (flexible wind design) Level 1 Line- Wall Position on Wall or Opening Location [ft] Load X Y Case Drag Strut Force [Ibs] ---> <--- Strap/Blocking Force [Ibs] ---> <--- Line 1 1-1 Right Wall End 0.00 5.50 -413 413 1-3 Left Wall End 0.00 10.00 -820 820 1-3 Right Wall End 0.00 22.00 1182 -1182 1-5 Left Wall End 0.00 26.00 820 -820 1-5 Right Wall End 0.00 31.50 407 -407 Line 3 3-1 Right Wall End 20.00 16.00 1693 -1693 3-2 Left Wall End 20.00 20.50 1260 -1260 3-2 Right Wall End 20.00 29.50 626 -626 Line 4 4-1 Left Wall End 25.00 15.00 -784 784 4-1 Right Wall End 25.00 20.50 810 -810 Line 5 5-2 Left Wall End 33.50 15.00 -1169 1169 5-2 Right Wall End 33.50 25.00 857 -857 Line 8 8-2 Left Wall End 45.00 12.00 -1314 1314 8-2 Right Wall End 45.00 22.00 -673 673 8-3 Left Wall End 45.50 25.00 -1002 1002 8-3 Right Wall End 45.50 35.50 55 -55 Line 16 16-2 Left Wall End 62.00 6.50 -507 507 16-2 Right Wall End 62.00 12.00 27 -27 16-4 Left Wall End 62.00 15.50 -246 246 16-4 Right Wall End 62.00 21.00 288 -288 16-6 Left Wall End 62.00 26.00 -102 102 Line A A-1 Right Wall End 5.50 0.00 -16 16 A-3 Left Wall End 11.00 0.00 -191 191 A-3 Right Wall End 17.00 0.00 136 -136 A-5 Left Wall End 19.00 0.00 72 -72 A-5 Right Wall End 25.00 0.00 392 -392 A-7 Left Wall End 34.50 0.00 88 -88 A-7 Right Wall End 40.00 0.00 96 -96 A-9 Left Wall End 45.00 0.00 -64 64 A-9 Right Wall End 51.00 0.00 351 -351 Line B B-1 Left Wall End 25.00 20.00 -1373 1373 B-1 Right Wall End 33.50 20.00 -623 623 B-2 Left Wall End 52.00 19.50 -1639 1639 Line C C-1 Left Wall End 25.00 25.00 -494 494 C-1 Right Wall End 33.50 25.00 563 -563 Line D D-1 Left Wall End 13.50 29.50 -338 338 D-1 Right Wall End 25.50 29.50 915 -915 Legend. Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) Strap/Blocking Force - For FTAO walls, force transferred from above and below opening to shearwall pier. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 37 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 MWFRS DEFLECTION (flexible wind design) These deflections are used to determine shearwall stiffness for force distribution Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1 6 Both ExtS 15.5 5.50 11.00 16.5 .002 28.3 158 .020 .006 0.00 0.01 1-3 6 Both ExtS 257.4 12.00 11.00 16.5 .012 28.3 158 .020 .100 0.34 0.45 1-5 6 Both ExtS 15.5 5.50 11.00 16.5 .002 28.3 158 .020 .006 0.00 0.01 Line 3 3-1 3 Both 1S 202.1 16.00 11.00 16.5 .007 20.5 137 .013 .108 0.24 0.36 3-2 1 Both 1S 25.9 9.00 11.00 16.5 .002 42.1 137 .013 .007 0.36 0.37 Line 4 4-1 1 Both 1S 342.0 5.50 11.00 16.5 .033 42.1 137 .013 .089 0.85 0.97 Line 5 5-2 1 Both 1S 280.6 10.00 11.00 16.5 .015 42.1 137 .013 .073 0.43 0.51 Line 8 8-2 1 Both 1S 173.6 10.00 11.00 16.5 .009 42.1 137 .013 .045 0.38 0.44 8-3,1 5 Both 1S 210.2 10.50 11.00 16.5 .011 42.1 137 .013 .055 0.38 0.44 Line 16 16-2 1 Both ExtS 175.3 5.50 11.00 16.5 .017 42.1 137 .013 .046 0.72 0.78 16-4 1 Both ExtS 175.3 5.50 11.00 16.5 .017 42.1 137 .013 .046 0.72 0.78 16-6 3 Both ExtS 140.4 5.50 11.00 16.5 .014 20.5 137 .013 .075 0.69 0.78 16-7 8 Both ExtS 24.6 4.50 11.00 16.5 .003 11.7 129 .019 .023 0.75 0.78 Line A A-1 1 Both ExtS 29.1 5.50 11.00 16.5 .003 42.1 137 .013 .008 0.61 0.62 A-3 1 Both ExtS 86.5 6.00 11.00 16.5 .008 42.1 137 .013 .023 0.59 0.62 A-5 2 Both ExtS 85.2 6.00 11.00 16.5 .008 40.3 157 .016 .023 0.59 0.62 A-7 1 Both ExtS 33.3 5.50 11.00 16.5 .003 42.1 137 .013 .009 0.61 0.62 A-9 1 Both ExtS 101.1 6.00 11.00 16.5 .009 42.1 137 .013 .026 0.59 0.62 Line B B-1 4 Both 1S 143.0 8.50 11.00 16.5 .009 20.5 137 .013 .077 0.44 0.53 B-2 3 Both 1S 218.8 10.00 11.00 16.5 .012 20.5 137 .013 .117 0.40 0.53 Line C C-1 1 Both 1S 144.0 8.50 11.00 16.5 .009 42.1 137 .013 .038 0.44 0.49 Line D D-1,1 5 Both 1S 129.5 12.00 11.00 16.5 .006 42.1 137 .013 .034 0.30 0.34 Legend: Wall, segment- Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp - Wall design group, refer to Sheathing and Framing Materials tables. Dir- Force direction. Srf- Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v - ASD shear force per unit distance on wall segment. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b - Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h - Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Defl - Horizontal shear wall deflection due to given term: Bending = 8vhA3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)A2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = vw/ (vw/ Gvty + 0.75 en), from SDPWS Ex. C4.3.4-1. vw = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. an = Nail slip from Table C4.2.3D of form aVn"b for WSP, constant for other materials. Vn = Shear force per nail along panel edge at ASD capacity vw. Hold - Anchorage system (hold-down) = da x h / beff. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. bell = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) bell is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. Total Defl - Deflection from bending + shear + hold-down, as per Eqn. 4.3-2. For FTAO walls, the average of the values for the segments, as per APA T555. WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SERVICEABILITY DEFLECTION (flexible wind design) These deflections are used to determine story drift Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1 6 Both ExtS 292.2 5.50 11.00 16.5 .029 28.9 155 .019 .111 0.00 0.14 1-3 6 Both ExtS 0.0 12.00 11.00 16.5 - 28.9 - - - - 0.14 1-5 6 Both ExtS 292.2 5.50 11.00 16.5 .029 28.9 155 .019 .111 0.00 0.14 Line 3 3-1 3 Both 1S 207.3 16.00 11.00 16.5 .007 20.6 135 .012 .111 0.24 0.36 3-2 1 Both 1S 11.3 9.00 11.00 16.5 .001 42.7 135 .012 .003 0.36 0.36 Line 4 4-1 1 Both 1S 337.2 5.50 11.00 16.5 .033 42.7 135 .012 .087 0.84 0.96 Line 5 5-2 1 Both 1S 276.7 10.00 11.00 16.5 .015 42.7 135 .012 .071 0.42 0.51 Line 8 8-2 1 Both 1S 151.8 10.00 11.00 16.5 .008 42.7 135 .012 .039 0.39 0.44 8-3,1 5 Both 1S 225.7 10.50 11.00 16.5 .012 42.7 135 .012 .058 0.37 0.44 Line 16 16-2 1 Both ExtS 180.0 5.50 11.00 16.5 .018 42.7 135 .012 .046 0.71 0.78 16-4 1 Both ExtS 180.0 5.50 11.00 16.5 .018 42.7 135 .012 .046 0.71 0.78 16-6 3 Both ExtS 126.5 5.50 11.00 16.5 .012 20.6 135 .012 .067 0.70 0.78 16-7 8 Both ExtS 21.4 4.50 11.00 16.5 .003 11.9 127 .018 .020 0.75 0.78 Line A A-1 1 Both ExtS 20.8 5.50 11.00 16.5 .002 42.7 135 .012 .005 0.61 0.62 A-3 1 Both ExtS 89.9 6.00 11.00 16.5 .008 42.7 135 .012 .023 0.59 0.62 A-5 2 Both ExtS 82.5 6.00 11.00 16.5 .007 40.9 155 .015 .022 0.59 0.62 A-7 1 Both ExtS 25.5 5.50 11.00 16.5 .002 42.7 135 .012 .007 0.61 0.62 A-9 1 Both ExtS 110.5 6.00 11.00 16.5 .010 42.7 135 .012 .028 0.58 0.62 Line B B-1 4 Both 1S 135.8 8.50 11.00 16.5 .009 20.6 135 .012 .072 0.44 0.53 B-2 3 Both 1S 220.2 10.00 11.00 16.5 .012 20.6 135 .012 .117 0.40 0.53 Line C C-1 1 Both 1S 142.0 8.50 11.00 16.5 .009 42.7 135 .012 .037 0.44 0.48 Line D D-1,1 5 Both 1S 127.7 12.00 11.00 16.5 .006 42.7 135 .012 .033 0.30 0.34 Legend: Wall, segment- Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp - Wall design group, refer to Sheathing and Framing Materials tables. Dir- Force direction. Srf- Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 2.2, Figs. CC. 2-1 - CC. 2-4. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b - Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h - Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Deli - Horizontal shear wall deflection due to given term: Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j12 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = Factor x vw / (Factor x vw / Gvty + 0.75 en), adapted from SDPWS Ex. C4.3.4-1. Factor = Ps / Pm / 0.6 for WSP, 1.0 for other materials. vw = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. en = Nail slip from Table C4.2.3D of form aVn^b for WSP, constant for other materials. Ps = Serviceability wind pressure; Pm = MWFRS wind pressure. Vn = Serviceability force per nail along panel edge at ASD capacity = Factor x vw. Hold - Anchorage system (hold-down) = da x h / beff. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) beff is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. 39 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution Wall, segment Dir Hold- down Tensio force Ibs Vert. Displacement Manuf Add da in in in Slippage Vf da Ibs in Shrink +Extra in Comp. force Ibs Crush da in Total da in Horz Defl in Level 1 Line 1 1-1 Both HDU5-SDS -597 .000 .000 0.000 - - .000 79 0.00 0.00 0.00 1-3 Both HDU5-SDS 428 .066 .003 0.069 - - .283 1016 0.01 0.37 0.34 1-5 Both HDU5-SDS -597 .000 .000 0.000 - - .000 79 0.00 0.00 0.00 Line 3 3-1 Both HDU5-SDS 1851 .049 .002 0.051 - - .283 2985 0.01 0.35 0.24 3-2 Both HDU5-SDS 31 .001 .000 0.002 - - .283 575 0.00 0.29 0.36 Line 4 4-1 Both HDU5-SDS 3796 .101 .004 0.105 - - .283 4183 0.02 0.40 0.85 Line 5 5-2 Both HDU5-SDS 2902 .077 .003 0.080 - - .283 3606 0.01 0.38 0.43 Line 8 8-2 Both HDU5-SDS 1705 .045 .002 0.047 - - .283 2412 0.01 0.34 0.38 8-3,1 Both HDU5-SDS 2084 .055 .002 0.058 - - .283 2821 0.01 0.35 0.38 Line 16 16-2 Both HDU5-SDS 1834 .049 .002 0.051 - - .283 2318 0.01 0.34 0.72 16-4 Both HDU5-SDS 1834 .049 .002 0.051 - - .283 2318 0.01 0.34 0.72 16-6 Both HDU5-SDS 1434 .038 .002 0.040 - - .283 1917 0.01 0.33 0.69 16-7 Both HDU5-SDS 149 .004 .000 0.004 - - .283 562 0.00 0.29 0.75 Line A A-1 Both HDU5-SDS 154 .004 .000 0.004 - - .283 638 0.00 0.29 0.61 A-3 Both HDU5-SDS 794 .021 .001 0.022 - - .283 1322 0.01 0.31 0.59 A-5 Both HDU5-SDS 780 .021 .001 0.022 - - .283 1308 0.01 0.31 0.59 A-7 Both HDU8-SDS 202 .004 .000 0.004 - - .283 686 0.00 0.29 0.61 A-9 Both HDU8-SDS 963 .018 .001 0.019 - - .283 1491 0.01 0.31 0.59 Line B B-1 Both HDU5-SDS 1429 .037 .002 0.039 - - .283 2037 0.01 0.33 0.44 B-2 W->E HDU5-SDS 2181 .058 .003 0.061 - - .283 2879 0.01 0.36 0.40 E->W HDU5-SDS 2181 .058 .003 0.061 - - .283 2880 0.01 0.36 0.40 Line C C-1 Both HDU5-SDS 1408 .037 .002 0.039 - - .283 2006 0.01 0.33 0.44 Line D D-1,1 Both HDU5-SDS 1138 .030 .001 0.032 - - .283 1983 0.01 0.32 0.30 Legend: Wall, segment - Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir - Force direction Tens., Comp. force - Accumulated ASD hold-down tension force T and end stud compression force C from overturning, dead loads and wind uplift da - Vertical displacements due to the following components: Vert. Displacement - Elongation when slippage calculated separately, displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = TL / (Ab x Es) Ab = bolt cross -sectional area Es = steel modulus = 29000000 psi L=Lb -Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf/ (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T /number of fasteners Shrink + Extra - Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush - Deformation of bottom plate at compression end of wall segment =0.02"x(r/0.73,r<0.73,(1+(r-0.73)/0.27),0.73<r<1;2r113,r>11 r = fcp / Fcp ; Fcp' = Ct CM Fcp; fcp = C /A, A = cross sectional area of end studs Total da - Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl - Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h /bell x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) h and b are shown in Deflection table, beff in the Shear Wall Dimensions table W WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SERVICEABILITY HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for story drift Wall, segment Dir Hold- down Tensio force Ibs Vert. Displacement Manuf Add da in in in Slippage Vf da Ibs in Shrink +Extra in Comp. force Ibs Crush da in Total da in Horz Defl in Level 1 Line 1 1-1 Both HDU5-SDS -2096 .000 .000 0.000 - - .000 -1417 0.00 0.00 0.00 1-3 Both HDU5-SDS 1 .000 .000 0.000 - - .000 1 0.00 0.00 - 1-5 Both HDU5-SDS -2096 .000 .000 0.000 - - .000 -1417 0.00 0.00 0.00 Line 3 3-1 Both HDU5-SDS 1798 .048 .002 0.050 - - .283 2643 0.01 0.34 0.24 3-2 Both HDU5-SDS 84 .002 .000 0.002 - - .283 404 0.00 0.29 0.36 Line 4 4-1 Both HDU5-SDS 3743 .099 .004 0.104 - - .283 4030 0.02 0.40 0.84 Line 5 5-2 Both HDU5-SDS 2862 .076 .003 0.079 - - .283 3382 0.01 0.38 0.42 Line 8 8-2 Both HDU5-SDS 1851 .049 .002 0.051 - - .283 2377 0.01 0.34 0.39 8-3,1 Both HDU5-SDS 1896 .050 .002 0.052 - - .283 2439 0.01 0.35 0.37 Line 16 16-2 Both HDU5-SDS 1745 .046 .002 0.048 - - .283 2101 0.01 0.34 0.71 16-4 Both HDU5-SDS 1745 .046 .002 0.048 - - .283 2101 0.01 0.34 0.71 16-6 Both HDU5-SDS 1505 .040 .002 0.042 - - .283 1862 0.01 0.33 0.70 16-7 Both HDU5-SDS 193 .005 .000 0.005 - - .283 515 0.00 0.29 0.75 Line A A-1 Both HDU5-SDS 215 .006 .000 0.006 - - .283 573 0.00 0.29 0.61 A-3 Both HDU5-SDS 746 .020 .001 0.021 - - .283 1137 0.00 0.31 0.59 A-5 Both HDU5-SDS 780 .021 .001 0.022 - - .283 1171 0.00 0.31 0.59 A-7 Both HDU8-SDS 258 .005 .000 0.005 - - .283 616 0.00 0.29 0.61 A-9 Both HDU8-SDS 864 .016 .001 0.017 - - .283 1255 0.00 0.31 0.58 Line B B-1 Both HDU5-SDS 1510 .040 .002 0.042 - - .283 1969 0.01 0.33 0.44 B-2 Both HDU5-SDS 2069 .055 .002 0.057 - - .283 2580 0.01 0.35 0.40 Line C C-1 Both HDU5-SDS 1388 .037 .002 0.038 - - .283 1831 0.01 0.33 0.44 Line D D-1,1 Both HDU5-SDS 1123 .030 .001 0.031 - - .283 1748 0.01 0.32 0.30 Legend: Wall, segment - Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir - Force direction Tens., Comp. force - Accumulated hold-down tension force T and end stud compression force C from overturning, dead loads and wind uplift using load combination D + Wa from ASCE 7 CC.2.2 Wa = wind load based on serviceability wind speeds from ASCE 7 CC. 2.2, Figs. CC. 2-1 - CC. 2-4 da - Vertical displacements due to the following components: Vert. Displacement - Elongation when slippage calculated separately, displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = TL / (Ab x Es) Ab = bolt cross -sectional area Es = steel modulus = 29000000 psi L=Lb -Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf/ (270,000 D11.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T /number of fasteners Shrink + Extra - Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush - Deformation of bottom plate at compression end of wall segment =0.02"x(r/0.73,r<0.73,(1+(r-0.73)/0.27),0.73<r<1;2r13,r>11 r = fcp / Fcp ; Fcp' = Ct CM Fcp; fcp = C /A, A = cross sectional area of end studs Total da - Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl - Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h /bell x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) 41 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear Fx [Ibs] Shear Resistance [Ibs] Diaphragm Force [Ibs] [Ibs] [sq.ft] E-W N-S E-W N-S E-W N-S Fpx Design Fpx Design 1 78781 2232.0 8484 8484 40496 56716 11382 11382 11382 11382 All 78781 - 12120 12120 - - - - - - Legend: Mass - Sum of all generated and input building masses on level = wx in ASCE 7 Eqn. 12.8-12. Story Shear - Total ASD-factored shear force induced at level x from Eqn. 12.8-11. Shear Resistance - Lateral design strength of all shear -resisting elements on story, for use in weak story evaluation (4.1.8). Diaphragm Force - used by Shearwalls only for drag strut forces, as per Exception to 12.10.2.1. Fpx - Minimum ASD-factored force for diaphragm design from Eqns. 12.10-1, -2, and -3. Design = The greater of the story shear and Fpx + transfer forces from discontinuous shearlines, factored by overstrength (omega) as per 12.10.1.1. Omega = 2.5 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. W 1-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Pochincherla Residence remodel-Final.wsw WoodWorks® Shearwalls 2023 July 31, 2023 21:09:58 Level 1 of 1 rn as - an' r E-1 11 2502 LO � 3� 969 2515 A-2 3� G G, F 1 7. 35' R-2 cb h �jOO 9 C� N G'\ O� 1�� M 17 25' 7� �G R G B-1 N B-2 20' Cj 1 1 G�0 Q� �G0 coo 15 DQ) Ci N0 10, Co v �G LO 1h m 5 � ra .G �h i� A-3 A-4P 5 A-6 A-7 A-8 A-9 •� A-10 G 70(1'77 �,29569 }FQ6'10 �4 ,� 1 0� 10� 341 14 55 p1 5 96.911 1 1 1 1 111 TJ I I I I I I II I I I I I I I I I I I I II I I I I I I I I I TS 153.8 153.8 15 3 M63.8 53.8 153.8 174.2 167.4 153.8 153.8 153.8153.8147.1147.1 153.8 -10, -15' -5' 0' 5' 10, 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' — Factored shearline force (Ibs) LW Unfactored applied shear load (plf) Factored hold-down force (Ibs) {(S1 Unfactored dead load (plf,lbs) • C Factored compression force (Ibs) Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads: Seismic (Qe); Forces: 0.7E + 0.61D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0; Flexible distribution 0 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 SHEAR RESULTS (flexible seismic design) N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Ibs Ratio Line 1 Level 1 Lnl, Levl - Both - - 1748 - - - - - - 10353 - Wall 1-1 6 Both 48.7 - 268 1.0 1.0 0 450 - S 450 2476 0.11 Wall 1-3 6 Both 101.0 - 1212 1.0 1.0 0 450 - S 450 5402 0.22 Wall 1-5 6 Both 48.7 - 268 1.0 1.0 0 450 - S 450 2476 0.11 Line 3 Ln3, Levl - Both - - 1476 - - - - - - 14704 - Wall 3-1 3 Both 83.5 - 1335 1.0 1.0 0 588 - S 588 9410 0.14 Wall 3-2 1 Both 15.6 - 141 1.0 1.0 0 588 - S 588 5293 0.03 Line 4 Ln4, Levl - Both - - 814 - - - - - - 3235 - Wall 4-1 1 Both 148.0 - 814 1.0 1.0 0 588 - S 588 3235 0.25 Wall 4-2 7^ S->N 0.0 - 0 - 1.0 - 0 - - - - W 7^ N->S 0.0 - 0 - 1.0 - 0 - - - - Line 5 Ln5, Levl - Both - - 1194 - - - - - - 5881 - Wall 5-1 7^ S->N 0.0 - 0 - 1.0 - 0 - - - - W 7^ N->S 0.0 - 0 - 1.0 - 0 - - - - Wall 5-2 1 Both 119.4 - 1194 1.0 1.0 0 588 - S 588 5881 0.20 Line 8 Ln8, Levl - Both - - 1650 - - - - - - 12057 - Wall 8-1 7^ S->N 0.0 - 0 - 1.0 - 0 - - - - W 7^ N->S 0.0 - 0 - 1.0 - 0 - - - - Wall 8-2 1 Both 70.5 - 705 1.0 1.0 0 588 - S 588 5881 0.12 Wall 8-3 5 Both 90.0 - 945 - 1.0 - 588 - 588 6175 0.15 Line 16 Lnl6, Levl - Both - - 1603 - - - - - - 10486 - Wall 16-2 1 Both 99.7 - 548 1.0 1.0 0 588 - S 588 3235 0.17 Wall 16-4 1 Both 99.7 - 548 1.0 1.0 0 588 - S 588 3235 0.17 Wall 16-6 3 Both 79.7 - 438 1.0 1.0 0 588 - S 588 3235 0.14 Wall 16-7 8^ Both 15.2 - 68 .94 .94 0 184 - S 174 782 0.09 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax/vft V Ibs Int Ext Int Ext Co C Cmb V Flbsl Ratio Line A Level 1 LnA, Levl - Both - - 2498 - - - - - - 17559 - Wall A-1 1 Both 56.3 - 310 1.0 1.0 0 588 - S 588 3235 0.10 Wall A-3 1 Both 97.5 - 585 1.0 1.0 0 588 - S 588 3529 0.17 Wall A-5 2^ Both 96.2 - 577 1.0 1.0 0 672 - S 672 4032 0.14 Wall A-7 1 Both 64.6 - 355 1.0 1.0 0 588 - S 588 3235 0.11 Wall A-9 1 Both 111.8 - 671 1.0 1.0 0 588 - S 588 3529 0.19 Line B LnB, Levl - Both - - 2515 - - - - - - 10881 - Wall B-1 4^ Both 107.3 - 912 1.0 1.0 0 588 - S 588 4999 0.18 Wall B-2 3^ Both 160.3 - 1603 1.0 1.0 0 588 - S 588 5881 0.27 Line C LnC, Levl - Both - - 969 - - - - - - 4999 - Wall C-1 1 Both 114.0 - 969 1.0 1.0 0 588 - S 588 4999 0.19 Line D LnD, Levl - Both - - 2502 - - - - - - 7058 - Wall D-1 5^ Both 208.5 - 2502 - 1.0 - 588 - 588 7058 0.35 Legend., W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD-factored shear force per unit length of full -height sheathing (FHS) vmax/vft - Perforated walls: Collector and in -plane anchorage force as per SDPWS eqn. 4.3-9 = V/FHS/Co. FHS is factored for narrow segments as per 4.3.3.4 FTAO walls: Shear force in piers above and below either openings or piers beside opening(s). Aspect ratio factor does not apply to these piers. V - ASD factored shear force. For shearline: total shearline force. For wall. total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.5.3. For segment or FTAO pier: Aspect Ratio Factor from SDPWS 4.3.3.2. For perforated wall: Either Cub or sum bi / FHS, where bi is segment length adjusted per SDPWS 4.3.3.4. Int, Ext - Nominal unit shear capacity of interior and exterior sheathing, factored by Table 4.3-1 Note 3 for framing specific gravity and Note 10 for presence of hold-downs. For wall segments, also include unblocked factor Cub and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-6. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using Eqns. 4.3-3,-4. M WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Hold -Down and Compression Design (flexible seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Tensile Hold-down or Compressive Stud Force [Ibs] Shear Dead Ev Cmb'd Hold-down Cap Ibs Crit Resp. Line 1 1-1 L End 0.00 0.12 562 182 42 422 HDU5-SDS 4340 0.10 1-1 L End 0.00 0.12 -561 303 42 906 Compression 7012 0.13 1-1 R End 0.00 5.38 562 182 42 422 HDU5-SDS 4340 0.10 1-1 R End 0.00 5.38 -561 303 42 906 Compression 7012 0.13 1-2 L End 0.00 5.63 0 248 35 282 Compression - 1-2 R End 0.00 9.87 0 248 35 282 Compression - 1-3 L End 0.00 10.13 1134 396 92 831 HDU5-SDS 4340 0.19 1-3 L End 0.00 10.13 -1134 660 92 1887 Compression 7012 0.27 1-3 R End 0.00 21.88 1134 396 92 831 HDU5-SDS 4340 0.19 1-3 R End 0.00 21.88 -1134 660 92 1887 Compression 7012 0.27 1-4 L End 0.00 22.13 0 220 31 251 Compression - 1-4 R End 0.00 25.88 0 220 31 251 Compression - 1-5 L End 0.00 26.13 562 182 42 422 HDU5-SDS 4340 0.10 1-5 L End 0.00 26.13 -561 303 42 906 Compression 7012 0.13 1-5 R End 0.00 31.38 562 182 42 422 HDU5-SDS 4340 0.10 1-5 R End 0.00 31.38 -561 303 42 906 Compression 7012 0.13 1-6 L End 0.00 31.63 0 248 35 282 Compression - 1-6 R End 0.00 35.88 0 248 35 282 Compression - Line 2 V Elem 13.50 29.13 0 132 18 150 Compression V Elem 13.50 31.88 0 132 18 150 Compression Line 3 3-1 L End 20.00 0.12 933 422 99 609 HDU5-SDS 4340 0.14 3-1 L End 20.00 0.12 -932 704 99 1735 Compression 7012 0.25 3-1 R End 20.00 15.88 933 422 99 609 HDU5-SDS 4340 0.14 3-1 R End 20.00 15.88 -932 704 99 1735 Compression 7012 0.25 3-2 L End 20.00 20.63 -177 396 55 628 Compression 7012 0.09 3-2 R End 20.00 29.38 -177 396 55 628 Compression 7012 0.09 Line 4 4-1 L End 25.00 15.13 1705 145 34 1594 HDU5-SDS 4340 0.37 4-1 L End 25.00 15.13 -1705 242 34 1981 Compression 7012 0.28 4-1 R End 25.00 20.37 1705 145 34 1594 HDU5-SDS 4340 0.37 4-1 R End 25.00 20.37 -1705 242 34 1981 Compression 7012 0.28 V Elem 25.00 29.63 0 132 18 150 Compression V Elem 25.00 32.38 0 132 18 150 Compression Line 5 V Elem 34.00 12.13 0 66 9 75 Compression V Elem 34.00 13.38 0 66 9 75 Compression 5-2 L End 33.50 15.13 1347 264 62 1144 HDU5-SDS 4340 0.26 5-2 L End 33.50 15.13 -1347 440 62 1848 Compression 7012 0.26 5-2 R End 33.50 24.88 1347 264 62 1144 HDU5-SDS 4340 0.26 5-2 R End 33.50 24.88 -1347 440 62 1848 Compression 7012 0.26 Line 6 V Elem 35.50 3.13 0 66 9 75 Compression V Elem 35.50 4.38 0 66 9 75 Compression Line 7 V Elem 40.50 9.63 0 66 9 75 Compression V Elem 40.50 10.88 0 66 9 75 Compression Line 8 V Elem 45.00 8.62 0 66 9 75 Compression V Elem 45.00 9.87 0 66 9 75 Compression 8-2 L End 45.00 12.13 795 264 62 593 HDU5-SDS 4340 0.14 8-2 L End 45.00 12.13 -795 440 62 1296 Compression 7012 0.18 8-2 R End 45.00 21.88 795 264 62 593 HDU5-SDS 4340 0.14 8-2 R End 45.00 21.88 -795 440 62 1296 Compression 7012 0.18 8-3 L End 45.50 25.13 1014 277 65 802 HDU5-SDS 4340 0.18 8-3 L End 45.50 25.13 -1014 462 65 1541 Compression 7012 0.22 8-3 R End 45.50 35.38 1014 277 65 802 HDU5-SDS 4340 0.18 8-3 R End 45.50 35.38 -1014 462 65 1541 Compression 7012 0.22 Line 9 V Elem 50.00 9.63 0 66 9 75 Compression V Elem 50.00 10.88 0 66 9 75 Compression V Elem 49.50 13.63 0 66 9 75 Compression V Elem 49.50 14.88 0 66 9 75 Compression Line 10 V Elem 51.00 1.13 0 66 9 75 Compression V Elem 51.00 2.38 0 66 9 75 Compression 45 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Hold -Down and Compression Design (flexible seismic design, continued) Line 11 V Elem 52.00 27.63 0 66 9 75 Compression V Elem 52.00 28.88 0 66 9 75 Compression Line 12 V Elem 53.00 28.63 0 66 9 75 Compression V Elem 53.00 29.88 0 66 9 75 Compression Line 13 V Elem 55.00 12.63 0 66 9 75 Compression V Elem 55.00 13.88 0 66 9 75 Compression Line 14 V Elem 57.00 6.63 0 88 12 100 Compression V Elem 57.00 8.38 0 88 12 100 Compression V Elem 57.00 22.63 0 66 9 75 Compression V Elem 57.00 23.88 0 66 9 75 Compression V Elem 57.00 29.63 0 66 9 75 Compression V Elem 57.00 30.88 0 66 9 75 Compression Line 15 V Elem 59.00 9.63 0 88 12 100 Compression V Elem 59.00 11.38 0 88 12 100 Compression Line 16 16-1 L End 62.00 0.12 0 358 50 407 Compression - 16-1 R End 62.00 6.38 0 358 50 407 Compression - 16-2 L End 62.00 6.63 1149 182 42 1010 HDU5-SDS 4340 0.23 16-2 L End 62.00 6.63 -1149 303 42 1494 Compression 7012 0.21 16-2 R End 62.00 11.88 1149 182 42 1010 HDU5-SDS 4340 0.23 16-2 R End 62.00 11.88 -1149 303 42 1494 Compression 7012 0.21 16-3 L End 62.00 12.13 0 193 27 219 Compression - 16-3 R End 62.00 15.38 0 193 27 219 Compression - 16-4 L End 62.00 15.63 1149 182 42 1010 HDU5-SDS 4340 0.23 16-4 L End 62.00 15.63 -1149 303 42 1494 Compression 7012 0.21 16-4 R End 62.00 20.88 1149 182 42 1010 HDU5-SDS 4340 0.23 16-4 R End 62.00 20.88 -1149 303 42 1494 Compression 7012 0.21 16-5 L End 62.00 21.13 0 275 39 313 Compression - 16-5 R End 62.00 25.88 0 275 39 313 Compression - 16-6 L End 62.00 26.13 918 182 42 779 HDU5-SDS 4340 0.18 16-6 L End 62.00 26.13 -918 303 42 1263 Compression 7012 0.18 16-6 R End 62.00 31.38 918 182 42 779 HDU5-SDS 4340 0.18 16-6 R End 62.00 31.38 -918 303 42 1263 Compression 7012 0.18 16-7 L End 62.00 31.63 177 149 35 63 HDU5-SDS 4340 0.01 16-7 L End 62.00 31.63 -176 248 35 459 Compression 7012 0.07 16-7 R End 62.00 35.88 177 149 35 63 HDU5-SDS 4340 0.01 16-7 R End 62.00 35.88 -176 248 35 459 Compression 7012 0.07 Line A A-1 L End 0.12 0.00 649 182 42 510 HDU5-SDS 4340 0.12 A-1 L End 0.12 0.00 -649 303 42 994 Compression 7012 0.14 A-1 R End 5.38 0.00 649 182 42 510 HDU5-SDS 4340 0.12 A-1 R End 5.38 0.00 -649 303 42 994 Compression 7012 0.14 A-2 L End 5.63 0.00 0 303 42 345 Compression - A-2 R End 10.88 0.00 0 303 42 345 Compression - A-3 L End 11.13 0.00 1119 198 46 967 HDU5-SDS 4340 0.22 A-3 L End 11.13 0.00 -1119 330 46 1495 Compression 7012 0.21 A-3 R End 16.88 0.00 1119 198 46 967 HDU5-SDS 4340 0.22 A-3 R End 16.88 0.00 -1119 330 46 1495 Compression 7012 0.21 V Elem 17.13 0.00 0 110 15 125 Compression V Elem 18.88 0.00 0 110 15 125 Compression A-5 L End 19.12 0.00 1104 198 46 953 HDU5-SDS 4340 0.22 A-5 L End 19.12 0.00 -1104 330 46 1481 Compression 7012 0.21 A-5 R End 24.88 0.00 1104 198 46 953 HDU5-SDS 4340 0.22 A-5 R End 24.88 0.00 -1104 330 46 1481 Compression 7012 0.21 A-6 L End 25.13 0.00 0 523 73 596 Compression - A-6 R End 34.38 0.00 0 523 73 596 Compression - A-7 L End 34.63 0.00 745 182 42 606 HDU8-SDS 5820 0.10 A-7 L End 34.63 0.00 -745 303 42 1090 Compression 7012 0.16 A-7 R End 39.88 0.00 745 182 42 606 HDU8-SDS 5820 0.10 A-7 R End 39.88 0.00 -745 303 42 1090 Compression 7012 0.16 A-8 L End 40.12 0.00 0 275 39 313 Compression - A-8 R End 44.88 0.00 0 275 39 313 Compression - A-9 L End 45.13 0.00 1283 198 46 1131 HDU8-SDS 5820 0.19 A-9 L End 45.13 0.00 -1283 330 46 1659 Compression 7012 0.24 A-9 R End 50.88 0.00 1283 198 46 1131 HDU8-SDS 5820 0.19 A-9 R End 50.88 0.00 -1283 330 46 1659 Compression 7012 0.24 A-10 L End 51.13 0.00 0 605 85 690 Compression - A-10 R End 61.88 0.00 0 605 85 690 Compression - IM WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 Hold -Down and Compression Design (flexible seismic design, continued) Line B 3-1 L End 25.13 20.00 1216 224 52 1044 HDU5-SDS 4340 0.24 B-1 L End 25.13 20.00 -1216 374 52 1642 Compression 7012 0.23 B-1 R End 33.38 20.00 1216 224 52 1044 HDU5-SDS 4340 0.24 B-1 R End 33.38 20.00 -1216 374 52 1642 Compression 7012 0.23 B-2 L End 52.13 19.50 1808 264 62 1606 HDU5-SDS 4340 0.37 B-2 L End 52.13 19.50 -1808 440 62 2310 Compression 7012 0.33 B-2 R End 61.88 19.50 1808 264 62 1606 HDU5-SDS 4340 0.37 B-2 R End 61.88 19.50 -1808 440 62 2310 Compression 7012 0.33 Line C C-1 L End 25.13 25.00 1292 224 52 1120 HDU5-SDS 4340 0.26 C-1 L End 25.13 25.00 -1292 374 52 1718 Compression 7012 0.24 C-1 R End 33.38 25.00 1292 224 52 1120 HDU5-SDS 4340 0.26 C-1 R End 33.38 25.00 -1292 374 52 1718 Compression 7012 0.24 Line D D-1 L End 13.63 29.50 2343 317 74 2100 HDU5-SDS 4340 0.48 D-1 L End 13.63 29.50 -2342 528 74 2944 Compression 7012 0.42 D-1 R End 25.38 29.50 2343 317 74 2100 HDU5-SDS 4340 0.48 D-1 R End 25.38 29.50 -2342 528 74 2944 Compression 7012 0.42 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud pack that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n t @ Op n - Uplift force t at opening n from offset opening in perforated wall above, from SDPWS 4.3.6.4.2.1 Location - Co-ordinates in Plan View Tensile Hold-down or Compressive Stud Force - Upwards force on hold-down at one end of the wall or downward force on bottom plate under studs at the other end, for each force direction. Includes forces transferred from upper levels. Shear- Overturning component = V x h / beff from SDPWS Eqn. 4.3-7; V = force on segment, ASD-factored by 0.70; h = wall height, beff = wall segment length - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width). For perforated walls = V x h / Co sum (bi) from SDPWS Eqn. 4.3-8. Dead - Dead load resisting component, factored for ASD by 0.60 for tension and 1.0 for compression Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2 Sds x ASD factor x unfactored D = 0.233 SDS x factored D. Refer to Seismic Information table for more details. CmbV - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t from perforated walls from SDPWS 4.3.6.4.2.1 when openings are staggered. Hold-down - Device model number from hold-down database; "Compression" for bearing of end stud pack on bottom plate Cap - Hold-downs: Allowable ASD tension load from database; Compression: Allowable ASD bearing force = Ct CM Cb Fcp A; A = cross sectional area of end studs. Refer to Framing materials table for details. Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: HDU5-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 14 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. HDU8-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 20 1/4" x 2.5" SDS heavy-duty screws; 7/8" anchor bolt. Combined force from ASCE 7 2.4.1 load combination 10 = - (0.6D - 0.7Ev + 0.7Eh); Eh (from 12.4.2.1) _ - shear overturning force Refer to the Shear Line Dimensions table for wall height h, effective segment length beff and perforated wall adjusted sum of bi, to the Story Table for joist depth, and to the Shear Results table for perforated factor Co. Designer is responsible for design of connection from wall to floor or foundation for shear force shown in Shear Results table. Refer to SDPWS 4.3.6.4.3 for foundation anchor bolt requirements. 47 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 COLLECTOR FORCES (flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] ---> <--- Strap/Blocking Force [Ibs] ---> <--- Line 1 Shearline force 2345 2345 1-1 Right Wall End 0.00 5.50 1 -1 1-3 Left Wall End 0.00 10.00 -292 292 1-3 Right Wall End 0.00 22.00 552 -552 1-5 Left Wall End 0.00 26.00 292 -292 1-5 Right Wall End 0.00 31.50 293 -293 Line 3 Shearline force 1980 1980 3-1 Right Wall End 20.00 16.00 911 -911 3-2 Left Wall End 20.00 20.50 664 -664 3-2 Right Wall End 20.00 29.50 357 -357 Line 4 Shearline force 1092 1092 4-1 Left Wall End 25.00 15.00 -455 455 4-1 Right Wall End 25.00 20.50 470 -470 Line 5 Shearline force 1601 1601 5-2 Left Wall End 33.50 15.00 -667 667 5-2 Right Wall End 33.50 25.00 489 -489 Line 8 Shearline force 2213 2213 8-2 Left Wall End 45.00 12.00 -738 738 8-2 Right Wall End 45.00 22.00 -407 407 8-3 Left Wall End 45.50 25.00 -592 592 8-3 Right Wall End 45.50 35.50 31 -31 Line 16 Shearline force 2151 2151 16-2 Left Wall End 62.00 6.50 -388 388 16-2 Right Wall End 62.00 12.00 19 -19 16-4 Left Wall End 62.00 15.50 -190 190 16-4 Right Wall End 62.00 21.00 217 -217 16-6 Left Wall End 62.00 26.00 -82 82 Line A Shearline force 3352 3352 A-1 Right Wall End 5.50 0.00 118 -118 A-3 Left Wall End 11.00 0.00 -179 179 A-3 Right Wall End 17.00 0.00 281 -281 A-5 Left Wall End 19.00 0.00 173 -173 A-5 Right Wall End 25.00 0.00 624 -624 A-7 Left Wall End 34.50 0.00 110 -110 A-7 Right Wall End 40.00 0.00 290 -290 A-9 Left Wall End 45.00 0.00 19 -19 A-9 Right Wall End 51.00 0.00 595 -595 Line B Shearline force 3374 3374 B-1 Left Wall End 25.00 20.00 -1360 1360 B-1 Right Wall End 33.50 20.00 -599 599 B-2 Left Wall End 52.00 19.50 -1606 1606 Line C Shearline force 1300 1300 C-1 Left Wall End 25.00 25.00 -524 524 C-1 Right Wall End 33.50 25.00 598 -598 Line D Shearline force 3357 3357 D-1 Left Wall End 13.50 29.50 -731 731 D-1 Right Wall End 25.50 29.50 1976 -1976 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer element at openings, gaps, or changes in design shear along shearline. + : tension; - : compression. Based on ASD-factored shearline force shown. For SDC C-F, it is the greater of the design shearline force and the diaphragm force Fox, added to shearline force from story above and to forces transferred from discontinuous shearlines factored by overstrength (omega) as per 12.10.1.1. Refer to Seismic Information table for diaphragm forces and omega factor. For SDC D-F, if horizontal torsional irregularities 2, 3, or 4 are input, or vertical irregularity 4 detected or input, 25% increase from 12.3.3.4 applied. For perforated walls, this force is converted to vmax using 4.3.6.4.1.1. M WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 DEFLECTION (flexible seismic design) Wall, segment W Gp Dir Srf v If b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear DO in Hold Defl in Total Defl in Level 1 Line 1 1-1 6 Both ExtS 69.6 5.50 11.00 16.5 .007 28.3 158 .020 .027 0.64 0.67 1-3 6 Both ExtS 144.2 12.00 11.00 16.5 .006 28.3 158 .020 .056 0.30 0.37 1-5 6 Both ExtS 69.6 5.50 11.00 16.5 .007 28.3 158 .020 .027 0.64 0.67 Line 3 3-1 3 Both 1S 119.2 16.00 11.00 16.5 .004 20.5 137 .013 .064 0.22 0.29 3-2 1 Both 1S 22.3 9.00 11.00 16.5 .001 42.1 137 .013 .006 0.00 0.01 Line 4 4-1 1 Both 1S 211.4 5.50 11.00 16.5 .021 42.1 137 .013 .055 0.74 0.82 Line 5 5-2 1 Both 1S 170.5 10.00 11.00 16.5 .009 42.1 137 .013 .045 0.38 0.43 Line 8 8-2 1 Both 1S 100.7 10.00 11.00 16.5 .005 42.1 137 .013 .026 0.35 0.39 8-3,1 5 Both 1S 128.6 10.50 11.00 16.5 .007 42.1 137 .013 .034 0.35 0.39 Line 16 16-2 1 Both ExtS 142.4 5.50 11.00 16.5 .014 42.1 137 .013 .037 0.69 0.74 16-4 1 Both ExtS 142.4 5.50 11.00 16.5 .014 42.1 137 .013 .037 0.69 0.74 16-6 3 Both ExtS 113.8 5.50 11.00 16.5 .011 20.5 137 .013 .061 0.67 0.74 16-7 8 Both ExtS 21.7 4.50 11.00 16.5 .003 11.7 129 .019 .020 0.75 0.77 Line A A-1 1 Both ExtS 80.5 5.50 11.00 16.5 .008 42.1 137 .013 .021 0.65 0.68 A-3 1 Both ExtS 139.3 6.00 11.00 16.5 .012 42.1 137 .013 .036 0.63 0.68 A-5 2 Both ExtS 137.5 6.00 11.00 16.5 .012 40.3 157 .016 .038 0.63 0.68 A-7 1 Both ExtS 92.3 5.50 11.00 16.5 .009 42.1 137 .013 .024 0.64 0.68 A-9 1 Both ExtS 159.7 6.00 11.00 16.5 .014 42.1 137 .013 .042 0.62 0.68 Line B B-1 4 Both 1S 153.3 8.50 11.00 16.5 .010 20.5 137 .013 .082 0.44 0.54 B-2 3 Both 1S 229.0 10.00 11.00 16.5 .012 20.5 137 .013 .123 0.40 0.54 Line C C-1 1 Both 1S 162.9 8.50 11.00 16.5 .010 42.1 137 .013 .043 0.45 0.50 Line D D-1,1 5 Both 1S 1 297.9 12.00 11.00 16.5 .013 42.1 137 .013 .078 0.36 0.45 Legend: Wall, segment - Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B. W Gp - Wall design group, refer to Sheathing and Framing Materials tables. Dir - Force direction. Srf - Wall surface = Int(erior) or Ext(erior) for perimeter walls, 1 or 2 for interior partitions; Comb = Combined v and Ga for identical materials on each side; S = Ga from side with stronger shear resistance; W = 2 x Ga of weaker side. v - Unfactored (strength -level) shear force per unit distance on wall segment = ASD force / 0.70, as per ASCE 7 12.8.6,. Unblocked walls = v / Cub as per SDPWS 4.3.4.3, Cub = Unblocked factor from 4.3.5.3, shown in the Shear Results table. Perforated walls = vmax from Eqn. 4.3-9, as per 4.3.4.2. FTAO walls = Unit shear force in pier beside opening(s). b - Wall or segment length. Segmented wall or FTAO wall segments = Width of wall segment between openings. Perforated wall = Sum of FHS segments, modified as in 4.3.3.4 per 4.3.4.2. FTAO wall = Length of wall including openings. h - Wall height. FTAO piers = Distance from bottom of opening to top of wall; for end segments, results using that distance and the wall height are averaged. Dell - Horizontal shear wall deflection due to given term: Bending = 8vh^3 / EAb; A = Effective cross sectional area of segment end stud(s), E = stud mod. of elasticity in Framing Materials table For i studs at one end and j at the other, A = 2 (i^2 j + j^2 i) / (i + j)^2 x area of one stud, based on Ex. C4.3.4-3 Shear = vh / 1000 Ga; Ga = 1.4 vs / (1.4 vs / Gvty + 0.75 en) from SDPWS Eqn. C4.2.3-3. vs = ASD sheathing capacity. Gvtv = Shear stiffness from C4.3.4, shown in Sheathing Materials table. en = Nail slip from Table C4.2.3D, of form aVn^b for WSP, constant for other materials. Vn = Strength -level shear force per nail along panel edge at ASD capacity = 1.4 vs. Hold - Anchorage system (hold-down) = da x h / bell. da = Vertical hold-down displacement; refer to Hold-down Displacement table for components. beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) beff is given in the Shear Wall Dimensions table. For FTAO walls, hold-down device at end of wall is applied to all segments, as per APA T555. Total Dell - Deflection from bending + shear + hold-down, as per Eqn. 4.3-2. For FTAO walls, the average of the values for the segments, as per APA T W WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall, segment Dir Hold- down Tensio force Ibs Vert. Displacement Manuf Add da in in in Slippage Vf da Ibs in Shrink +Extra in Comp. force Ibs Crush da in Total da in Horz Defl in Level 1 Line 1 1-1 Both HDU5-SDS 591 .015 .001 0.016 - - .283 1286 0.01 0.30 0.64 1-3 Both HDU5-SDS 1158 .030 .001 0.032 - - .283 2676 0.01 0.33 0.30 1-5 Both HDU5-SDS 591 .015 .001 0.016 - - .283 1286 0.01 0.30 0.64 Line 3 3-1 Both HDU5-SDS 839 .022 .001 0.023 - - .283 2459 0.01 0.32 0.22 3-2 Both HDU5-SDS -25 .000 .000 0.000 - - .000 886 0.00 0.00 0.00 Line 4 4-1 Both HDU5-SDS 2267 .058 .003 0.061 - - .283 2824 0.01 0.36 0.74 Line 5 5-2 Both HDU5-SDS 1616 .042 .002 0.044 - - .283 2628 0.01 0.34 0.38 Line 8 8-2 Both HDU5-SDS 828 .022 .001 0.023 - - .283 1840 0.01 0.31 0.35 8-3,1 Both HDU5-SDS 1125 .029 .001 0.031 - - .283 2188 0.01 0.32 0.35 Line 16 16-2 Both HDU5-SDS 1430 .037 .002 0.038 - - .283 2125 0.01 0.33 0.69 16-4 Both HDU5-SDS 1430 .037 .002 0.038 - - .283 2125 0.01 0.33 0.69 16-6 Both HDU5-SDS 1100 .028 .001 0.030 - - .283 1796 0.01 0.32 0.67 16-7 Both HDU5-SDS 79 .002 .000 0.002 - - .283 648 0.00 0.29 0.75 Line A A-1 Both HDU5-SDS 716 .019 .001 0.019 - - .283 1412 0.01 0.31 0.65 A-3 Both HDU5-SDS 1367 .035 .002 0.037 - - .283 2126 0.01 0.33 0.63 A-5 Both HDU5-SDS 1347 .035 .002 0.036 - - .283 2106 0.01 0.33 0.63 A-7 Both HDU8-SDS 852 .017 .001 0.017 - - .283 1548 0.01 0.31 0.64 A-9 Both HDU8-SDS 1602 .031 .001 0.032 - - .283 2361 0.01 0.32 0.62 Line B B-1 Both HDU5-SDS 1475 .038 .002 0.040 - - .283 2335 0.01 0.33 0.44 B-2 Both HDU5-SDS 2275 .058 .003 0.061 - - .283 3287 0.01 0.36 0.40 Line C C-1 Both HDU5-SDS 1584 .041 .002 0.043 - - .283 2444 0.01 0.34 0.45 Line D D-1,1 Both HDU5-SDS 2977 .076 .004 0.080 - - .283 4191 0.02 0.38 0.36 Legend: Wall, segment - Wall and segment between openings, e.g. B-3,2 = second segment on Wall 3 on Shearline B Dir- Force direction Tens., Comp. force - Accumulated strength -level hold-down tension force T and end compression force C from overturning, dead loads and vertical earthquake loads da - Vertical displacements due to the following components: Vert. Displacement - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add -Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = TL / (Ab x Es ) Ab = bolt cross -sectional area Es = steel modulus = 29000000 psi L=Lb -Lh Lb = Total bolt length shown in Storey Information table Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Nails = en from SDPWS Table C4.2.3D using values for wood structural panels Bolts = Vf/ (270,000 D^1.5) (NDS 11.3.6); D = bolt diameter, Vf = Tension force T /number of fasteners Shrink + Extra - Wood shrinkage plus extra displacement due to mis-cuts, gaps, etc. Shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Length between anchor bolt fasteners subject to perp-to-grain shrinkage; see Story Information table Crush - Deformation of bottom plate at compression end of wall segment =0.02"x(r/0.73,r<0.73,(1+(r-0.73)/0.27),0.73<r<1;2r113,r>11 r = fcp / Fcp ; Fcp' = Ct CM Fcp; fcp = C /A, A = cross sectional area of end studs Total da - Vert. Displacement + Slippage + Shrink + Crush + Extra Horz Defl - Anchorage deflection term in SDPWS Eqn. C.4.3.4-1 = h / bell x da h = Wall height. For end segments in FTAO walls, h is the average of the wall height and the distance from the bottom of opening to top of wall beff = Effective wall segment length = b - (tension stud pack width + hold-down anchor bolt offset) - (1/2 compression stud pack width) h and b are shown in Deflection table, beff in the Shear Wall Dimensions table 50 WoodWorks® Shearwalls Pochincherla Residence remodel-Final.wsw Jul. 31, 2023 21:14:19 STORY DRIFT (flexible seismic design) Wall Actual Story Drift (in) Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio ft dxe dx of Mass dxe dx ft in Max C of M 1 11.00 11.00 3.30 N<->S 0.77 16 1.00 31.11 0.00 0.00 0.30 0.00 E<->Wl 0.68 A 1.00 18.42 0.54 1.041 0.30 0.31 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eqn 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eqn 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 51 Project: Pochincherla Residence Remodel Beam ID: RB-01 Description: Roof Beams Date: 7/14/23 Prepared by: HK Selection 5-1/8x 16-1/2 GLB 24F-V4 DF/DF Lu = 3.0 Ft Min Bearing Area R1= 10.3 in R2= 10.3 in (1.5) DL Defl= 0.27 in 0.40 in Data Beam Span 17.0 Reaction 1 LL 6720 # Reaction 2 LL 3910 # Beam Wt per ft 20.55 Reaction 1 TL 6720 # Reaction 2 TL 3910 # Bm Wt Included 349 Maximum V 6720 # Max Moment 28559 Max V (Reduced) 5633 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 393 LL Actual Defl L / 816 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 232.55 84.56 0.52 0.25 Critical 144.33 35.20 0.85 0.57 Status OK OK OK OK Ratio 62% 42% 61 % 44% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2374 240 1.8 650 Adjustments Cv Volume 0.989 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9946 Rb = 6.83 Le = 6.18 Ft Loads Uniform TL: 770 = A Uniform LL: 460 52 Project: Pochincherla Residence Remodel Beam ID: RB02 Description: Roof Beams Date: 7/14/23 Prepared by: HK Selection 5-1/4x 9-1/4 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 0.5 in2 R2= 0.5 in2 (1.5) DL Defl= 0.02 in Data Beam Span 10.0 Reaction 1 LL 366 # Reaction 2 LL 175 # Beam Wt per ft 15.18 Reaction 1 TL 366 # Reaction 2 TL 175 # Bm Wt Included 152 Maximum V 366 # Max Moment 915 Max V (Reduced) 309 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 74.87 48.56 0.03 0.01 Critical 3.70 1.60 0.50 0.33 Status OK OK OK OK Ratio 5% 3% 6% 3% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2967 290 2.0 750 Adjustments CF Size Factorl.029 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9938 Rb = 6.98 Le = 12.09 Ft Loads Uniform TL: 58 = A Uniform LL: 35 53 Project: Pochincherla Residence Remodel Beam ID: Roof Rafter-01 Description: Roof Beams Date: 7/14/23 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSLor LVL Lu = 8.0 Ft Min Bearing Area R1= 1.3 in2 R2= 1.3 in2 (1.5) DL Defl= 0.33 in Data Beam Span 25.0 Reaction I LL 1004 # Reaction 2 LL 500 # Beam Wt per ft 15.31 Reaction 1 TL 1004 # Reaction 2 TL 500 # Bm Wt Included 383 Maximum V 1004 # Max Moment 6274 Max V (Reduced) 910 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 545 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.55 0.22 Critical 28.68 4.71 1.25 0.83 Status OK OK OK OK Ratio 25% 10% 44% 26% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2625 290 2.0 750 Adjustments CIF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9052 Rb = 15.03 Le = 16.48 Ft Loads Uniform TL: 65 = A Uniform LL: 40 54 Project: Pochincherla Residence Remodel Beam ID: Roof Rafters 02 Description: Roof Rafters Date: 7/14/23 Prepared by: HK Selection 2x 12 DF North #1 Lu = 8.0 Ft Min Bearing Area R1= 0.5 in2 R2= 0.5 in2 (1.5) DL Defl= 0.11 in Data Beam Span 10.0 Reaction 1 LL 303 # Reaction 2 LL 175 # Beam Wt per ft 2.64 Reaction 1 TL 303 # Reaction 2 TL 175 # Bm Wt Included 26 Maximum V 303 # Max Moment 758 Max V (Reduced) 267 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 554 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 13.14 10.88 0.22 0.10 Critical 10.15 2.22 0.50 0.33 Status OK OK OK OK Ratio 77% 20% 43% 31% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 896 180 1.6 625 Adjustments CF Size Factorl.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.8788 Rb = 23.96 Le = 14.85 Ft Loads Uniform TL: 58 = A Uniform LL: 35 55 Project: Pochincherla Residence Remodel Beam ID: MWH-01 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL or LVL Lu = 8.0 Ft Min Bearing Area R1= 10.3 in2 R2= 10.3 in2 (1.5) DL Defl= 0.12 in Data Beam Span 12.0 Reaction I LL 7742 # Reaction 2 LL 6120 # Beam Wt per ft 15.31 Reaction 1 TL 7742 # Reaction 2 TL 6120 # Bm Wt Included 184 Maximum V 7742 # Max Moment 23226 Max V (Reduced) 6237 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 347 LL Actual Defl L / 485 Attributes Section (in3) Shear (in') TL Defl (in) LL Defl Actual 114.33 49.00 0.41 0.30 Critical 106.17 32.26 0.60 0.40 Status OK OK OK OK Ratio 93% 66% 69% 74% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2625 290 2.0 750 Adjustments CIF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9052 Rb = 15.03 Le = 16.48 Ft Loads Uniform TL: 1275 = A Uniform LL: 1020 56 Project: Pochincherla Residence Remodel Beam ID: MWH-02 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 8.0 Ft Min Bearing Area R1= 10.3 in2 R2= 10.3 in2 (1.5) DL Defl= 0.12 in Data Beam Span 12.0 Reaction 1 LL 7742 # Reaction 2 LL 6120 # Beam Wt per ft 15.31 Reaction 1 TL 7742 # Reaction 2 TL 6120 # Bm Wt Included 184 Maximum V 7742 # Max Moment 23226 Max V (Reduced) 6237 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 347 LL Actual Defl L / 485 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.41 0.30 Critical 106.17 32.26 0.60 0.40 Status OK OK OK OK Ratio 93% 66% 69% 74% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2625 290 2.0 750 Adjustments CIF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9052 Rb = 15.03 Le = 16.48 Ft Loads Uniform TL: 1275 = A Uniform LL: 1020 57 Project: Pochincherla Residence Remodel Beam ID: MWH-03 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 8.0 Ft Min Bearing Area R1= 2.1 in2 R2= 2.1 in2 (1.5) DL Defl= 0.03 in Data Beam Span 10.0 Reaction ILL 1565 # Reaction 2 LL 1200 # Beam Wt per ft 12.99 Reaction 1 TL 1565 # Reaction 2 TL 1200 # Bm Wt Included 130 Maximum V 1565 # Max Moment 3912 Max V (Reduced) 1255 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.08 0.06 Critical 17.27 6.49 0.50 0.33 Status OK OK OK OK Ratio 21 % 16% 16% 17% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2718 290 2.0 750 Adjustments CF Size Factorl.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9362 Rb = 13.65 Le = 16.01 Ft Loads Uniform TL: 300 = A Uniform LL: 240 Project: Pochincherla Residence Remodel Beam ID: MWH-04 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 5.9 in2 R2= 5.9 in2 (1.5) DL Defl= 0.02 in Data Beam Span 7.0 Reaction 1 LL 4450 # Reaction 2 LL 3220 # Beam Wt per ft 15.31 Reaction 1 TL 4450 # Reaction 2 TL 3220 # Bm Wt Included 107 Maximum V 4450 # Max Moment 7787 Max V (Reduced) 2966 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.05 0.03 Critical 33.19 15.34 0.35 0.23 Status OK OK OK OK Ratio 29% 31% 14% 13% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2815 290 2.0 750 Adjustments CF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9707 Rb = 13.02 Le = 12.36 Ft Loads Uniform TL: 1256 = A Uniform LL: 920 59 Project: Pochincherla Residence Remodel Beam ID: MWH-05 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 2.6 in2 R2= 2.6 in2 (1.5) DL Defl= 0.01 in Data Beam Span 7.0 Reaction 1 LL 1970 # Reaction 2 LL 1400 # Beam Wt per ft 12.99 Reaction 1 TL 1970 # Reaction 2 TL 1400 # Bm Wt Included 91 Maximum V 1970 # Max Moment 3448 Max V (Reduced) 1413 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.04 0.02 Critical 14.59 7.31 0.35 0.23 Status OK OK OK OK Ratio 18% 18% 10% 9% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2836 290 2.0 750 Adjustments CF Size Factorl.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9769 Rb = 11.99 Le = 12.36 Ft Loads Uniform TL: 550 = A Uniform LL: 400 Project: Pochincherla Residence Remodel Beam ID: MWH-06 & 07 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 5-1/8x 13-1/2 GLB 16F-V2 HF/HF Lu = 4.0 Ft Conditions NDS 2005 Min Bearing Area R1= 3.7 in2 R2= 3.7 in2 (1.5) DL Defl= <0.01 in. Recom Camber-- <0.01 in. Data Beam Span 5.0 Reaction I LL 1830 # Reaction 2 LL 1238 # Beam Wt per ft 16.81 Reaction I TL 1830 # Reaction 2 TL 1238 # Bm Wt Included 84 Maximum V 1830 # Max Moment 2287 Max V (Reduced) 1006 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 155.67 69.19 0.01 <0.01 Critical 17.24 7.74 0.25 0.17 Status OK OK OK OK Ratio 11% 11% 3% 3% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 1600 195 1.4 500 Adjusted Values 1592 195 1.4 500 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 0.9950 Rb = 7.13 Le = 8.24 Ft Loads Uniform TL: 715 = A Uniform LL: 495 61 Project: Pochincherla Residence Remodel Beam ID: MWH-08 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 4x 12 DF North #1 Lu = 4.0 Ft Min Bearing Area R1= 2.8 in2 R2= 2.8 in2 (1.5) DL Defl= <0.01 in. Data Beam Span 5.0 Reaction 1 LL 1724 # Reaction 2 LL 1375 # Beam Wt per ft 9.57 Reaction 1 TL 1724 # Reaction 2 TL 1375 # Bm Wt Included 48 Maximum V 1724 # Max Moment 2155 Max V (Reduced) 1077 # TL Max Defl L / 240 LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 73.83 39.38 0.02 0.01 Critical 27.85 8.98 0.25 0.17 Status OK OK OK OK Ratio 38% 23% 6% 7% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 850 180 1.6 625 Adjusted Values 929 180 1.6 625 Adjustments CIF Size Factorl.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9932 Rb = 9.53 Le = 8.24 Ft Loads Uniform TL: 680 = A Uniform LL: 550 GE Project: Pochincherla Residence Remodel Beam ID: MWH-09 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 4.0 Ft Min Bearing Area R1= 2.9 in2 R2= 2.9 in2 (1.5) DL Defl= 0.01 in Data Beam Span 6.0 Reaction 1 LL 2184 # Reaction 2 LL 1485 # Beam Wt per ft 12.99 Reaction 1 TL 2184 # Reaction 2 TL 1485 # Bm Wt Included 78 Maximum V 2184 # Max Moment 3276 Max V (Reduced) 1464 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.03 0.01 Critical 13.73 7.57 0.30 0.20 Status OK OK OK OK Ratio 17% 18% 8% 7% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2864 290 2.0 750 Adjustments CIF Size Factorl.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9864 Rb = 9.79 Le = 8.24 Ft Loads Uniform TL: 715 = A Uniform LL: 495 63 Project: Pochincherla Residence Remodel Beam ID: MWH-10 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Conditions NDS 2005 Min Bearing Area R1= 5.1 in2 R2= 5.1 in2 (1.5) DL Defl= 0.04 in Data Beam Span 8.0 Reaction 1 LL 3792 # Reaction 2 LL 2720 # Beam Wt per ft 12.99 Reaction 1 TL 3792 # Reaction 2 TL 2720 # Bm Wt Included 104 Maximum V 3792 # Max Moment 7584 Max V (Reduced) 2854 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 942 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.10 0.06 Critical 32.09 14.76 0.40 0.27 Status OK OK OK OK Ratio 39% 36% 25% 24% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2836 290 2.0 750 Adjustments CF Size Factorl.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9769 Rb = 11.99 Le = 12.36 Ft Loads Uniform TL: 935 = A Uniform LL: 680 Project: Pochincherla Residence Remodel Beam ID: MWH-11 and 12 are existing headers Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Project: Pochincherla Residence Remodel Beam ID: MWH-13 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 4.5 in2 R2= 4.5 in2 (1.5) DL Defl= 0.01 in Data Beam Span 6.0 Reaction 1 LL 3339 # Reaction 2 LL 2400 # Beam Wt per ft 12.99 Reaction 1 TL 3339 # Reaction 2 TL 2400 # Bm Wt Included 78 Maximum V 3339 # Max Moment 5008 Max V (Reduced) 2238 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 82.26 41.56 0.04 0.02 Critical 21.19 11.57 0.30 0.20 Status OK OK OK OK Ratio 26% 28% 13% 12% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2836 290 2.0 750 Adjustments CF Size Factorl.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9769 Rb = 11.99 Le = 12.36 Ft Loads Uniform TL: 1100 = A Uniform LL: 800 65 Project: Pochincherla Residence Remodel Beam ID: MWH-14 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 11-7/8 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 4.5 inz R2= 4.5 inz (1.5) DL Defl= 0.01 in Data Beam Span 6.0 Reaction 1 LL 3339 # Reaction 2 LL 2400 # Beam Wt per ft 12.99 Reaction 1 TL 3339 # Reaction 2 TL 2400 # Bm Wt Included 78 Maximum V 3339 # Max Moment 5008 Max V (Reduced) 2238 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in') TL Defl (in) LL Defl Actual 82.26 41.56 0.04 0.02 Critical 21.19 11.57 0.30 0.20 Status OK OK OK OK Ratio 26% 28% 13% 12% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2836 290 2.0 750 Adjustments CIF Size Factorl.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9769 Rb = 11.99 Le = 12.36 Ft Loads Uniform TL: 1100 = A Uniform LL: 800 Project: Pochincherla Residence Remodel Beam ID: MWH-15 &15A Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 5.2 in2 R2= 5.2 in2 (1.5) DL Defl= 0.02 in Data Beam Span 7.0 Reaction 1 LL 3904 # Reaction 2 LL 2800 # Beam Wt per ft 15.31 Reaction 1 TL 3904 # Reaction 2 TL 2800 # Bm Wt Included 107 Maximum V 3904 # Max Moment 6831 Max V (Reduced) 2602 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.04 0.03 Critical 29.12 13.46 0.35 0.23 Status OK OK OK OK Ratio 25% 27% 12% 12% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2815 290 2.0 750 Adjustments CIF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9707 Rb = 13.02 Le = 12.36 Ft Loads Uniform TL: 1100 = A Uniform LL: 800 67 Project: Pochincherla Residence Remodel Beam ID: MWH-16 & 17 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 6.0 Ft Min Bearing Area R1= 6.9 in2 R2= 6.9 in2 (1.5) DL Defl= 0.02 in Data Beam Span 8.0 Reaction 1 LL 5161 # Reaction 2 LL 4080 # Beam Wt per ft 15.31 Reaction 1 TL 5161 # Reaction 2 TL 4080 # Bm Wt Included 123 Maximum V 5161 # Max Moment 10323 Max V (Reduced) 3656 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / > 1000 LL Actual Defl L / > 1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.08 0.06 Critical 44.00 18.91 0.40 0.27 Status OK OK OK OK Ratio 38% 39% 20% 22% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2815 290 2.0 750 Adjustments CIF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9707 Rb = 13.02 Le = 12.36 Ft Loads Uniform TL: 1275 = A Uniform LL: 1020 Project: Pochincherla Residence Remodel Beam ID: MWH-18 Description: Main Wall Headers Date: 7/14/23 Prepared by: HK Selection 3-1/2x 14 2.0E TJ Parallam W.S. PSL Lu = 8.0 Ft Min Bearing Area R1= 10.3 in2 R2= 10.3 in2 (1.5) DL Defl= 0.12 in Data Beam Span 12.0 Reaction 1 LL 7742 # Reaction 2 LL 6120 # Beam Wt per ft 15.31 Reaction 1 TL 7742 # Reaction 2 TL 6120 # Bm Wt Included 184 Maximum V 7742 # Max Moment 23226 Max V (Reduced) 6237 # TL Max Defl L / 240LL Max Defl L / 360 TL Actual Defl L / 347 LL Actual Defl L / 485 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl Actual 114.33 49.00 0.41 0.30 Critical 100.77 32.26 0.60 0.40 Status OK OK OK OK Ratio 88% 66% 69% 74% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 2766 290 2.0 750 Adjustments CIF Size Factor0.983 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 0.9537 Rb = 15.03 Le = 16.48 Ft Loads Uniform TL: 1275 = A Uniform LL: 1020 STRUCTURAL NOTES DIAPHRAGM AND HOLDOWN SCHEDULES CIB4ERAL ALL MATERIALS AND WORKMANSHIP SHALL BE AS SPECIFIED BY THE CONSTRUCTION DRAWNGS AND SFECIRCA7ION9 AND SHALL CONFORM TO THE REOUIREMENTS OF ALL APPLICABLE CODES IN EFFECT. WHERE THERE IS A CONFLICT BETWEEN THE CONSTRUCTION DRAWINGS AND THE REFERENCED CODES, THE REFERENCED CODES AND STANDARDS SHALL APPLY. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE DESIGNER AND OR THE ENGINEER OF ANY DISCREPANCIES IN THE DRAWINGS PRIOR TO THE START OF ANY CONSTRUCTION. WORKING DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO THE DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCT10N SHALL BE USED, SUBJECT TO THE REVIEW AND APPROVAL BY THE DESIGNER AND THE ENGINEER OF THE RECORD. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING AND SHORING NECESSARY FOR THE CONSTRUCTION OF THE STRUCTURE AND ITS COMPONENTS UNTL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCING OF OR PROCEDURES REWIRED TO PERFORM THE WORK ALL CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGNER OR THE ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. THESE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. APPLICABLE OODES AND STANDARDS THE STRUCTURAL DESIGN HAS BEEN PREPARED IN ACCORDANCE WITH THE LATEST EDITION OF THE FOLLOWING CODES AND STANDARDS AMERICAN CONCRETE INSTITUTE STI U TE ACI 318-U BUILDING CODE REQUREMENTS FOR STRUCTURAL CONCRETE ACI-30I-10 SPECIFICATIONS FOR STRUCTURAL CONCRETE-SP 66-04 CONCRETE DETAILING MANUAL AMERICAN INSTITUTE OF STEEL CONSTRUCTION - ANSI/ASC 360 SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL AMERICAN WELDING SOCIETY - AWS STRUCTURAL WELDING CODE. STEEL STRUCTURE PAINTING COUNCIL - SSPC STEEL STRUCTURE PAINTING MANUAL U.S. PRODUCT STANDARDS - PS -1- 74. INTERNATIONAL BUILDING CODE 013C) 2018 EDITION .+ 2018 IRC NATIONAL DESIGN SPECS FOR WOOD CONSTRUCTION INDS) 2018 EDITION NOS FOR WOOD CONSTR. W/ 201B SUPPLEMENT ED FWS 20H SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC. WESTERN WOOD PRODUCTS ASSOCIATION - WWPA GRADING RULES FOR LUMBER AND PLYWOOD AMERICAN SOCIETY OF CIVIL ENGINEERSASOE/SE17-10 MIN. DESIGN LOADS FOR SLOGS + OTHER STRUCTURES. DEOW CRITERIA IN ADDTITION TO THE DEAD LOADS, THE FOLLOWING LOADS WERE USED IN THE PREPARATION OF THIS DESIGN AS REQUIRED BY CHAPTER 16 OF THE INTERNATIONAL BUILDING CODE. LIVE LOADS SOIL PRESSURE ROOF 25 PSF SOIL BEARING 1500 PSF (ASSUMED) CEILING 10 PSF ACTIVE PRESSURE- 35 POF (ASSUMED) FLOOR 40 PSF ACTIVE PRESSURE- 55 POF (ASSUMED) DECKS 60 PSF EOUIV PASSIVE 300 PCF (ASSUMED) EXTERIOR BALCONY 60 PSF BASE FRICTION COEFF. 0.40 PCF (ASSUMED) STAIR+CORRIDOR 60 PSF ROOF SNOW LOAD GROUND SNOW LOAD,pg 25 PSF 1. FLAT ROOF SNOW LOAD,PI 25 PSF 2 SNOW EXPOSURE FACTOR CE -1.03. SNOW LOAD 6PORTANL:E FACTOR Is -1.0 4 THERMAL FACTOR Ct _1.1 EARTHQUAKE DESIGN DATA-- 1. RISK CATEGORY 2 2. SEISMIC IMPORTANCE FACTOR le -1.0 3. MAPPED SPECTRAL ACCELERATION, SHORT PERIOD SS-1.292g MAPPED SPECTRAL ACCELERATION, 1 SECOND PERIOD B-0.4569 4. SITE CLASS D 5. SPECTRAL RESPONSE COEFFICIENT, SHORT PERIOD SDS-1.D34g SPECTRAL RESPONSE COEFFICIENT, 1-SECOND PERIOD SDI-0.567g 6. SEISMIC DESIGN CATEGORY D 7. BASIC SEISMIC FORCE RESISTANCE PLYWOOD SHEAR PANEL' 8. DESIGN BASE SHEAR V-SEE CALOS 9. SEISMIC RESPONSE COEFFICIENT CS-0.13 10. RESPONSE MODIFICATION FACTOR R-6.5 11. ANALYSIS PROCEDURE USED EO.LATERAL FORCE (ASCE7-10,12.8) FOUNDATIONS WIND DESIGN DATA: (ANSI/AF+PA WFCM-2018) 1. ULTIMATE WIND SPEED (3 SECOND GUST) VULT -t10 MPH 2. RISK CATEGORY 2 3. WIND EXPOSURE C 4. INTERNAL PRESSURE COEFFICIENT N/A 5. COMPONENTS AND CLADDING REFER TO DRAWINGS 6. TOPOGRAPHICAL FACTOR KZT-1.15 ALL FOOTINGS AND FOUNDATIONS SHALL BEAR ON SOLID, UNDISTURBED FIRM NATURAL EARTH OR COMPACTED SOIL, AT LEAST 18- BELOW FINISHED GRADE AND FREE OF ORGANIC MATERIALS. FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUGHS, DEBRIS, AND FREE OF WATER AT ALL TIMES. FOUNDATIONS SUPPORTING WOOD SHALL EXTEND AT LEAST 6- ABOVE FINISH GRADE. FOUNDATION WALL BACKRLL SHALL BE PLACED SIMULTANEOUSLY ON BOTH SIDES OF WALL. PROVIDE 4' PERFORATED PIPE (AS REQUIRED) FOR SUBSURFACE DRAINAGE FOOTING SIZE SHALL BE AS INDICATED ON DRAWINGS OR MINIMUM AS PER IBC SECTION 1806. WHERE THE SURFACE IS SLOPED MORE THAN ONE (1) FOOT IN TENOO) FEET THE FOUNDATION SHALL BE LEVEL OR BE STEPPED SO THAT BOTH TOP AND BOTTOM OF SUCH FOUNDATION ARE LEVEL PER IBC. WHERE STRUCTURAL COLUMNS AND POSTS ARE EXPOSED TO WATER SPLASH ABOVE A CONCRETE SURFACE OR TO THE WEATHER, PROVIDE A MINIMUM PLINTH OF 1' ABOVE THE CONCRETE SURFACE, OR 6 - ABOVE THE EXPOSED EARTH PER UBC. FOUNDATION SILL PLATES SHALL BE BOLTED TO THE FOUNDATION OR THE FOUNDATIIXN WALL WITH A STEEL ANCHOR BOLT HAVING A MINIMUM NOMINAL DIAMETER OF 5/8'. BOLTS SHALL BE EMBEDDED A MINIMUM OF 7'INTO THE CONCRETE AND SHALL BE SPACED NOT MORE THAN 4 FEET APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12' OR LESS THAN 7 BOLT SH DIAMETERS FROM EACH END OF THE PIECE. ANCHOR BOLTS ALL BE A STANDARD'J-BOLP WITH A 4d RETURN, OR A STANDARD'L-BOLT WITH 12d EXTENSION. ANCHOR BOLTS SHALL BE A36 STEEL OR BETTER ALL ANCHOR BOLTS AT FOUNDATION SILL PLATES SHALL BE PROVIDED WITH TffM/4' PLATE WASHERS PER SHEAR WALL SCHEDULE AT SHEAR WALLS AND OTHER STANDARD WALLS DEFAULTING TO PI-6. SEE SHEARWALL SCHEDULE ON THIS SHEET FOR SPECIFIC ANCHOR BOLT REOURE MENTS AT ALL SHEARWALL LOCATIONS. CONCRETE CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF 1'. AS INDICATED BELOW. CONCRETE SHALL CONFORM TO AMERICAN CONCRETE INSTITUTE STANDARD 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BULDING. AN AIR ENTRAINING ADMIXTURE CONFORMING TO IBC STANDARDS SHALL BE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER PROVIDE 57. t 1.57. ENTRAINED AIR MAXIMUM. MAXIMUM SLUMP SHALL BE 4' AT TIME OF PLACING, COMPRESSIVE STRENGTT OF 3,000 pw S REOUIRED FOR ALL EXTERIOR AND EXPOSED CONDITIONS PER PER IBC AND/OR RC GOVERNING CODES. MIN. SACKS OF CEMENT PER SPECIAL INSP. USE C.Y. OF CONIC. REQUIRED 3000 psi 5! z NO SLABS ON GRADE, FOUNDATIONS + FOOTINGS GROUT FOR POST BEARING PLATES SHALL BE NON -SHRINK TYPE WITH MINIMUM COMPRESSIVE STRENGTH OF 2SDO PSI AT 28 DAYS. REINFORCING STEEL NEW CLEAN AND FREE FROM DIFF, CONCRETE REINFORCING STEEL SHALL CONFORM TO ASTM-A615-76A, OSRADE 40 (f,,��gq0p000 PSI.) FOR 4 BARS AND SMALLER GRADE 60 ((f80,0OO PSU FOR ! 5 BARS AND LARGER UNLESS NOTED CR SHOWN OTHERWISE, ALL REINFORCING BARS SHALL BE CONTINUOUS WITH ALL SPLICES STAGGERED. ALL STEEL SHALL BE ACCURATELY LOCATED IN THE FORMS AND SECURED BY FORM TIES TO PREVENT DISPLACEMENT DURING CONSTRUCTION. PROVIDE ALL HORIZONTAL BARS WITH 2'-W x 2'- 6' CORNER BARS OF THE SAME SIZE AT ALL CORNERS AND WALL INTERSECTIONS. WHERE A CONCRETE WALL END DOES NOT INTERSECT WITH ANOTHER WALL, HOOK HORIZONTAL BARS 90 DEGREES AND PROVIDE AN EXTENSI ON OF 6 BAR DIAMETERS. AT CONCRETE WALLS LAP VERTICAL REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS TO FOOTING DOWELS. LAP ALL REINFORCING BAR SPLICES A MINIMUM OF 48 BAR DIAMETERS. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOK AND BENDS) N ACCORDANCE WITH ACI 315 AND 31B - (LATEST EDITION). CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3. FORMED SURFACES EXPOSED TO EARTH OR WEATHER MI5 BARS OR SMALLER 11/2' 06 BARS OR LARGER SLABS AND WALLS (INTERIOR FACE) 3/4 WELDED WIRE FABRIC SHALL CONFORM TO ASTM-Na LAP FABRIC TO' MINIMUM AT SPLICES. LAP ADJACENT MATS OF WELDED WIRE MESH ONE FULL MESH AT SIDES AND ENDS. STRUCTURAL STEEL STRUCTURAL STEEL STANDARD SHAPES AND PLATES SHALL CONFORM TO ASTM A36 STEEL % = 36,000 PSU STRUCTURAL TUBING SHALL CONFORM TO A81 M A500, GRADE B U - 46,000 PSI). ALL MACHINE BOLTS AND ANCHOR BOLTS SHALL CONFORM TO AkrM A 307. USE E70XX ELECTRODES FOR WELDING. ALL FILLET WELDS SHALL BE MINIMUM 3/16' OR EQUAL TO MINIMUM THICKNESS OF MEMBER BEING WELDED WHICHEVER S LESS, UNLESS OTHERWISE SHOWN. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTFEID N ACCORDANCE WITH AWS AND WABO. ALL STEEL ITEMS SHALL HAVE ONE COAT OF RED LEAD CONFORMING TO TT-P-00615C TYPE II, 2-3 MILL COATING. STROP DRAWINGS FOR STRUCTURAL STEEL SHALL BE SUBMITTED TO THE DESIGNER AND THE ENGINEER FOR METAL WOOD TO WOOD CONNECTORS METAL WOOD TO WOOD CONNECTORS REFERENCED BY LETTERS AND NUMBERS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE AS SPECIFIED N THEIR FULL WE CATALOG' CURRENT EDITION. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED N ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER SOLD SAWN LUMBER ALL FRAMING LUMBER SHALL KILN DRIED OR MC-19 AND BE GRADED AND MARKED IN CONFORMANCE WITH GLB STANDARD GRADING RULES FOR WEST COASTLUMBER NO 17 OR WPA WESTERN LUMBER GRADING RULES MOST CURRENT EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 1. 4' X 6' STUDS (2x AND 3x MEMBERS): HEM FIR OR SPF STUD GRADE DESIGN VALUES Fb- 675 PIi F/-150 psi FOP 425 pw Fc - 675 psi E-1,200,000 2. 4' X 6' PLATES AND MISC. (2x AND 3x MEMBERS): HEM -RR NO. 2 DESIGN VALUES Fb- 850 pi Fv-150 psi FoP 405 pw Fv 1250 pi E-1,300,000 3. JOISTS AND RAFTERS (2x AND 3x MEMBERS): HEM -RR NO. 2 DESIGN VALUES Fb- 900 psi Fr 150 psi FOP 406 psi F� 1250 pd E - 1,300,000 4. 4x BEAMS: DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 950 psi FF ISO pw FOY 625 pw Fo• 13M pi E-1,600,000 5. 4x POSTS DOUGLAS RR -LARCH( NO. 2 DESIGN VALUES Fb- 875 psi Fv-180 pi Poll? 625 psi Fb-1300 pi E-1,600,000 6. TIMBER BEAMS (RECTANGULAR 6x AND LARGER): DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 875 pa Fr 170 pw Fc?- 625 psi Fc - 600 pw E - 1,300,000 7. TIMBER POSTS (SQUARE 6x AND LARGER): DOUGLAS RR -LARCH NO. 2 DESIGN VALUES Fb- 700 psi Fr 180 pd FcP 625 psi F.- 475 psi E - 1,3DOOOO STRl1CTURAL GLUED LAMRNATED TRMM STRUCTURAL GLUED LAMINATED TIMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A190.1 AND ASTM D 3737. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE. ALL BEAMS SHALL BE DOUGLAS FIR COMBINATION (24F-V4/DF OR 24F-V8/DF, AS INDICATED) WITH A STANDARD CAMBER (3500 Fr.. RADIUS), UNLESS OTHERWISE NOTED ON PLANS. ONE COAT OF END SEALER SHALL BE APPLIED IMMEDIATELY AFTER TRIMMING N EITHER SHOP OR FELD. CLUE LAMINATED MEMBERS EXPOSED TO WEATHER OR MOISTURE SHALL BE TREATED WITH AN APPROVED PRESERVATIVE. DESIGN VALUES 24F-V4/DF Fb ten - 2400 pi Fb tromp - IM pi Fv - 240 psi Fct 650 pw Fc -1600 pw E-1,800,000 DESIGN VALUES 24F-V8/DF Fb ten = 2400 psi Fb tromp = 2400 pw FV = 240 pw FcT 650 psi Fc -1600 psi E - 1,800,000 SiRUCRIRAL COMPOSITE LUMBER ENGINEERED WOOD SHOWN ON THE DRAWINGS IS BASED ON PRODUCT MANUFACTURED BY WEYERHAUSER N ACCORDANCE WITH I C REPORT NO. ES ESR-1387. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME PLANT NUMBER OF THE MANUFACTURER, THE GRADE,THE IOC REPORT NUMBER AND THE QUALITY CONTROL AGENCY, AND SHALL BE FURNISHED TO THE FOLLOWING MINIMUM STANDARDS 1.3 E LEVEL TRUE JOIST: TlMBERSTRAND LSL (BEAM / COLUMN) DESIGN VALUES Fb- T700 pw Fv- 400 psi Fc?- 680 P. Fc - 1400 psi E - 1,300,D00 155 E LEVEL TRUE JOIST: TMBERSTRAND LSL (BEAM) DESIGN VALUES Fb- 2325 psi Fv- 310 psi Fc?- 800 pd Fc - 2050 pw E = 1,550,000 19 E LEVEL TRUE JOIST: MICROLLAM LVL. (BEAM) DESIGN VALUES Fb- 2600 Psi FV- 285 p.1 Fc?- 750 PM Fc - 25M psi E - 1,900,000 1b E LEVEL TRUS JOIST: PARALLAM PSL. (COLUMN) DESIGN VALUES Fb- 2400 piFv- NA Fc?- N.A. Fc - 2500 pw E - 1,800,000 2.0 E (LEVEL TRUE JOIST: PARALLAM PSL. (BEAM) DESIGN VALUES Fb- 2900 pd Fv- 290 pd Fe7750 Pd F. - 2900 psi E - 2,000,000 PRE-MAM�ACTIIF�D WOOD FLOOR JOISTS ALL WOOD I -HOSTS SHALL BE TJI SERIES JOISTS MANUFACTURED BY WEYERHAEUSER N ACCORDANCE WITH ICC ES ESR-1153 ALL WOOD OPEN WEB JOISTS SHALL BE TJLX SERIES JOISTS MANUFACTURED BY WEYERHAEUSER. PRE -MANUFACTURED WOOD JOISTS SHALL BE OF THE SIZE, SPACING AND PROFILE SHOWN ON THE DRAWINGS. THE JOISTS SHALL BE COMPATIBLE WITH THE LOAD, DIMENSIONAL AND FIRE RATING REQUIREMENTS OF THE PROJECT. INSTALLATION SHALL COMPLY WITH MANUFACTURERS SPECIFICATIONS, LAYOUT AND CONSTRUCTION DETAILING DRAWINGS PREPARED AND FURNISHED BY MANUFACTURERS AUTHORIZED REPRESENTATIVE. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PRE-MAKFACTUFiED ROOF TRUSSER ROOF TRUSS MANUFACTURER IS RESPONSIBLE FOR THE DESIGN, FABRICATION AND INSTALLATION GUIDELINES OF ALL ROOF TRUSSWS. ROOF TRUSSES SHALL BE COMPATIBLE WITH THE LOAD, DIMENSIONAL AND FIRE RATING REQUIREMENTS OF THE PROJECT ROOF TRUSS LAYOUT AND SPACING SHALL CONFORM TO THE LOCATIONS AND SPACING SHOWN ON THE ROOF FRAMING PLAN DESCRIBED HEREIN PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH TR-2007 FOR THE SPANS AND CONDITIONS SHOWN ON THE DRAWINGS BY A STRUCTURAL ENGINEER LICENSED N THE STATE OF WASHINGTON EXPERIENCED WITH THE DESIGN OF WOOD ROOF TRUSSES. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (MITEK, TIW, OR APPROVED TRUSS PLATE MANUFACTURER TRUSSES SHALL BE SUPPLED WITH THE NECESSARY BRACING TO PROVIDE LATERAL STABILITY OF ALL TRUSS MEMBERS AND TIE -DOWN CONNECTIONS FROM TRUSS MEMBERS TO THE TOP OF WALLS AND BEAMS TO FORM AN INTEGRAL PART OF THE WHOLE ALL STRUCTURAL WOOD PANEL SHEATHING (ROOF, FLOOR, AND WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR WITH EXPOSURE (1) CLASSIFICATION PLYWOOD OR OSB. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF APA AND SHALL BE MANUFACTURED UNDER THE PROVISIONS OFFVVOLgUTNgT(UROYTPRODUCT STANDARDS DOC PS-1, DOC PS-2 OR APA PW-108 GOOF SHEATHINSTANDARDS BE N PFOLYWCX0OD (OR OSB) WITH ANW APA HE SPANLIATING OF 24/0 FLOOR SHEATHING SHALL BE 3/4' TONGUE AND GROOVE PLYWOOD WITH AN APA SPAN RATING OF 48/24 ALL FLOOR SHEATHING SHALL BE NAILED AND CLUED. ADHESIVE SHALL CONFORM TO APA SPECIFICATION AFG 01. WALL SHEATHING SHALL BE 7/16' PLYWOOD (OR OSB) WITH AN APA SPAN RATING OF 24/0. INSTALL WITH A MINIMUM GAP OF 1/8' CLEAR SPACE BETWEEN PANEL JOINTS TO ALLOW FOR EXPANSION. NAILS SHALL BE DRIVEN RUSH BUT NOT FRACTURE THE SURFACE OF THE SHEATHING. REFER TO WOOD FRAMING NOTES BELOW FOR TYPICAL NAILING REQUREMENTS. WOOD FRAMING THE FOLLOWING SHALL APPLY UNLESS OTHERWISE SHOWN ON THE PLANS ALL WOOD FRAMING COMPONENTS NOT SPECIFICALLY ENGINEERED AND DETAILED ON PLANS SHALL BE CONSTRUCTED TO COMPLY WITH IBC CHAPTER 23. THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS, UNLESS OTHERWISE NOTED, SHALL COMPLY WITH TABLE 2304.9.1 OF THE INTERNATIONAL BLDG CODE. ALL NAILS SHALL BE COMMON, UNLESS OTHERWISE INDICATED. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. ALL BOLT HEADS AND NUTS BEARING AGAINST WOOD SURFACES SHALL BE PROVIDED WITH STANDARD FLAT CUT WASHERS. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION ALL SHIMS SHALL BE SEASONED AND DRIED AND OF THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. WALL FRAMING ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS • 16' oz. AT INTERIOR WALLS AND 2x6 STUDS • 16' .c. AT EXTERIOR WALLS AND WALLS SEPERATNG HEATED AND UNHEATED SPACES. A MINIMUM OF THREE STUDS SHALL BE PROVIDED AT THE CORNERS AND INTERSECTIONS OF ALL WALLS AND A MINIMUM OF ONE TRIMMER STUD PLUS A SINGLE KING STUD SHALL BE PROVIDED AT EACH SIDE OF ALL OPENINGS NOT OTHERWISE NOTED ON PLANS. TRIMMERS AT WINDOW AND DOOR OPENING INDICATED ON PLANS ARE AS FOLLOWS: (1) 2x - ONE TRIMMER STUD PLUS A SINGLE KING STUD. (2) 2x TWO TRIMMER STUDS PLUS A SINGLE KING STUD. (3) 2x - THREE TRIMMER STUDS PLUS A SINGLE KING STUD. THE TRIMMER/KING STUD ASSEMBLY SHALL BE FASTENED TOGETHER IN ACCORDANCE WITH TABLE 2304.9.1 AS DOUBLE STUDS. A SINGLE 48 HEADER SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL UNSHEATHED STUD WALLS OVER W-O' N HEIGHT ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE AND A DOUBLE TOP PLATE. ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED, OR PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED WOOD AND CONCRETE. END NAIL TOP PLATE TO EACH STUD AND TOENAL OR END NAIL EACH STUD TO BOTTOM PLATE N ACCORDANCE WITH TABLE 23049.1. FACE NAIL DOUBLE TOP PLATES IN ACCORDANCE WITH TABLE 23049.1. END JOINTS AT DOUBLE TOP PLATE SPLICES SHALL BE OFFSET A MINIMUM OF 48' AND NAILED PER TABLE 23049.1. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW PER TABLE 23049.1 OR BOLTED TO CONCRETE WITH 1/T DIAMETER ANCHOR BOLTS (WITH 7' MINIMUM EMBEDMENT) • 4'-0' O.C. UNLESS INDICATED OTHERWISE. ALL POSTS WITH -IN THE WALL FRAME ASSEMBLY NOT OTHERWISE NOTED ON PLANS SHALL BE SPIKE LAMINATED COLUMNS, CONSISTING OF DOUBLED STUDS. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER PER TABLE 23D4.9.1. REFER TO THE PLANS AND SHEARWALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING WHEN NOT OTHERWISE NOTED, PROVIDE GYPSUM WALLBOARD ON INTERIOR SURFACES NAILED TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING WITH NAILS • T o.c. USE SC COOLER NAILS FOR 1/2' OWE AND 6d COOLER NALS FOR 5/8' GWB PROVIDE 7/16' (NOMINAL) APA RATED SHEATHING SPAN RATING 24/0) ON EXTERIOR SURFACES NAILED AT ALL PANEL EDGES (BLOCK UN -SUPPORTED EDGES), AND TOP AND BOTTOM PLATES WITH Ed • 6' oz. AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH Sd • 12" oz. ALLOW 1/8' SPACING AT ALL PANEL EDGES AND ENDS. NON -BEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH APPROVED FASTENERS TO INSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. FLOOR AND ROOF FRAMING: REFER TO FRAMING PLANS FOR ALL JOIST, RAFTER AND BEAM LAYOUTS. DIRECTION, SPACING, TYPE AND SIZE SHALL BE AS INDICATED ON PLANS. PROVIDE DOUBLE JOISTS UNDER ALL BEARING PARTITIONS THAT EXTEND OVER MORE THAN HALF OF THE JOIST LENGTH AND AROUND ALL OPENINGS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS. TOENAIL JOISTS TO SUPPORTS IN ACCORDANCE WITH TABLE 23049.1. ATTACH WOOD JOISTS TO FLUSH HEADERS OR BEAMS WITH METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. VIAL ALL MULTI -JOIST BEAMS TOGETHER IN ACCORDANCE WITH TABLE 23049.1. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP w/ FACE GRAIN PERPENDICULAR TO SUPPORTS AND END JOINTS STAGGERED 4-0'. ALL PLYWOOD SHALL BE INSTALLED PER APA STANDARDS. SHEATHING SHALL BE FASTENED IN ACCORDANCE WITH TABLE 23049.1. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN RAFTER/TRUBSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING ALLOW 1 8' SPACING AT ALL PANEL EDGES AND ENDS OF BOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS INACCORDANCE WITH TABLE 23049.1 UNLESS OTHERWISE NOTED. AT BLOCKED FLOOR AND ROOF DIAPHRAGMS PROVIDE FLAT 2x BLOCKING AT ALL UNFRAMED PANEL EDGES AND NAL WITH EDGE NAILING PER NAILING SCHEDULE THIS SHEET. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. SOLID BLOCKING SHALL BE PROVIDED AT ALL HOLDOWN LOCATIONS AND POINT LOADS BEARING DIRECTLY ON THE FLOOR DIAPHRAGM FROM ABOVE. BLOCKING SHALL BE OF THE SAME SEE AS THE POST OR COLUMN ABOVE, OR SHALL BE CONSTRUCTED OF MULTIPLE STUDS PROVIDING AN AREA SHEAR WALL SCHEDULE' (VERTICAL DIAPHRAGM) SHEARWALL WALL SHEATHING (PANEL) WALL STUD NAIL EDGE FIELD BLOCKING BLOCK ABUTTING TOP PLATE SOLE PLATE FOUNDATION FRAMING ALLOWABLE TYPE THICKNESS AND GRADE AND SPACING TYPE NAILING NAILING REOD SIZE PLYWOOD NAILING NAILING ANCHOR BOLTS ANCHOR LOAD' GRADE PANELEDGE MEMBER SIZE SIZE AND SPACING SIZE AND SPACING SIZEAND SPACING TYPE AND SPACING SEISMIC/WIND PI-67/16' APA RATED OR l&WHEMFIR @ 16' o.c. 8d COMMON S' o.c. 12" o.c. YES 2x 2x 16d 4D 5' 16d @ 5' &S. @ A35111 240 PLF/338 PUF PLYWOOD ONE FACE 48'o.e. 24'c.0 PI-4 7/16-APA RATED OR 'Mr HEM -FIR (0 16- oz. Bd COMMON 4' oz. IT oz. YES 2x 2x 16d @ 3' 16d @ 3" SB" @ A35 @ 350 PLF/400 PLF PLYWOOD ONE FACE 32'.... 17 c.0 Pw 7116' APA RATED OR 1513 HEM-FIR 1B ig oz. 8d COMMON 3' o.c. IT o.c. YES 3x 3x (2) ROWS (2) ROWS SB" d$ A35,1 450 PLF/830 PLF PLYWOOD ONE FACE i8tl @04' 16d®4" 24'o.c. 17 Pl-2',' 7/16' APA RATED OR l&WHEM-FIR dD IW oz. Sd COMMON 7 o.c. 17 oz. YES 3x 3x (2) ROWS (2) ROWS 618" 40 A35 590 PLF/820 PLF PLYWOOD ONE FACE 16d@3• 16d@3" 16. oz. Wog P2.4" 7/16-APA RATED OR IS=HEMFIR@16-oz. Sd COMMON eoz. IT oz. YES 3x 3x (2)ROWS (2)ROWS 5/8"@ A35 ,Q 700 PLF/ PLYWOOD TWO FACES 16d@3- 16d,$3" 12'o.e. 8"o.0 1050 PLF P23 x' 7/18' APA RATED OR 1513 HEM -FIR @ 16' oz. 8d OOMMON T o.c. 17 oz. YES 3x 3x (2) ROWS (2) ROWS 5/8" 0 A35 @ 900 PLF / 18tl d33' IOcIO 12'o.c. S'oz. 1260 PLF 7/18'APA RATED OR TSB HEM -FIR N 16'o.c. Bd COMMON 7o.c. 12"oz. YES 3x 3x (2)ROWS (2) ROWS 5/8"� ROWS 1180 PLF/ TWOFACES 1.@T 16d@T S. 9'o.c. 1040 PLF I. ALL SHEAR WALLS SHALL COMFORM TO IBC SECTION 23 REO'MNTS. APPLY NAILING TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING SHEATHING SHALL BE INSTALLED VERTICALLY WITH 4XIO SHEETS EXTENDING FROM THE SILL PLATE AT THE FOUNDATION TO THE LOWER OF THE DOUBLED TOP PLATES AT THE MAN LEVEL AND FROM THE UPPER OF THE DOUBLED TOP PLATES AT THE LOWER WALL TO THE TOP OF THE DOUBLED TOP PLATES AT THE UPPER LEVEL (THE ALLOWABLE LOADS ARE NOT ADJUSTED BY .4 FACTOR FOR WIND). 2. WHERE APA SHEATHING E APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6' O.C. ON ETHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER, OR FRAMING SHALL BE 3x NOMINAL AND NAILS ON EACH SIDE SHALL BE STAGGERED. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 PLF (NAIL SPACING 3' OR LESS, OR SHEAR WALLS WTM PLYWOOD APPLIED ON EACH SIDE OF STUD WALL) FOUNDATION SILL PLATES AND FRAMING FOR ABUTTING PANEL EDGES SHALL BE 3x NOMINAL WITH STAGGERED NAILING. 3. ABOVE ALLOWABLE SHEAR CAPACITIES APPLES FOR 2x SPRUCE -PINE -RR FRAMING SPACED NO MORE THAN M' O.C. AND SHEATHING APPLIED DIRECTLY TO FRAMING MEMBERS. 4. 14 GAUGE STAPLES W/ 7/16' CROWN AND 2' NOMINAL LEG LENGTH OR 0.131 DIVA. P-NAILS w/ 2' NOMINAL LENGTH CAN BE SUBSTITUTED FOR 8d COMMON NAILS WITH REDUCED SHEAR CAPACITIES TO USE STAPLES. VERIFY WITH ENGINEER. 5. ALL FASTENERS SHALL BE DRIVEN RUSH WITH SURFACE OF SHEATHING- FOR FASTENER DIAMETER AND LENGTH, REFER TO FASTENER SCHEDULE BELOW. 6. PROVIDE A SINGLE JOIST OR MIN. 2x SOLID BLOCKING BELOW AND AT THE TOP OF ALL SHEARWALLS, FOR SHEARWALLS DESIGNATED PI-2, P2-4, P2-3, AND P2-2 SUCH JOISTS AND OR BLOCKING AT SHEARWALLS SHALL BE DOUBLED. WHERE JOISTS OR BLOCKING CONSIST OF DOUBLED SOLID SAWN MEMBERS. METAL FRAMING CLIPS SHALL BE INSTALLED AS FOLLOWS: PI-2 A35 • F oc. P2-4 A35 • 8' oc. P2-2 A35 • T o.c. METAL HOLDOWNS' SYMBOL MODELNUMBEM DBLSTUD ALLOWABLE NAILING' LOADd-)- H[X"DS2.51W SSTS-24 W ANCHOR BOLT .121- MIN. EMBED AND (20)IN 2100 (10) SDS 1/4521R' LONG SCREWS (SYMBOL 1) TO DEL STUDS ® HOU5SD52S WSSTB347B' ANCHOR BOLT.129' MIN. EMBED AND (14)SDS 1/4` lf? LONG SCREWS(SYMBOL 2) TO DEL STUDS (74)16d 3700 ® HDUMDS2.5W/ SSTB34718' ANCHOR BOLT wl 29-MIN. EMBED AND (30)16d 4000 (20) SDS 1/4"x2117 LONG SCREWS (SYMBOL 3 )TO TRIPLE STUDS O HDU11SDSZ5W/SBI-30 ANCHOR BOLT./ 24'MIN. EMBED AND (30)SDS 1/4W IT LONG SCREWS (SYMBOL 4)TO TRIPLE STUDS (34)led 5200 ® STHD14/STHDI4RJ STRAP TIE DOWN (20)16d 38DO ® SINGLE 1114- COIL STRAP4(CLEAR SPAN -24") N.A. 1462 DOUBLE 11W COIL STRAP' (CLEAR SPAN 4241 (16)IN 2924 ® 3x16 GUAGE COIL STRAP4(CLEAR SPAN. 50.) (18)IN 4343 3"x i6GUAGE COIL STRAP'(CLEAR SPAN i 50') t 1 114' COIL STRAP' (CLEAR SPAN * 241 (30)16d 5905 1. SEE STRUCTURAL NOTES FOR SPECIFICATION OF METAL CONNECTORS 2 ALL METAL HOLDOWNS SHALL BE INSTALLED PER MANUFACTURES INSTALLATION REQUIREMENTS. 3. ALLOWABLE LOADS INDICATES 133X WAND LOADING INCREASE, SEE MANUFACTURERS DATA FOR ADDITIONAL LOADING AND OR LIMITATIONS LOADS REFLECT AN ADJUSTMENT FOR SPRUCE -PINE -FIR FRAMING MEMBERS PER MANUFACTURER'S REQUIREMENTS. 4. ALL 11/4' STRAPS SHALL BE CS16 BY SIMPSON OR EQUAL, ALL 3' STRAPS SHALL BE CMSTCI6 BY SIMPSON OR EQUAL 5. THE DOUBLE 2x STUDS (STUD GROUP BOUNDARY ELEMENT) ARE TO BE NAILED TOGETHER (IN TWO STAGGERED ROWS) WITH EVENLY SPACED NAILING SEE PLANS FOR TYPICAL SHEAR WALL CONSTRUCTION DETAIL METAL CONNECTORS + FASTENEM USED W/ PREESSURE TREATED LUMBER ALL METAL CONNECTORS AND FASTENERS IN DIRECT CONTACE WITH PRESSURE TREATED LUMBER SHALL BE HOT - DIP GALVANIZED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS: GROUP (NEB CHROMATED COPPER ARSENATE (CCA) AND SODIUM BORATE (SBX) PRESSURE TREATED LUMBER b/4wIIlUM1 CORROSION PROTECTROM 1. ALL METAL CONNECTORS, HANGERS, STRAPS, ETC. SHALL BE HOT -DIP GALVANIZED IN ACCORDANCE WITH ASTM A-123 STANDARDS WITH MINIMUM ZINC THICKNESS THAT MEET G-90 STANDARDS. 2 ALL FASTENERS INCLUDING NAILS, SCREW, ETC. SHALL BE HOT -DP GALVANIZED N ACCORDANCE WITH ASTM A-153 STANDARDS. (IRQUP TMALKAUNE COPPER OUAT (AGO AND CAOHD AND COPPER AZCLE (CBA-A AND CA-B) PRESSURE TREATED LUMBER MINIMUM CORROSION PROTECTION: 1. ALL METAL CONNECTORS, HANGERS, STRAPS, ETC. SHALL BE HOT -DP GALVANIZED IN ACCORDANCE WITH ASIM A-6W STANDARDS WITH MINIMUM ZINC THICKNESS THAT MEET G-185 STANDARDS. 2. ALL FASTENERS INCLUDING NAILS, SCREW, ETC. SHALL BE HOT -DP GALVANIZED IN ACCORDANCE WITH ASTM A-153 STANDARDS. NOTES 1. SOME PRESERVATIVE PRESSURE TREATED WOOD REOUIRE ADDITIONAL CORROSION PROTECTION FOR STEEL CONNECTORS. AND FASTENERS. ALWAYS CONSULT WITH PRESSURE TREATED WOOD MANUFACTURER FOR SPECIAL CORROSION 2 STAINLESSSTEEL FASTENERS ARE TO BE USED WITH STAINLESS STEEL CONNECTORS ONLY AND USE HOT -DIP GALVANIZED FASTENERS WITH HOT -DIP CONNECTORS ONLY. 3. FOR ALL OTHER PARE TREATED WOOD NOT LISTED IN THE ABOVE G IOUPS ONE OR TWO, CONSULT VIM PRESSURE TREATED WOOD MANUFACTURER FOR SPECIAL CORROSION PROTECTION REOUIREM£NTS. OPROVIDE SOLID BLOCKING • HOLDOWNS AND POINT LOADS ABOVE. USE SAME SIZE 1 AS POST OR MULTIPLE STUDS ABOVE FOR BLOCKING. WHEN MULTIPLE STUDS ARE USED, ORIENT GRAINS VERTICALLY. (FOR 6X6 POST ABOVE, USE 4X8 POST 13LOCKNG • RIM). 2 RUN POST TO BOTTOM OF FLOOR PLYWOOD DIAPHRAGM. PROVIDE POSITIVE CONNECTION (MIL STRAP -MIN. (2) C8I6-48. NAIL ONE ON THE OPP031NIG FACE OF THE OTHER). OPROVIDE SOLID BLOCKING BETWEEN TOP OF BEAM AND BOTTOM OF PLYWOOD • FLOOR DIAPHRAGM. USE SAME SIZE AS POST OR MULTIPLE STUDS ABOVE FOR BLOCKING WHEN MULTIPLE STUDS ARE USED, 70 FLOOR NAILING (HORIZONTAL DIAPHRAGM) TYP. FLOOR SHEATHING 3/4' CDX T+G APA RATED PLYWOOD (48/24) NAILED AND GLUED. ADHESIVE SHALL CONFORM TO APA SPECIFICATION AFO 01. PROVIDE T+G EDGES AT LONG PANEL EDGES. NAILING SHALL BE 10d AT W O.C. AT PANEL EDGES AND 10' O.C. AT INTERMEDIATE SUPPORTS. ALLOWABLE DIAPHRAGM SHEAR = 215XO.82-177 pl. FLOOR DIAPHRAGM 231137 2x FRAMING -H.F.0IS- O.C. TYPE NAILS BOUNDARY SUPPORTED BLOCKED EDGE BLOCKING ALLOWABLE I NAILING EDGES NAILING LOAD' F1 10d 8'O.C. B.O.C. 6"O.C. YES 290 PLF F2 10d 4'O.C. PO.C. 4"O.C. YES 390 PLF F3' 10d 2.5'O.C. 2.5'O.C. 2.5- O.C. YES WPLF I WHERE NAILS ARE SPACED 25' on AND LEM FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3x AND SHALL BE STAGGERED. 2. ABOVE ALLOWABLE SHE CAPACITIES HAVE BEEN ADJUSTED FOR 2x HEM -FIR FRAMING IN ACCORDANCE WITH TABLE 2306.3.1 IB.C. ROOF NAILING (HORIZONTAL DIAPHRAGM) TYP. ROOF SHEATHING 711W OSB APA RATED SHEATHING (24/0) EXP.1 EXT. BOND NEROA397, RP4108. LAY UP W/ MINIMUM 1/8' CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAILING SHALL BE 10d AT W O.C. AT PANEL EDGES AND 12' O.C. AT NTERMEDIATE SUPPORTS. PROVIDE EDGE CLIPS • 24' O.C. AT ALL UNSUPPORTED EDGES ALLOWABLE DIAPHRAGM SHEAR - 190 x 093 - 176 PLF ROOF DIAPHRAGM 15137 2x FRAMING -H.F.®2VO.C. TYPE NAILS BOUNDARY SUPPORTED BLOCKED EDGE BLOCKING ALLOWABLE NAILING EDGES NAILING LOAD2 R1 10d 6'O.C. 6'O.C. a, O.C. YES 260 PLF R2 10d 4. O.C. 4'O.C. 4. O.C. YES 350 PLF R3' 10d 2.5"O.C. 2.S O.C. 6'O.C. YES 530 PLF 1. WHERE NAILS ARE SPACED 217 oo. AND LESS, FRAMING AND BLOCKING AT ADJOINING PANEL EDGES SHALL BE 3x AND SHALL BE STAGGERED. 2. ABOVE ALLOWABLE SHEAR CAPACITIES HAVE BEEN ADJUSTED FOR 2x HEM -FIR FRAMING IN ACCORDANCE WITH TABLE 2306.3.1 I.B.C. FASTENER SCHEDULE (FOR ALL VERTICAL + HORIZONTAL DIAPHRAMS ) NAIL TYPE DIAMETER IN INCHES LENGTH IN INCHES SPECIFICATIONS M .131 21/7 COMMON NAILASTM A36 COATED SMOOTH 10d .148 3' COMMON NAILASTM A36 COATED SMOOTH 12d A48 319" COMMON NAILASTM A36 COATED SMOOTH 16d .162 31/7 COMMON NAILASTM A36 COATED SMOOTH V J J a I� ,xn V M W M R!1 LU c (T Q = N W F-Z LnN N N Q V � aD Y J O _ W XX to CQ Y ♦- W Q) N 41 Z 3 U L 0 W L] Z W 0 N NW 0. Q NJ li W I C] Z I U 0 a 0� o ;cx d D'3F c•<• J1LY II, 3DJD SLI I/4'•I'-0' 67MUCTURAL LEGEND DENOTES LOCATION AND EXTENT OF fILLL�1L��A AR WALLS 0�1�j�DENOTES TYPE OF SWEAR WALLS SEE PI-6 SHEAR WALL SCHEDULE ODENOTES HOLDOWJ LOCATION SEE HOLD DOWN SCHEDULE LOCATE HOLDO" MN. 8' FROM FOUNDATION VENTS ISOLATED FOOTING SCHEDULE: 18"xl8"x12"TNK W/ -4 O EA. WAY 157M 24 24"x24"x12"THK W/ •4 ■ a 6" O.G. EA. WAY 15TM 3m ■ 30"x30"xl2"THK W/ •4 a 6" O.O. EA. WAY BTM MINIMUM THICKNESS SHALL BE THE EMBEDMENT LENGTH OF CONCRETE ANCHOR PER HOLDOWN SCHEDULE ON SHEET 51.1, PLU5 5 INCHES COVER PER SECTION 10/55.1 FOUNDATION NOTES: I. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED DIMENSIONS. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS AND FIELD CONDITIONS. 3. ALL FOOTINGS To HAVE A MINUF M DEPTH of IS" DELOW FINISH GRADE 4. STEP FOUNDATION$ PER SITE CONDITIONS 5. ALL POSTS SHALL EE TREATED 4x4 (4x6 a DM SPLICE) ON TYPE-W FELT ON CONCRETE FOOTING AS INDICATED PER PLAN, 6. ALL GIRDER5 SHALL DE 4 D04JFIR (SIZE AS INDICATED PER PLNMU. T. GROUND COVER SHALL SE 6 m11. ImIDOG") POLYETHYLENE FILM WITH AT LEAST A 12" LAP AT ALL SEAMS AND EXTENDED UP THE FOUNDATION WALL TO AT LEAST THE OUTSIDE FMISHED CTRADE LINE. 6. ALL WOOD IN CONTACT WITH EARTH, MASONRY OR CONCRETE SHALL ISE TREATED OR DE OF WOOD WITH A NATURAL RESISTANCE TO DECAY. NOTE: PLACE FOOTINGS ON UNDISTURBED SOIL. ASSUMED SOIL BEARING 2008PSF TO BE FIELD VERIFIED BY COTRACTOR LEGEND NEW FOUNDATION O EXISTI146 FOUNDATION TO REMAIN EXISTING FOUNDATION TO BE REMOVED 1 2 2.5 3 4 5 61'-10 5/8" T'-6 3/6" V-A 1/4" 20'-05/8" 14'-10 1/2" DRILL a EPDXY 4.30" INTO 4Y" 3'-7 3/8' 1 EXISTING CONCRETE W/ 5" T-O"xl2'-O"x8" THK GONG. ti 4" BLAB ON GRADE W/ •4a1 I I MIN. EMBEDMENT USING FTG A/ #406" EA. WAY 15 I �i �n� 16" O.C. EA. WAY AT CENTER SIMPSON EPDXY SET-XP DEPTH OVER 2" RIDGID kp +p FOAM OVER 10 MIL V.S. 36" x36" x 12" CONC. — -- — -- FTC,. W/'4 at 6" O.C. —, DRILL a EPDXY 4x3m" INTO U U SLAB ON GRADE _ EXISTING CONCRETE W/ 5" I EACH WAY BTM. EXISTING STEM WALL --'N k ? P 1 4 "GONG. OVER kV w'" MIN. EMBEDMENT USING POST BASE PER CONTRACTOR TO VERIFY "' GRANULAR FILL '� m SIMPSON EPDXY SET-XP DTL T/52.1 FOOTING SIZE a REPORT T ' h k 3611 OVER 10 MIL V.B. � I ANY DAMAGE TO 7 >�36" x 12' CONC. FTG. — -------------- — -----J'i ENGINEER OF RECORD - + p+ W/-4 at 6' O.C. EACH WAY BTM. C~ - - - - T - - -I �O 7 BASE PER DTCT/SZT r — — 10 m m m e m L-------T—{—T U m 52.1 �.I 51M w Y L—t—U SEE �82 52. w n I 3 I — — — — L SIM 2 �0 NEW 30" x 12" — — — - u" NEW 30" x 12" THK CONT. -- - - - - - FTC"/(4)�4-CONTI - - a •4 a 6"O.C. TRANS ry m O 12 -- ----- - - -�.I m1'-10.. 2'-2 1/8" 8 1/2.. 2'- M N EXISTING STEM WALL/ CONTRACTOR TO VERIFY FOOTING SIZE a REPORT ANY DAMAGE TO ENGINEER OF RECORD SPECIAL INSPECTION ALL P05E DRILLED AND EPDXYED ANGMOR� (DRILLED INTO EXISTING CONCRETE) SHALL M SPEUAL INSPECTED SY NLADO CERTIFIED INSPECTION AGENCY. CONTACT MAYES TESTING ENGINEERS INC AT (425) T42-9560 m ,Q 2l'-4 3/8" 12 Oi 2 SIM SIM V 52. NEW 30" x 12" THK goNT. FTWK4)'4 CONT. 4'4 ®6"O.C. TRANSVERSE r O 2xb CRIB W�4LL STUDS in at 16" o,c3x6 P.T Si;1LL FLATYP, UNO� Q o4 SEE 3/62.1 SER 3/821 51M 151-6 5/8" i 111-5 5/8" BEE 5�83.1 52. of `8 w a THK CONT. FTG W/(4) 4 CONT. a 4 ®6 - m - - - - - - - ICI\ TRANSVERSE - - - 2 51M 52 12 m .r G V 12 12 55.1 E 8�03.I 53.1 53.1 - 2 m T T `e 5'-5" 2xb CRIB WALL STUDS m m at 16' O.C. w/3xb P.T. SILL PLATE, TYR UNO. ® N n 5-1 3/8" 5'-8 3/8" 1413 1/8" 7 I I � 14'-9 3/8" E12 WNEW 30" x 12" .1 TNK CONT. FTG W/(4) -4 CONT. a 4 O 6"O.C. IV TRANSVERSE I m _ m m NOTE: PROVIDE BLOCK -OUT Q DRILL a EPDXY 4x30" INTO INTO PATIO SLAB5 FOR ALL m = EXISTING CONCRETE W/ 5" EXISTING DRAWL SPACE MIN. EMBEDMENT USING VENTS AS REQUIRED SIMPSON EPDXY SET-XP — ——iT—*—t—*—t—t— I — *— I I I T BEE 3ie2. SEE 3/82.I 36" x36" x 12" CONC. FTG. W/4 at 6" O.C. EACH WAY 13TM. 1-05T BASE PER DTL T/S21 ■ 18 5-I I/4" L 12'-21/8" 20'-03/8" 2.5 7 SEE 3/821 REPLACE EXI5TIN6 S AEON GRADE WITHGRADE WITH 4" GONG. OVER 4" GRANULAR FILL OVER 10 MIL V.B. 36" x36" x 2" CONC. FTG. W/4 at 6" O.C. EACH WAY BTM. POST BASEI PER DTL 1/52.1 'V-10 1/4" 1,14'-2 5/8" 14'-10 1/2" U J J Z W M Z o o M m so go W DNc% W 0 = N m O Z F 0 J Xq cmoYH LL V-4. 5 5/4' 3/8" 36" x36" x 12" CONE. z FTG. W/*4 at 6" O.G. Q µ EACH WAY BTM. POST BASE PER DTL 1/52.1 J � Z 1�! n ry INF _O h Q Z --EXISTING STEM WALL 0 CONTRACTOR TO VERIFY FOOTING SIZE a REPORT ANY DAMAGE TO ENGINEER OF RECORD 36' x36" x 12" CONC. FTG. W/"4 at 6" O.C. EACH WAY BTM. r POST BASE PER DTL I. Q 6 r-- ■ 36° x36" x 12" CONIC. FTC,. 1-1 T 7/8„ W/04 at 6" O.C. EAC H WAY BTM. POST BASE PER DTL 1/52.1 r-O U 1` D A T I O N FLAN 1/4" _ ,I_mIl W U Z W 0 N N W Ws 3 Q J 0m / W I a ri Ll Z� I C] O IL aew"w"e ®- u"teJILY 162=0 meet S1.2 71 MAIN LEVEL FRAMING NOTES: L CONTRACTOR SHALL VERIFY ALL NOTE5, DIMENSIONS $ CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL FLOOR JOISTS a THIS LEVEL SHALL SE 2 12 HFW2 e 1W O.G. UNLESS OTHERWISE INDICATED PER PLAN 3. ALL EM IIOR RIMS TO M 2 12 H U.N.O. 4. ALL HEADERS • WINDOW AND DOOR OPENINGS SAFPORTNC THIS LEVEL SHALL 5E 4.12 -2 DOUCIFIK UNLESS OTHERWISE INDICATED PER PLAN. 5. PROVIDE SOLID ISLOGKINS OVER SUPPORTS. 6. PROVIDE FIRE BLOCKINS ® ALL PWM51N& PENETRATIONS. T. 5EARINS MALLS ARE SHAPM. S. PL INS AND MECHANICAL FIXTURES ARE DASHED. q. • INDICATES POINT LOAD %PPORTW DY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO M PRESSURE TREATED. 11. ALL METAL JOIST HANGERS SHALL M"SIMPSON STROI.',G-TIE° U-SERIES JOIST HANGERS OR APPROVED EQUAL UNLESS NOTED OTHERWISE. 1 2 25 3� M)41N FLOOR F-R)4MINCq PLAN II _ II_mll A W U Z W 0 N N W Ws 3 Q NJ m 1� W I a Li Z� I C] O a eWebna oamJLY a �. SU 72 (4Y16d TO HEADER (TYPJ l2YYed TOENAIL • EA. END (TYPJ HEADER lap U O 4 ENI m (PER PLAN) � u oT USE (2> CRIPPLES OVER I UP 6' OFNENINO (TYPJ O 12 6�a 16d • 0 — BETWEEN STUD (TYP.) BEAM PERP TO WALL: 4xx : (2)-CRIPPLEB MIN UNDER BEAM SYax, 6. : (3) CRIPPLES MIN, UNDER BEAM OPENINq T`oFir,AL I -MADE? NTs 24" MINIMU'I END NAILS --FACE NAIL APPED AREA eTAI�A PER PN�j no TYPICAL FLRAMING DM —TAIL n a DOUBLE TOP PLATE SPLICE 1/2° N STRUCTURAL LEGEND �DENOTES LOCATION AND EXTENT OF "AR WALLS ®DENOTES TYPE OF SHEAR WALLS SEE PI-6 SHEAR WALL SCHEDULE ODENOTES HOLDOWN LOCATION SEE HOLD DO1N SCHEDULE LOCATE HOLDOLLNS MIN 9° FROM FCLNDATICN VENTS SPECIAL INSPECTION ALL POSE DRILLED AND EPDXYED ANOHORS (DRILLED INTO EXISTING LONORETE)MA 5LL BE SPECIAL IN5PEOED T B1' WABO OERTIFIED INSPECTION AGENCY. CONTACT MAYES TESTING ENGINEERS INC AT (425) T42A560 m F-------------- &— 3 I/2'kl4" (2.OE) LVL 2 I9) R4W OF WAH1LLIPS AT COORER LL KLIALLY SPACED ALONG WALL WT. EXISTING ® 4x12 DWI FIELD VERIFY REPLACE AS NECESSARY d REPORT TO ENGINEE(RR OF RECORD _ — _ — _ — _ — _ — _ — _ ®I EXISTINb HEADER 4.12 DWI I I FIELD VERIFY REPLACE AS NECESSARY 6 REPORf TO b ENGINEER OF RECORD 1T 9 11®" 3 I/2' 14" 3 1/2-NIA' LVL TDR) LVL (2.OE) LVL BR'b WALL (10) SMPSON A-35 CLIPS AT CORER OF WALL EQUALLY SPACED ALCNG WALL NT. 3 I/2"xl4" (2.OE a )z� 2.5 EXISTING 1EADER 4xlo DWI FIELD VERIFY REPLACE AS NECE55ARY b REPORT TO ENSINEER OF RECORD EXISTING HEADER 4x12 DWI - rtIECD-VERIFY-REPLFLE Aa _ _ _ _ _ NECESSARY f REPORT TO ENGINEER OF RECORD e@ 53.1 T &1 2k PTO FpH s �i 12 53.1 m SEE 3�!\F I V SE 9/82\F I I i it it 215 (I5) SM -ON A-*/ r:7: CLIPSAT CCRIER OP UlLL Px4LY SPACED ALWY waL Nr. Y NOTE: 515TER NEW 2x4 57UIP TO EXI5TIN6 STUDS TO EXTEND MALL TO NEW PLATE HEIGHT. NAIL YV (2) ROWS OF 16d NAILS a 5" O.O 5TAG,15 ERED 5 1/® /5" CAS' EXISTING, HEADER x5 12 TO REMAIN 9\I1 Cf� 6LULAM OOL OAP �� lily LL 53.1 2 51M j N Z � - - - - - - 5! T'5! 12 jc I;I wm b�iUP' III=) 6� U G� PI-z h (24F-=4) &LIS G SEE 5�83.1 !I! CLIPS CO t*R = I 25 CLIPS L CORNER OF WALL EQUALLY m Z 1 SPACED ALONy n WALL HT. 12 53.1 A l'�) 2x I �x mA11 `I 5 1/2"Al "7/6" 0 3 I/2"xll 1/6" 3 1/2"xll1V6" i2........ 0E�LVL _ _ 2.OEZLVL _(2.OJ LVL ,j. SEE 5�02.1 SEE 3�02.1 M141N LaYaL uJ4LL PLAN OA �5'-0' CMSTCI6 eTRAP AT TOP AND BOTTOM OF WNPM B2 EA [MY it oCl�.. 4r0"4.( it '9,y i COS S c�Q U Z W 0 N N W Ws 3 Q J/ Ld 0L Wri I a Li Z� I C] 0 a ewaw�s oa„JLY R 2=0 Sn SlA 73 2x6 TOP CHORD �S 1= o I I/2 RING WALL BEARING WALL 151-0 T/8" TRUSS i�ROFILE '/4' ROOF I. LOADS: TOP CORD LIVE LOAD - 25 P5F 2. BOTTOM CORD LIVE LOAD = 10 P5F B. 4. TOP CORD DEAD LOAD = -I PSF BOTTOM CORD DEAD LOAD = 5 PSF 5. WIND UPLIFT (TOP CORD) = I5 PSF ROOF DECK LOAD: LIVE - 60 F5F ROOF LOAD: DEAD- 25 F5F LIVE - 25 FSF TOTAL- 55 1`5F DEAD - 15 F5F TOTAL - 40 F5F ROOF 4 CLCa FRAMING NOTES: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSION6 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. BEARNG WALLS ARE SHADED. B. PROVIDE VENTED PLOCKINC, OVER SUPPORTS. 4. ALL HEADERS SHALL BE 4xO n DOJa/FIR UNLESS OTHERWISE INDICATED PER PLAN. 5. CONTRACTOR To VERIFY LOCATION OF ALL ROOF SUPPORT 6RACMG OR POSTING AND PROVIDE ADEQUATE BEARING TO FOUNDATION, S. 0 DENOTES CONCENTRATED LOADS 5UFFORTED BY (2) STUDS, UNO- T. ALL METAL H4NGERS SHALL BE "SIMPSON STRONY- -TIE" U-SERIES JOIST HANGERS OR APPROVED EQUAL. 6. ALL FALSE VALLEYS WALL 6E FRAMED W/ A FLAT 2x10 LAID DIRECTLY ON RAFTERS 6ELOW, OR W/ A FLAT 1.10 LAID ON 3/4" SOLID SHEATMG. S. ALL CEILING JOISTS SHALL BE 2x8 4 HEM/FIR FRAMED • 24" O.G. UNLESS OTHEPoUISE INDICATED PER PLAN. SEE PLAN JOIST DIRECTION. 0. WHERE CEILING. JOISTS ARE PERPENDICULAR TO RAFTER A FRIW PROVIDE METAL STRAP TIES C 48" O.C. ACROSS THE FIRST THR6E ADJACENT JOIST SPACES AND SOLID FULL DEPTH BLK'G ® EA. TIE. II. INSTALL SHEAR WALLS 4/OR 6LOCKING IN ROOF STRUCTURE 6EFORE INSTALLING FNIBH ROOFING. ROOF 6I4E14TI4ING ENTIRE-- ROOF TO M 3/4" CDX PLYWOOD NAILED WITH IOd NAILS PER R-I ROOF NAILING PER ROOF NAILING. SCHEDULE ON SHEET SU 2x6 TOP CHORD 0 112 N6 WALL 40'-4 5/4" TRUSS PROFILE 'R' SCALE: I/4' = 1 -0" 1 I NOTE: ROOF SHALL HAVE 2" OF CLOSED CELL SPRAY FOAM MEETBR-414 NSULATONTO REQUIREMENT5 NO VENTINb REQUIRED i E- - - -i - - - - 3 - -5 - - DOWN5POUT SIM TIE_IFLTO_EXI5TIN6 Ir ICJ ROOF_ DRAIN -----------___ � _ — _ — — BEARING 1 -0" 2.5 - - - - - RAKE - 2x13 TOP CHORD O I I/2 r RIN6 WALL BEARING WALL TRUSS PROFILM `C` SCALE: 1/4' = I -01 I _— E v OR `Vft ® m SIM 1 V III "S� - - - - - - - - - - - - - - - - - - - - - - - - Ll 4 415/2"xQ I/4" 1 S� OR 1 1 (2.OE) LVL y M 5 5/2"xq I/4" (2.OE) LVL I/2:12 2.10 DF#I RAFTERS ®12" O.G. B � I/4:12 O � � _ _ _ _ _ -i _ _ _ _ iNOTE: _ _ _ 10 III B _ B e LOW RF USE STANDING SEAM METAL ROOFING OVER J 4 W III{ — — 60 MIL PVG MEMBRANE LSSR210Z O = SIM 3 BY GARLISLE OR EOUAL 1p 5/4'�44" (2.OE) LVL LEDGER NAIL TO WALL 3 AT LOW ROOF W/ (4) 4 2x10 RIDGE 16d NAILS PER SND IWALL 52. 1 BR'G 52. —OR — — 6112 O GRAFTrR5 O.H. 1U BR'6 WALL IO i 0 J�d l q2 O.G. OWNSPOUT T E Q i 9 INTO PLANTER SIM III O BELOW O t0 2-PLY GIRDER TRUSS CRICKET -_NOTE: 3 /�''}/4 SEE PROFILE 'A' /4:12 HR (O DEGKIN6LEVEL,rLOVEAT 60 MIIL MEMBRANE T i5 RAF�'QS EXTEND ROOF BY 12" FROM EXISTING PVC BY GARLISLE OR EQUAL "� m /G ROOP ® LO RF 11 /2:d O, 5" bALV MTL GUTTER LV M L 6 11�111�� II 51M ono 2 o m� I DOWNSPOUT \ TIE INTO EXISTIN& ROOF DRAIN S SIM 1 Q = I OWNSPOUT 2I INTO PLANTER \ BELOW ,p LEDGER BY PER60LA MANUFAI-TU R AS J- X LLI REOUIRE12 5 /2"xlb I/2" (24F-F4) &LB 'PER60A X MOTORIZED PATIO COVER BY 5TRUXURE PNW OR EOUAL 1 2 2.5 3 4 5 ROOF F-R/4MINCm PLAN1 74 U J J d D 2 . M Z W M Z so go oomr- UJ DN�To W ¢ a Q = N W o Z O 0 oo Yam • J Xq cOOYH IJ_ Z Q J Z NQ L.L LL_ LLL O O ct U Z W 0 N N W W� Q m J 0N i Wri I a Li Z� I C] 0 a NAIL 6HEATHING TO HEADER USING ed NAILS 4 3" GRID PE CONT. HEADER ' FINISH! DOOR JAMB�I " ROUGH DOOR JAMB (TREATED X \ (3) "3 TIE$ I TOP / \ OF WALL • 4" D.C. EALANCE ® 6" OZ. BETUEEN / LOU HOLDGWN PER PLAN (2 LCI TOP OF SILL PLATE (2) 5/8"1INE x 12" A$. w� 2" a 2" x 5/16" PLATE WASHERS L-BOLT ANCHOR -ME SCHEDULE FINISH GRADE (2) •4 NUOIA'.� iiLm" o.c. HORI ______3---------- ----- TOP OF FOOTING (3) 5 TIES o SOT. N RE AR ®�_______ OF WALL o 4" OZ. (2) 04 CONTINUOUS CONCRETE VAIQQS FOOTING 14 " MIN, GLGVAT ION CONCRETE WALL (e)- 16d w/ (2) ROLLS M FROKING STUD TO END OF HEADER (HDR) " x 3 In" LAG SCREWS IN THE MIDDLE PLUS (2) ROW6 OF I NAILS •3"oc DBL TOP PLAT CONT. HEADER BOLNDAIRY NAILING e a3"— STAGGERED TO EACH STUD 2x4 PLATE DBL STUDS AT EACH END WIDTH TO MATCH BM. WIDTH (D ROW OF ad A 3"on ON INTERIOR STUDS TOP OF STEM WALL 5' A30VE GARAGE SLAP WALL FINISH PER PLAN TOP OF WALL - 6" ABOVE SLAB CONC. GRAVEL BASE J BACKFILL AS III SEE PI 9EE PLAN SECT I ON PLYwD SHEATHING SHALL BE ON BOTH SIDES OF WALL STUD PER PLAN SIDING PER ELEVATION L HDU HOLDDWN PER PLAN 3x P.T. SILL L-BOLT ANCHOR —4 M15AR o V or. HORIL 5 REBAR FULL HT. W/ STD. HOOK INTO FTG L Rill 16- VERT /TYP) • o Im" oREBAR HORIZ. A.B. PER SCHEDULE FOOTING CONCRETE n WALL 4) 5 REBAR WLL HT _ _ _ - _ _ _ TIES (STIRRUPS) SEE ELEV. FOR SIZE - < SPACING - I 1 e"¢IINE 12" A.B. w/ •4 REBAR o lolloc. HORIL 2' x 2' HD. GALV. PLATE WASHERS (E L-BOLT ANCHOR VARIES 14" MIN, PL1aN nL G�ARASg: PANEL 1 SZ. PHID 1-40 NS w/ L-BOLT ANCH10I 3/4" I10" A 4- d 4- ��u.�P��-4� TYPICAL TE WALL WALL I. U51NG ROTO HAMMER ROUGHEN FACE OF EXI5TING WALL UP TO 3/4" AMPLITUDE. 2. APPLY BONDING AGENT ON SURFACE OF EXISTING WALL PRIOR TO CONCRETE POUR TOP OF FOOTING DRILL I EPDXY •4 BARS 3'-4" MNL W/ e" MIN. EMBEDMENT INTO EXISTING CONCRETE WALL USING HILTY HY-150 EPDXY SIDE 1/IEW 9AR SPLIOE 3/A" • 11 OUTLINE OF SUPERSTRUCTURE ABOVE. VARIE$ w/ LOCATION OF ALLTHREAD ANCHOR HIl lT CONCRETE WALL WOOD PLATE 5/0W EXPANSION ANCHOR DOLT - W/ 0EMBEDMENT DRILLED INTO CONCRETE WALL o 8" OC. n 6I44R WALL o wNi WALL C NN. 82. I IR11 , ,1_0n SM. 2 BEARING R OvER TOP OF BEAM 5� 9� Q—A _ ` BM. 1 rrP. nb" I I BEARING o FULL YID% D BOTT. OF BEAM HT. I -LAN VERT, PLATES05EARIW, PLATE USETHRU- BOW} INTO EACH BEAM PLATE G&I A -A BEAM I CUSTOM MADE 151 / BEAM SADDLE BY SIMPSON BUILT FROM CIMILAR To GCRTIO E.�,OSAT COJNEGiIONTw/o POST TAg51ZEDl OOTQ W,4N4ER do) Si. ,n 11_0n NBIDE 5 %A& WIDE ON 6HDP HOLD DIN �D SEE PLAN FOR $NEAR WALL TYPPL HOLDOWN PER PLAN, SEE FOUNDATION PLAN FOR NUMBER 5 In 5 In CLAM POST OF 6TUD6 AT HOLDOWN - - OF BOLT 5 I/lx5 IR CLAM POST EXISTING FLOOR DECKI EXI67ING FLOOR FRAMING SHOP HOLD 5 W* EA, FACE 1/4" SIDE PLATES WIELDED TO PLATE 4 SIDE PLATES TWHT FOR CONNECTION CONNECTION 14- (A- 3/4" (A-30T) BOLTS (5) PC' S TOTAL tY S WA /60LT THRDUGIi 4LM POST W/ SHER 4 NUT ITYP.> DBL 2x BLOCK'G - - _----- - J� - DBL TOP PLATE 4x4 POST NEXT TO THREADED ROD S S THREADED ROD ANCHOR- SEE HOLD -DON SCHED. FOR SITE COUPLER s -- - ----- d� 1/4' BEARING PLATE IMAM OMITTED IF FULL - s 1/4u BENT PLATE LENGHT THREADED ROD IS USED) 4L BTN OF BRIG PLATE 3/4" CHAMFER I0 MIL iCBLACK �EEWWu 9EE DETAIL I/921 FOR REPAIR THICKEN FOOTING BY 3" UNDER HOLDOLLN TO ENSURE > m CONCRETE DOVCRAGE ' o =IIIII >= =lull 11I-IIIII= w � z =w r _____ IIIIIu" THREADED ROD ANCHOR W/ DBL NUT < 3"x3'Idl PLATE WIENER P LEVELING GROUT FOR FULL BEARING •4 O 6" O.C. EA. WAT 9 5 �I ns �40LDDOWN DETAIL 6 POST CONCRETE PLINTH COLUMN pASE 52.� I I/2n 11_0n 3. TR SILL PLATE FIN. GRADE DRILL 4 EPDXY THREADED ROD U61NG HILT[ HY-150 EPDXY OR to. THREADED ROD. SEE HOLDOWN SCHEDULE ONHEET 6I SFOR SIZE OF HOLDGLLN AND ROD i f DIAMETER EXIST. CONCRETE 6TEMWALL IL ALL -THREAD ANCHOR 2.4 STUD WALL 2x6 STUD WALL WOLDOWN ANOWOR ® EXIBTT• RZ, Tin.�e Sin .-...�«.. _., ...0 ...�....�.. IIR" • 11_mn ANCHOR BOLT SEE SHEAR WALL SCHEDULE FOR SPAcwN FINISH FLR'G 4" COND. SLAB OVER 4° GRAVEL (3) •4 CONT. LOCATE BOTTOM OF J FOOTING ON LEVEL, UNDISTURBED SOIL BELOW FR05T LINE INTERIOR F-OOTIlh,4 2.4 STUDS • I6" OC. (TYPO 2x4 PT SILL PLATE V J a 0,n V M W M N i Q N T Q = N co _ oz�04 N N J xaxa cODY♦L li W U Z W 0 NO N O W00 0) 3 -O Q C O J NW IW ' W O I0 UC4 N Z� I U 0 a orow" cn.d�.a DSF ate DULY I I, 2023 S2.1 75 '4r CHAMFER a CAP L11 HR GrACR 2.4 CEDAR TOP RAIL • com 2.4 CEDAR BOTH SIDES J 6,6 RAIL POST PER PLAN ! 4 (4'-0" O.G. MAX) 2x2 CEDAR BALUSTERS - SIDING PER ELEVATION �I STUD PER PLAN 12) 2.4 CEDAR 60T. RAIL S MTL FLASITYy x RIM JOIST �° 5/4" CEDAR DECK'G RT3 SEISMIC TIE SOLID BLK'G e • EA. JET. " 5/411x12 6KIRTBOARD JOIST BRGSUISFLOOR PLYWD UBFLR RIM P.T DECK J018'T JOIST JOIST PER LAN PLAN P.T. DECK PER PLAN 13/4" LSL CONT. RIM -- - e BM LEDGER NOTCH POST INTO 2z PT. LED EE BOLT To RIM JOIST w/ % "¢NNE 4 " RIM JOIST 5UH28 JOIST HANGER x TS ST.�f,ER�D TOP A BOTTOM. 2x OILK yyylll RABBET BASE OF LEDGER dx BFI PER PL 5B'I w/ bxb POST OR FLASH OVER lam (2) x 4k LAG e EA OLT6 SIDING BELpL OfiT PROVIDE NON-5TRLCNRAL LATTICE SCREEN AT UNDERSIDE OF DECK SIMPSON MPBv6Z IFT POST BASE GRADE (4) 04 FOUTINCT NOOKS / DOWELS WITH 03 TIES ® 6" o.c. 12 °xlPLINTH EXTEND 6" LAP ® 03 TIES 611 Af�oVE FIN. ciRADE 04 ®6" E.W. 1307. 4c PLACE FOUNDATION ON UNDISTURBED SOIL WITH MIN. 1000 PSF IBEARING TYPICAL DECK SECTION ?• JOISTS OVERNAWING SUPPORT SEAM 3/4" • I'-& M. SOIL BEARING • 10 PSF TO BE FIELD VERIFIED 6xb POST BEYOND ,x6 PT. POST 2x6 TOPRAIL 2.4 EA. SIDE l n (2) 2x4 CEDAR 2x6 TOP RAIL n POT RAIL J S 2x6 CEDAR TOP RAIL - HANDRAIL PER 2.4 CED n 2mm3 IR.. EA. SID 2x4 CEDAR BOTH SIDES sxb D.F. •2 '.T. POST 2x2 CEDAR BALLU5TERb '' e' 4' CHAMFER 6 DE K FLOOR TREAD POST CAP s TREAD '-` PT. 4.10 STRINGER (2) 2x4 CEDAR BOT. RAIL TREAD 6.6 POST 4x10 PT. STRINGER MORTISE JOINT e TREAD TO STRINGER P6ON MPB66Z 6T BASE 3.12 PT. TREAD (2) 5g'I¢ME x T° LAc BOLTS POST INTO STRINGER CONCRETE LANDING FOOTING HOOKS/ IA UELS a "3 TIES T. �'< a _AP %/\ \�%/\\ \\\ r�/��Jk -4 16" BOTT. mLL'-0 UNDISTURBED SOIL WITH MIN. 15mm PSF BEARING aEcK TO POST KNUE PRACI�4 III = I11011 1DMATERIO" 5' oa (MAXJ (d1363 y E LN HpT-DIPPED GALVANIZED WIITH WD3B SIMPSON HOLDOUN BRACKET 5ft' x bfy 5/" ..�6%n l4)- DI.#. xBb" LONG Y99.) LAG WS INTO PERIMETER S D O 5 9 EL 41A� k ON EACH DECK JOIST STRADDLEING THE HANDRAIL P05T LOCATION BEAT. (521 WIDTH MIN) ,e mTIACH To FLOOR JOIST / ew A. THRGIICH BOLTS - TOE BOARD/ KICK PLATE PER ARCHITECTURAL BETWEEN POSTS - ATTACH N� FLOOR SHEATHING THIGKIJESO T SHALL VE TREATED PLYWOOD. To ISM. BELOW WITH 5/B" DIA. - x T" LAG scREuls a s° on A A I Irz I N NAILING PER DIAPI-IRACM SCH. \ �N NOTES ON THE PLANE SEE 'I I _ r _ BASE PLATE ALL BOLTS AND FASTENERS PLAN VliilU / BCCTION a DECK JOIST ��JI�� SHALL BE STAINLESS STEEL -a PER PLAN 1 ^' >: FW'x OF BOLT — O A 5 ADJUST TO ALIGN NA.IIDW'J e' DIA THROUGH BOLT FULL H7. BLOCKING PERIMIETER BEAT L MIN. BEAT WIDTH 5y" BEAM CONN. PER PLAN HM I�RAIL / 5 " BM. 1•IaNQ1s81L PCRPGNCICIJLAR Cr PLAN FOR SIZE TO FJ_ P/ T / R PLAN `/ 2.12 BLOCKING 3py I( �� r R HD3B SIMPSON ... I DOUN BRACKET - ; -- LT r HD3S HOLDOLLN (� EACH SIDE OF JOIST T14R8WU Borth 1.4ANIDRaIL PEAP &I TO PJ- _ ------ HD3B HOLDDOLLN QO R NOS a FLOOR JOIST WHERE HANDRAIL P05i 15 CONNECTED TO CONCRETE U5F5 �' x b�n y 6�!',®ASE PLATE WITH /' DIA emma L-BOLTS. (HOTT DIED GALV8' ALNIZED) PLAN A&W 0 CON, �IAND�?AIL DETAIL n� W:Z 3/4w , Il_011 bx6 POST %4" CHA¢ER a POST CAP SEE NOT BELOW L a 4 5/4° CEDAR D 'G � BRACKET PT. DECK JOIST PER PLAN 3x12 PT TREADS MORTISED I", " INTO STRINGER 4xI0 PT. STRINGER ALIGN W/ TREAD BELOW MI -Al METAL BRACKET NOTE: I BALUSTER SPACING AND BOTTOM RAIL HEIGHT AT OPEN STAIR HANDRAIL SF3lALL BE SPACED 60 THAT A SPHERE OF 4// IN DIAMETER WILL NOT PASS 7HRU 2 BALUSTER SPACING AND BOTTOM RAIL HEIGHT AT OPEN GUARDRAIL SHALL BE SPACED SO THAT A SPHERE OF 4" IN DIAMETER WILL NOT PASS THRU T`rPICAL DECK STAIR SECTION SEE PLAN FOR NO. OF RISERS 3/4" • I'-V 5/4" x 12 SKIRTED 2 ROWS OF l3) I2d NIL AS o OUTBOARD SIDE OF EA. POST "¢NNE x LAG BOLT AM^ER pOP AID SJOT 5/4" "I JOIST H CEDAR DECK'G Iiiie)ALL LS IT] BLIK j HN2 BOLT OTC I'¢AJE x 5))+ AG �OP AND BO�. 2 ROWS OF I2d NAILS e 61 - - -------- -- OUTBOARD SIDE OF POST 55yy pp�G w' ¢II ANDLBO . T €_ � ` (3) I2d NAILS �} 6 e ALL BLK'G 5/4" x 12 SKIRTED SIO�CI� 514" x 12 e"¢INE a TOP 2 ROILS of (3) 12, OUTBOARD SIDE %-' INE x 70P 5' L 9' 6• B' L B• RT3 SEISMIC STRAP a EA. JST. — FLOOR JOIST 0 0 0 .10 P.T. LEDGER 3B ♦ AG BOLTS 4 NOTE: ALL NAILS AND BOLTS ARE HOT DIPPED GALVANIZED UNA. BOLT LEDGEiz ELEVATION DETAIL Q A R L MEN (4 I2d NAILS BLK TO BEAM (4) I2d NAILS EA BRACE To BLK LEDGER 2xb FLAT BLK a BRACE BRACE JOIST TO BEAM CONNECTION SO ID 21 FLAT BL 'G 2xe FLAT BRACE (4) 12d NAILS BRACE CAM �T'ON TO LEDGER 1 BEAT BELOW ARIOL Air 711OLT (4) I2d NAILS SPACE - TO FLAT BLK'G (2) @d NAILS JET TO FLAT BLK'G (3) I2d NAILS BRACE TO JOT TYP EA JOT �!lLL.t NOTE: ALL NAILS AND BOLTS ARE HOTS DIPPED GALVANIZED UNA. NOTE: ALL NAILS AND BOLTS ARE NOT PLAN DIPPED GALVANIZED UNA. RAIL POST ANOWOR DETAIL NAILING DETAIL FLAT PRAOE NAILING OVAL �� .y SZ. PosT To DECK FRAMING ATTACHMENT I" = p_11II 2xS BRACE SUPPORT 1" = 11_ow 76 DELK 51DING PER ELEVATION -,. MTL FLASHG RT3 ®15MIC TIE A. JST. FLOOR P.T. DECK JOIST _ PER FLAN�y SUH2B JOIST HANGER / RABBET BASE OF LEDGER - .II ING 6ELOW LIYNG SPAci STUD PER PLAN 121 SIM SON HD3B W/ C2) 12" PIA HD RIM JOIST GALV. BOLTS OR ALL THREAD W/ NUT / e WASHER ." P 5 LLR JOIST PER PLAN RIM JOIST ---- SOLID BLKG a SM LEDGER ix P.T. LEDGER BOLT TO RIM JOIST w/ 14 x 4k' LAG BOLTS ST<C,�ERED TOP AND 60TTOM. In , 11_miI T v a 0 U 7 n W U Z W 0 ul04 N O W00 0) 3 Q c O J NW IW ' W O U� N Z� I U 0 a we�vislons i� Drawn Cl+ecked D9F o•.JA.Y II, iDJD Sht S2.2 I/4'•I'-0• j 1 CONCRETE FOUNDATION STEM'LALL ' 4 VERTICAL REBAR a 16" O.G. ' BEND BOTTOM of BAR AND ALTERNATE i ! DIRECTION OF BEND. (2) 4 CONT. i ! I FUI[L HT. OF STEMW L L FOUNDATION GUT BACKFILL AS REOD\ , � 4" CIA. ROOF DRAIN - TIGHTLINE TO STORM LINE 4" DIA. MIFF. FT4 DRAIN LOCATE BOTTOM of FOOTING ON LEVEL, UNDISTURBED SOIL BELOW FROST LINE NOTG: ALL ALTERNATMW HOOK REINFORCING SHALL BE TIED IN PLACE PRIOR TO FOOTING INSPECTION LL l TYPICAL "MW F-00TIN64 I SEE FRAMING DETAIL 5 ON 83.4 FOR STRUCTURAL HDU HOLDDtDI R PLAN IAP MENTS " DIAPHAGM DBL STURD ATE ' A 2. 10 BLOCK'C (T SHEAR WALL . or SEE FRAMING DETAILS ON 63.4 FOR STRUCTURAL REQUIRMENTS DIAPHRAldI I • 4 CONT. a TOP OF WALL 4a IV 01 HOR (2) •4 CONT. 3xb P.T. SILL A PLATE w/ E WAS1/4" PLATE WASHER (l" MIN. EMBED) •a • W oa. vERT. w. ALT. INa PLAACEI a TTI1'ETIOF FT4. INSPECTIOTI yED E = 3 AI w/ s WA3 i/4" PLATE WASHER (l" MIN. EMBED) 4 CONY. AT TOP OF WALL 4" UAJC. 9L 4" G VEL ^"I 11 •4 REPAIR x 24 / PER BACKFILL A5 REOb T / TOP OF CDNC SLAB VARIES w/ SLOPE STUD PER PLAN S. PT. SILL 4 e 10" OC- NOR •4 a 16" OC. VERT. w. ALT NOOK IN FT4 TIED M PLACE a TIME OF FTC. INSPECTION S Q rw•+-imW ut I.Q�LD <.n a>1 FOR STRUCTURAL REOUIRMENT •DIAPHRAGM • 4 Cj;�i . OF WALL •4 a I0° OC. HOR-----— 3x6 P.T. SILL 4" GONG. SLAB THICKENED EDGE rw++-1 meq ut ni�n <.n n> w/ FOR STRUCTURAL REOUIRMENTS a DIAPHRA419 •4CONT.a TOPj�� of WALL J 1y 11111 li� 3x10 P.T. SILL (RIPPED A$. TO a") -PLATE-W:ASFIE�- IN"bMt3 ! ' 1 ------- -------_ - 4" GRAVEL • 4 ® Ib" on VERT. w. ALT. HOOK MFTC. TIED IN PLACE e TIME OF FTC. INSPECTION "4 RE HORIZ. Im„ oc ` I`li li I� 4REBAR PER PLAN A$. w/ 2"x2"x3/Ib" PLATE WASHER (l" MM. EMBED) n 4 ®I6" o.c. YERT. w. ALT. NOOK IN FTC. TIED IN PLACE a TIME OF FT4 4 e/ INSPECTION , (2) 4 CONT. (2) 4 OONT. (2) 4 CONT. SOUND AT ION STMWALL a EXT. wAL.L.XT. AND WALL 4 4Rr 5L 4p n SOUND. 5TMW ALL GARAGE SLAp SOUND AT ION STMW ALL + EXT. WALL 83• TYPICAL w/ DIAPHRAGM ON TOP OF WALL 3/4" = 1'-0" fpl N 314" = I'-0" N �• w/ DIAPHRAGM INSIDE 3/4" = 1'-0" N TYPICAL w/ DIAPHRAGM INSIDE OF WALL 3/4" = I'-0" 3/4" TKi PLY SUBFL� FOR SSH-SEEAR WALL TYPE FINISH FLOORING 3/4" T40 PLY SU15FL - DBL TOP PLATE 2x6 CRIB STUDS a 16" oc. DBL TOP PLATE— DBL STUD - ALQ w/ ABOVE COUPLER 1 AT SHEARWALL ONLY ((� OSg� NAILING SHALL MATCH THREADED ROD - SAME DIA. AS A.P. w/ 2"#'k346" PLATE WASHER PLYWOOD, sm. SOH. ABOVE ANCHOR BOLT A. A.P. 5PM1 SHALL BE PER COUPLER ANCHOR BOLT PER SHEAR WALL 5CHED. ABOVE. 1 (MAY BE OMITTED IF FULL HOLDDOLN HEDULE UNDER SHEAR WALL ONLY. LENGTT THREADED ROD 15 USED) 3x6 PT. 5ILL PLATE ° i1 IE al CONC.FOOTING PLAN elUaPER a s a LINDERN FOOTING BY 3" 1 ° ° UNDER HOLDdiN TO ENSURE —III I Y mp CONCRETE COVERAGE E z 11=11I rv-------1 pN c 1 � - °n HDU I-IOLDOWN ® cRIpuALL Ul S (3) 04 CCJT. 9 - JOISTS PERP. To WALL -SHOFAR WALL ABOVE 3/4" • 1-1 2x CRIBWALL PER PLAN SIMPSON i STUD POST ANCHOR PER 1 PER PLAN PLAN - 55TB OR 55 OR FWD HOLDDOWN ALL -THREAD PER PLAN 2x SOLE PL w d a 3. P.T. SILL FL 4 � d � SIMPSON a d ANCHOR PER "T PLAN - SST$ OR SB OR mom ALL -THREAD ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. RECANTS g1 PHD HOLDDOLUN a INT. FOOTING '�• S-ARl AT ORIBWALL 1 1/1" - P-0" ANCHOR BOLT SEE SHEAR WALL SCHEDULE FOR SPAGMG ' 4 CONY. a TOP OF WALL 4 a Im" O.G. NOR STUDS PER PLAN 4 a 16" oc. VERT. w. ALT. NOOK IN FT4. TIED IN PLACE a TIME OF FTC. INSPECTION (2) 4 CONT, y r-4' i� INTERIOR STEM LUALL • SNEARWALL OVER INTERIOR STEM WALL 3/4" = P-0" FCUWCATION PLAN FOR NUMBER OF STUDS AT HOEDOWN DELLSL BLK'G JOIST PER BLKG. PER PLAN MIN. OF- ��P�LA� of T JOIST PER MI l BEAM PER PLAN PC44 OR PC46 DBL 2.10 BLOCK'G NAIL PER MFGAM ESPECS, CRIB WALL -2x6 STUDS a 16" oc. PB44 a EA POST FOR ALL 4x4 OR PB4 T14WADCD ROD ANCHOR- SEE 4-POSP FOR ALL 4xb POSTS HOLD-DOUN SGHED. FOR SIZE 4x4 TRTD. POST A$. w/ 3°x3"xl/4" PLATE WA5HER NUT NOT SHOW HERE FOR CLARITY SEE SHEAR WALL SCI-IED. E --- FOR SIZE AND SPA.cM4 LY 10 MIL BLACK V$. (3)4 EA TO WAY — IIII I II II IIII 11111 PER PLAN Tj it THREADED ROD ANCHOR W/ NUT (WASHER- SEE NOLD- DOUN SCHED. FCR SIZE. � TYPICAL POST # IMAM B SECTION A 4 _, �• POSITIVE coWNEOTION To coNORETE �( STEM WALL BEYOND 4 e Im° O.G. HOR 3x TREATED Y SILL PLATE b" coNc. sLA a GRAVEL DRIVEWIA,T 4" e 'j CONT. 14 REBAR k s PER PLAN CONCRETE STRIP FOOTING im I-IOLDOWN (ANCHOR ® INT. FOOTING t m 83• SIMPSON ANCHOR OR OTHER 11/1" 1'-0" m $ S PROVIDE ADD. VERT BAR o CORNER SEE PLAN 4 x NEE x RT FOR STEP I CORNER BAR EI 4 e I6" VERY. LOCATION TOP of WALL MATCH HOR REINF. 4 e l0" NOR SEE PLAN ----- _ -- ---- --- Ifni ADDT'L VERT BAR 4 e 16" vERT. a INTER 4 a Im" HOR Ili 4 x V-b" x V-b" u" CORNER BAR TO MATCH HOR REINF. INTERS. WALL (ALT HOOK DIRECTION) J •4 . 0" HOP, INTGRSGCTIN4 TGG HOOK BAR PER GENERAL NOTES ON 5HEET 51.1 AD T'L VERT BAR •4 • 16" YERT. BULKHEAD SIMI pULK•I-IGAD LIP7tA"LL REBAR A MIN. of 45 BAR DIAMETERS ry TYPICAL RMIN"CI=MI=TUT DVAILS m 1/1" = II-0" I' k 1-0' MA�IN.) ° - •4 YERRNIR CQL RE REB24 MREZ R • Ib" OC. STUB (48 BAR DIAMETERS). \ '• BEND BOTT+'A'1 DIRE'�TION BAR AND ALTERNA.' yND. I'-5• I (2) 4 LOCATE BOTTOM OF�S\ FOOTING ON LEVEL, UNDISTURBED 501E'/�//� TYP MULTI—STC-PPC-D F-OOTINGr �• 3/4" = P-0" I STUD POST PER PLAN -HD HOLDDOUN PER PLMI i j SOLE PLATE 6 3. TREATED SILL PLATE ANCHOR PER PLAN - SSTB OR 55 OR ALL -THREAD CONCRETE STEMWALL ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. RECANTS an PHD HOLDDOLUN o GxT- FOOTING S - SNEARWALL AT GARAGE BLAB 112" 1'-0" PLYWOOD SHEAR WALL ABOVE 3/4" Tl- PLY SUBFL DBL LSL II J019T PL414 LAP A IN OF 3" a SUPPORT DBL TOP PLATE 2x6 CRIB STUDS a 16" oc. (MIN. LENGTH W) a 16" O.C. VERT. w. ALT. r 'OK IN 11 71rD IN T/�" O66 PLTUD a SHEARWALL ONLY ACE a TIME OF FTC,, Y PECTON •�. i 3x6 TR SILL PLATE PLATE WASHER (l" MIN II � . (v •4 REPAIR —NT. STUD POST PER PLAN i PHD HOLDDOUN PER PLAN i i SOLE PLATE j PLYWD DIAPHRAGM 1 ..-.-... ALL -THREAD .......- i�. ..... ... -....... ...... -.... .... 1 i COUPLER i ............ FLOOR FRAMING PER PLAN i i ANCHOR PER PLAN - SSTB OR SB OR ALL -THREAD 3. SILL PLATE uotn CONCRETE STEMWALI ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. RECANTS e� PHD HOLDDOWN . EXT. FOOTIN4 • BNEARWALL AT FLOOR DIAPHRAGM STUD FRAMING PER PLAN WALL SHEATHING � SOLE PLATE SOLE PLATE NAIL'. 3x IT SILL PLATE ANCHOR BOLT w/ PLATE WASHER EDGE NAIL'G -, � GANG SLAB FINISHED GRADE 9 9 KR PLAN CONCRETES MWALL tt MXT. F-I LUTALL 6 O.H. DOOR i2 2x6 CRI WALL ON CONT. SPREAD FT4• 13 SHI=IARWALL TO STI=MW,ALL NAIL'I • 3/4" • I'-e N 83. JOISTS PERP. TO WALL - BRG WALL ABOVE 3/4" - I'-0" S - SHEARWALL ON EXT STEMWALL ® GARAGE SLAB 11/1" = IL& 9� OUTSIDE FACE OF ANCHOR CLNG. WALL 8 Vie OUTSIDE FACE OF OUT5IDE FACE OF CCJC. WALL GONG. WALL 'a aNcuoR a t�a ANCHORSHEAR WALL ABOVE INSIDE FAGS of DE FACE OF INSIDE FACE OF GONG. WALL GNG. WALL GONG. WALL ouTSIflG CORN*Ft TGG INTG}RSOCTION INSIaE CORNG}{a 7 OUTSIDE FAGS OF - CONc.WALL INSIDE FACE OF ,,y,NCHOR CONC. WAL ! STUD FRAMING ABOVE SHOWN AS DOTTED LINES N 4 VA' • SINGLE TRIMMER b' DOUBLE TRMMER W�4LL OPGNIN4 7,ALL-THRM>4D ,ANCHOR ImI MNT ® TYPICAL LOCATIONS 83. 1 1/2" , 1'-0" J J a 0 M W M 2� vI LU iQN((DD Q = N W ~o Z ui 1l2 N N coo Ye Ii U Z W 0 ul04 N O W00 C) 3 0 -O Q C NW J W ° a I0 UC4 N Z� I U 0 a cnecwed DSF ate JULY 11, 2025 S3.1 v4'1_-0 77 STRUCTURAL STUD FRAMING WALL SHEATHING WALL SHEATHING PER PLAN SOLE PLATE NAIL'G PER 9GHED. SOLE PLATE FOR SHEAR WALL ABOVE F SOLE PLATE NAILING PEA SCHEDULE FOR SHEAR WALL ABOVE FIELD NAIL'G EDGE NAIL'G PER SCHEDULE !FLOOR DIAPHRAGM) FOR SHEAR WALL ABOVE EDGE NAIL'G PER SGHEDLE FOR 54EAR WALL ABOVE PLYWD DIAPHRAGM FLOOR BOUNDARY NAIL'C= PER PLAT BOUNDARY NAIL'G (2) RO % Ibd NAILS SPACED TO MATCH EDGE NAIL'G 6 (2) ROWS Ibd NAILS SPACED FOR WALL ABV. III TO MATCH EDGE NAIL'G e 3 STRUCTURAL FOR WALL ABV. (2) 11d/.I31x3/4") FILLER PANEL NAIL INTO EA FLANGE OF TJI JOINT STRUCTURAL 2a RIM BORD FLOOR JOIST a IB" O/C PER PLAT FILLER PANEL OR PER PLAN 10d(U24 L2") NAILS a 2" O/C-TYP DBL.2x RIM BOARD PER PL4N AT ALL SILL PLATES 10d(.12# N") NAILS a 2' O/C-TYP = A-R £�MII�L ANCHOR USE STAINLESS STEEL NAILS UNLESS WOOD TREATMENT CALLS FOR AT ALL SILL PLATES USE STAINLESS STEEL NAILS = FOR SHEAR WALL ABOVE OTHER CORROSION REQUIREMENTS INLESS WOOD TREATFENT cALL6 FOR OTHER CORROSION REOJIREMENTs 3x SILL PLATE FINISHED DE GRACE FINISHED GRADE \ \: �V ANCHOR BOLT w/I/4"x3°x3" PLATE WASHER CONCRETE 5TEMWALL (2) 8d/.131x 2 In") NAILS INTO WALL SHEATHING EA. BLOCK PLYWD DIAPHRAGM 5oLE PLATE NAILING PER SCHEDULEASHEAR WALL PER PLAN FIELD ILG FOR EDGE NAIL'G PER SCNEDULE� FOR 5HEAR WALL ABOVE /I12d/.131 3 1/4"1 FLOOR BOUNDARY NAILING NAIL INTO EACH FLANGE of TJI (1) 12d(.148x 3 I/4° EACH E 7YPTJl JST BLKG 70P AND DOTTOFIINTO FLOOR JOIST PER PLAN IF PLY"ID JOINT IS LOCATED WITHIN THE RM JOIST; H4IL PLYWD To RM AT Wr 12d NAILS PER THE EDGE NAILNG SPACING FOR SHEAR WALL All'. OR BELOW WHICHEVER HAS THE CLOSEST NAIL 5FACIWG FRAMING ANCHORS; A361-FT4 OR 611ILAR ARE NOT RED WHERE TJI BLKG PLYWD. IS LAPPED OVER RIM JOIST. a 48" OD 1 3/4' (I55E)LSL RIM BOARD PER PLAN —� -35 FRAMING ANCHOR PER °HEAR WALL SCHEDULE WALL SHEATHING STUD FRAMING SOLE PLATE NAIL'(. PER SDHED. PER PLAN FOR SHEAR WALL ABOVE EDGE NAIL'C. PER SCHEDULE SOLE PLATE FOR SHEAR WALL ABOVE PLYWD DIAPHRAGM (I) 12d4 3 I/4" PER PLAN INTO EACH FLANGE OF TJI JST FIELD RAIL', TOP AND SOT. FLANGES (TYP%-' IF PLYWD, JOHT 6 LOCATED WITHN THE - RIM JOIST; NAIL PLYWD TO RIM JOT V lid NAILS PER THE EDGE HAILING spA m )GE NAILING ER D FOR SHEA iOR SHEAR WALL ABY OR BELOW LL ABV. FROM LSL BLKG NTO RIM JST LLNICHEVE9 HAS THE CLOSEST NAIL 6PACMy. FRAMNG ANCHORS; A35LPT4 1 3/4- (IBBC) LSL PI -KG BET. OR SIMILAR ARE NOT REQ. "K FLR JS75l7YP) PLYWD. 15 LAPPED OVER RIM JOIST FLOOR JOIST 3- (155EibL RIM BOARD E MIN. PER PLAN PER PLAN EDGE DI67. (I) 12d(.148x 3 I/4" NTO EACH FLANGE OF TJI JST STUD FRAMING PER PLAN SOLE PLATE (2) SF! INTO TOP FLANGE of BLKG PLYWD DIAPHRAGM PER PLAN FIELD NAIL'G EDGENAIL PE HE FOR SHEAR WALL ABV.,FROM ILL INTO RIM JST. I SLKy a 48- O/C FLOOR JOIST PER PLAN 12d(.131x3 1/4°) FOR SHEAR W41-L ABOVE (V 12d(.148x 3 1/4 •. .-, - .r .iwi wI. r�nwco r : ri "" - - INTO EACH FLANGE OF TJI JST JST BOi. F E TO 1�� TOP LATE BELOW. TOP AND BOTTOM (TYP.) EDGE NAIL y PER SCHEDULE FOR SHEAR WALL BELOW TOP PLATE NAILING PER TOP PLATE NAILING PER SCHE LE FOR SHE W 3xb TR SILL PLATE SCHEDULE FOR SHEAR WALL BEL oR ABV. WH1CNEv BELOU OR ABV. LLNIGNEVER HAS T CLOSEST NAIL ANCHOR BOLT w/I/4k3°x3° HAS THE CLOSEOT NAIL SPACING TOP PLATES PLATE WASHER WALL SHEATHING SHALL DE CONCRETE STEMWALL EDGE NAIL'G E SCHEDULE/TOP PLATES LAPPED OVER RIM JOIST STANDARD JOIST LATOIi I�.VI L PER PLAN L 01� DIApHRACRM a EXTERIOR STEMWALL aln DIApHRA�M ® EXTERIOR STEMWALL N FLOOR JOISTS PERPENDICULAR TO WALL I I/2° = I'-e FLOOR JOISTS PARALLEL TO WALL I I/2" = I'-0" NOTE: USE ONLY DBL LSL BLKG PLYWOOD DIAPNRAM AT HOLODDINS PLYWOOD DIAPHNRAM JOINT DBL. "I" J015T a SHEAR WALL SHEATHING JONT STUD FRAMING WALL TYP. UNLESS BOLE PLATE HAIL'G PER PLAN 11 z HORIZONTAL DIAPHRAM NOTED OTHERWISE ON EDGE NAIL'G PER SCHEDULE SOLE PLATE BOUNDARY NAIL FRAMING PLANS FOR SHEAR WALL ABOVE FIELD NAIL'C= HORIZONTAL DIAL. FIELD NAIL'C= BOUNDARY NAILING STUD FRAMING PER PLAN SOLE PLATE (2) SF! INTO TOP FLANGE of BLKG PLYWD DIAPHRAGM PER PLAN FIELD NAIL'G EDGENAIL PE HE FOR SHEAR WALL ABV.,FROM ILL INTO RIM JST. I SLKy a 48- O/C FLOOR JOIST PER PLAN 12d(.131x3 1/4°) FOR SHEAR W41-L ABOVE (V 12d(.148x 3 1/4 •. .-, - .r .iwi wI. r�nwco r : ri "" - - INTO EACH FLANGE OF TJI JST JST BOi. F E TO 1�� TOP LATE BELOW. TOP AND BOTTOM (TYP.) EDGE NAIL y PER SCHEDULE FOR SHEAR WALL BELOW TOP PLATE NAILING PER TOP PLATE NAILING PER SCHE LE FOR SHE W 3xb TR SILL PLATE SCHEDULE FOR SHEAR WALL BEL oR ABV. WH1CNEv BELOU OR ABV. LLNIGNEVER HAS T CLOSEST NAIL ANCHOR BOLT w/I/4k3°x3° HAS THE CLOSEOT NAIL SPACING TOP PLATES PLATE WASHER WALL SHEATHING SHALL DE CONCRETE STEMWALL EDGE NAIL'G E SCHEDULE/TOP PLATES LAPPED OVER RIM JOIST STANDARD JOIST LATOIi I�.VI L PER PLAN L 01� DIApHRACRM a EXTERIOR STEMWALL aln DIApHRA�M ® EXTERIOR STEMWALL N FLOOR JOISTS PERPENDICULAR TO WALL I I/2° = I'-e FLOOR JOISTS PARALLEL TO WALL I I/2" = I'-0" NOTE: USE ONLY DBL LSL BLKG PLYWOOD DIAPNRAM AT HOLODDINS PLYWOOD DIAPHNRAM JOINT DBL. "I" J015T a SHEAR WALL SHEATHING JONT STUD FRAMING WALL TYP. UNLESS BOLE PLATE HAIL'G PER PLAN 11 z HORIZONTAL DIAPHRAM NOTED OTHERWISE ON EDGE NAIL'G PER SCHEDULE SOLE PLATE BOUNDARY NAIL FRAMING PLANS FOR SHEAR WALL ABOVE FIELD NAIL'C= HORIZONTAL DIAL. FIELD NAIL'C= BOUNDARY NAILING EDGE NAIL'y -- , - - - a JOINT tI 'il I FLOOR JOIST t- PER PLAT ) p TJI BLKA. a 48" O/C - - -- TOP UON NLESS D OTHERWISE OFFSET FOR EASE OF�NAI T PER IA P E GE NAIL'C. PER SCHEDULE TOP SHEAR WALL DEL CW WALL STANDARD JOIST LAYOUT SPACING VARIF� YARD• FOR SHEAR WALL BELOW WALL SHEATHING WALL OR FRAMING ANCHOR IS REo. STANDARD JOIST LAYOUT BE LAPPED OVER RIM PER PLAN J5T. OR PRIMING ANCHOR eln D14pHRAG�M Is EXTERIOR 6 49IRWALL ZIr4 D14pHjZ4C�M ® EXTERIOR Swc-ARWALL FLOOR JOISTS PERPENDICULAR TO WALL 1 1/21' • I'-0'1 FLOOR JOISTS PARALLEL TO WALL 1 1/2" = I'-0'1 WALL WCATHING l� HORIZ. BOUNDARY BEAR ROVIDE EDGE NAIL'G __ J ---_ a JOINT FLOOR JOIST OIAPHHR4IM NAIL'G PER PLAN DBL. 110 SERIES "I" HORIZ. DIAPIHRAIM BOUNDARY NAIL'G JOIST 6 SHEAR WALL LOOR J0157 TYP. UNLESS NOTED FLOOR Jo15T PER PLAN OTHERWISE ON PER PLAN FRAMNG PLANS PLATE NAILING 7JI BLKG. a AS' O/C TOP PLATE NAILNG UNLESS NOBTLED oiHERUISE PER SCNED. FOR gSCNELDL. gFEOR AIS UFLOU O�FF9ETNFOR EASE OF NA T SHEAR WALL g LO I IF BEAM IS USED MPAI CLIP PROVIDE MPAI PER PLATES EDGE NAIL'C. PER SCHEDULE =JW ABOVE SHEATHING FOR SHEAR WALL DEL OL TOP PLATES PER PLAN WALL SHEATHING STANDARD JOIST LAYOUT SPACING-VARIE5SEE PLAN FIELD VERIFY Q DIApH{@AC�M 0 INT. SWEARWALL BELOW el DNA. m INT. SNEARWALL ,4pV.e 13EL. ry N FLOOR JOISTS PARALLEL TO WALL I I/2" I'-0" FLOOR JOISTS PARALLEL TO WALL I STUD FRAMING PER PLAN STUD FRAMNG SOLE PLATE PER PLAN WALL SHEATHING SOLE PLATE NAIL' EDGE NAIL1C�= q BOUNDARY NAIL'C. 3xb SILL PLAT FINISHED GRADE -- l STUD FRAMING PER PLA WILL PLATE NAIL'G l soLE PLATE YWD DIAPPER PLAN EDGE HAIL15 PLHRAGM — FIELD NAIL'G BLOCKED E NAIL I"PER PLANT DBn"1LSL L� FRAMING CLIP APPLIED PER SNEARWALL DELOW EDGE NAIL'G , � :L ( TOP PLATEO STUD FRAMING PER PLAN II WALL SHEATHING El DIAP4RACRM ®INTERIOR SNEARWALL ry m T FLOOR JOISTS PERPENDICULAR TO WALL 1 112" • I'-0" FIELD NAIL'G PLYWD DIAPHRAGM — WALL SHEATHNG PER PLAN - PLYU.D DIAPHRAGM FLOOR JOIST METAL STRAP PER PLAN PERER P PER PLAN WRAP AROUND DBL. BULK 10d a 4° OC INTO TOP 4 SOT. OF JSi. SOLE PLATE NAIL'G PER WORM DIAPHHRAM SCH. FOR SHEAR WALL ABOVE '�L-TK-s PI BOUNDARY NAILING H16RIZON7 E NAIL'G E 6GH FLOOR JOIST PER PLAIN =11111=I — ANCHOR LT w/ PLATE sHER CONCRE STEMWALL STAIPARD JOIST LAYOUT SPAGN4 PER PLAN 01 11 DI141011 qm a EXTERIOR STEMWALL FLOOR JOISTS PARALLELTO WALL 1 1/211 = 1'-01' WALL SHEATHING SPUD FRAMING SOLE PLATE NAIL'G� PER PLAN '1 eOLE PLATE EDGE NAIL'G PLYWD DIAPHRAGM PER PLAN FIELD NAIL'G BLOCKED EDGE NAIL DEL UNDER t JOIST PLAN DIApHRACgM ® INT. SWEARWALL ABOVE FLOOR JOISTS PERPENDICULAR TO WALL 1 1/2" = I'-0" DGE P R .FOR SHEAR WALL ABOVE HORIZ. DIAPHRAM BOUNDARY NAILING PER SCHEDULE CONT. RIM JST I BLKG. OR 2.4 FLAT DLK BEAM. SEE FRAMING PLAN TO' 1 POT (2) ROWS 16d NAILS. SPACING STAGGER SHALL BE SAME AS SHEAR WALL EDGE NAILING BELOW. ADD 2 TOP PLAT NAI NON STRUCTURAL PLYLV PER SCHED FILLER WALL BELOW BLOCKED EDGE NAILING TOP 4 SOT. DES SHEATHING EDGE NAIL PER SCH. FOR IS. FIAX. SHEAR WALL BELOW 87-MAM TOP PLATE NAILING PER SHED. FOR WALL 2x4 FLAT BLOCK �. IL DOD HRAM VERTICAL _ I ad NAILS 2 IR" o/C ALL FOUR SIDES PLYWD DIAPHRAGM PER PLAN l FIELD NAIL'G DEL. TJI SERIES 110 BLKG FLOOR JOIST A7 SHEARWA TYP. PER PLAN UNLESS NOTE OTHERWISE CFI FRAMING PL TOP PLATE NAILING PER SC14ED, FOR SHEAR WALL BELOW TOPTOP PLATES DGe BHUEARWALLwBGEI-R SHEAPLR WALL ATE A6CHEDULER WALL SHEATHING Cr D14p1-i{iACgM g INT. SWEARWALL PALOW N FLOOR JOISTS PERPENDICULAR TO WALL I I/2" I'-0" STUD FRAMING PER PLAN SOLE PLATE WALL SHEATHING FIELD NAIL'Cy WALL SHEATHING -... STUD FRAMING SOLE PLATE NAILYG PLYWD DIAPHRAGM SOLE PLATE NAIL'G - PER PLAN EDGE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G - PLYWD DIAPHRAGM PER PLAN BOUNDARY NAIL'G _ J MELD NAILI q 3x10 OUT TO FIT - AS SHOWN, TREAT EDGE NAIL', \ ALL GUT SURFACE a JOINT \ / BLOCKED EDGE o FLOOR JOIST j NAIL'G GRADE PER PLAN \ \ / FNISHED FLOOR JOIST O� o PER PLAN / \ / BOUNDARY NAIL'G XIIIIIIII _] ADD % ^DBL LSL J8 / \ kT WEARWALL / \ IIII—IIII IIII ING CLIP APPLIED IIII IIII= ANCHOR BOLT w/ ER SHEARWALL BELOW PLATE WASHER 2x4 BRACE (SEE FRAM'GPLAN NIOdAIL WITH (2) 10d LSL JST BLK'N FLOOR JOIST CONCRETE STEMWALL EACH JOIST PER PLAN PER PLAN EDGE NAIL'G TOP PLATES STANDARD JOIST LAYOU WALL SHEATHING SPACIN4 R P AN e1%g1 DIApN{ZAG�M ®INTERIOR SI.4EARWALL m FLOOR JOISTS PARALLEL TO WALL 1 1/211 • 1'-011 9jn HORIZON eG 1,4 FLAT BLOCK r SL OIAPI4RA D V Sd tNAILS f 2 In O/C 08B BELOWW GLEVATION PENETRATION NI-WrTRATION IN bilm PILL SIZE PANEL SIDE VIEW ELEVATION FULL SIZE PANEL SIDE VIEW SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND ANCHOR MO UIREMENT9 SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL'G REQUIREMENTS s 12 DIApI-4{?ACgM ® OVERWAN4 SWEARWALL 13 PRE-FAp 13LOGKINCg PANEL A 13LO04INC4 PANEL 13 r' m JOISTS PERPENDICULAR TO SNEARWIALL 3/4" = I'-0" AT SHEAR OR BEARING WALL LOCATION I I!l" I'-0" 9LBFLYWD OOK Hb HURRICANE STRAP A- EA SIDE OF BEAM (BEND AND FASTEN UNDER TOP PLATE) BUILT-UP PAST (2)-2xb a 3 " WIDE BEAM 6TR'DARD STLD LAYOUT (31-2x6 a 54 WIDE BEAM SPACWq PER PLAN eAM F-RAMIN4 DETAIL ® BEAM TO WALL ASS! OF BEAM FLUSH w/ TOP OF JOIST -BEAM BEARING ON TOP OF PLATE 1 1/2" = 1'-0" PER DBL. TOP PLATE FLU5H BEAM PER PLAN TAP OP BUILT-UP PQST WIDE REAM (3)-2xb a 5 WIDE BEAM � ISo1rIETRIC gl 1Q} DIApIIIIIIRA(:�M a EXTERIOR STEMWALL m FLOOR JOISTS PERPENDICULAR TO WALL 1 121' • 11-0'1 USE ONLY DBL. — BLKG AT HOLDDOU.NS WALL SHEATHING STUD FRAMING SOLE PLATE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G PER SCHEDULE PLYWD DIAPHR4GMIM FOR SHEAR WALL ABOVE PER PLAN FIELD NAIL'C. JGE. "IL'G a JOINT I'r-- -- I -KG a PANEL JONT MAY BE REOUIRED SEE FRAMING PLAN FbRIZ DIAPHRANI� FLOOR JOIST BOUNDARY NAILv PER PLAN DBL. 110 SERIES 11° I III FLOOR JOIST JOIST a SHEAR WALL - - ---- \A PER PLAN I, _ I TYP. UNLESS NOTED C- ON PRATING PLANS FOR BALANCE of BLOCKING a 48" O/C FOR. JST- TYPE fED OTHERWISE ON PLAN SEE FRAMING PLAN YARES OTANDARD JOIST LAYOUT �1 18 DIApI-4RA6RM ® INT. SWC—ARWALL A1501,E FLOOR JOISTS PARALLEL TO WALL 1 1/2" PROVIDE CMSTC-I6 x Es. %4" IL-flil SUBFLOOR LONG CENTERED ON BEAM (2)-md NAILS - TOP PLATE TO WHERE TOP PLATE NEEDS TO TOP OF BEAM BE INTERRUPTED TOP PLATE TOP PLATE TOP PLATE TOP PLATE 0 � N N ti ti ti PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' 2x4 FLAT BLOCK �. IL DOD HRAM VERTICAL _ I ad NAILS 2 IR" o/C ALL FOUR SIDES PLYWD DIAPHRAGM PER PLAN l FIELD NAIL'G DEL. TJI SERIES 110 BLKG FLOOR JOIST A7 SHEARWA TYP. PER PLAN UNLESS NOTE OTHERWISE CFI FRAMING PL TOP PLATE NAILING PER SC14ED, FOR SHEAR WALL BELOW TOPTOP PLATES DGe BHUEARWALLwBGEI-R SHEAPLR WALL ATE A6CHEDULER WALL SHEATHING Cr D14p1-i{iACgM g INT. SWEARWALL PALOW N FLOOR JOISTS PERPENDICULAR TO WALL I I/2" I'-0" STUD FRAMING PER PLAN SOLE PLATE WALL SHEATHING FIELD NAIL'Cy WALL SHEATHING -... STUD FRAMING SOLE PLATE NAILYG PLYWD DIAPHRAGM SOLE PLATE NAIL'G - PER PLAN EDGE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G - PLYWD DIAPHRAGM PER PLAN BOUNDARY NAIL'G _ J MELD NAILI q 3x10 OUT TO FIT - AS SHOWN, TREAT EDGE NAIL', \ ALL GUT SURFACE a JOINT \ / BLOCKED EDGE o FLOOR JOIST j NAIL'G GRADE PER PLAN \ \ / FNISHED FLOOR JOIST O� o PER PLAN / \ / BOUNDARY NAIL'G XIIIIIIII _] ADD % ^DBL LSL J8 / \ kT WEARWALL / \ IIII—IIII IIII ING CLIP APPLIED IIII IIII= ANCHOR BOLT w/ ER SHEARWALL BELOW PLATE WASHER 2x4 BRACE (SEE FRAM'GPLAN NIOdAIL WITH (2) 10d LSL JST BLK'N FLOOR JOIST CONCRETE STEMWALL EACH JOIST PER PLAN PER PLAN EDGE NAIL'G TOP PLATES STANDARD JOIST LAYOU WALL SHEATHING SPACIN4 R P AN e1%g1 DIApN{ZAG�M ®INTERIOR SI.4EARWALL m FLOOR JOISTS PARALLEL TO WALL 1 1/211 • 1'-011 9jn HORIZON eG 1,4 FLAT BLOCK r SL OIAPI4RA D V Sd tNAILS f 2 In O/C 08B BELOWW GLEVATION PENETRATION NI-WrTRATION IN bilm PILL SIZE PANEL SIDE VIEW ELEVATION FULL SIZE PANEL SIDE VIEW SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND ANCHOR MO UIREMENT9 SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL'G REQUIREMENTS s 12 DIApI-4{?ACgM ® OVERWAN4 SWEARWALL 13 PRE-FAp 13LOGKINCg PANEL A 13LO04INC4 PANEL 13 r' m JOISTS PERPENDICULAR TO SNEARWIALL 3/4" = I'-0" AT SHEAR OR BEARING WALL LOCATION I I!l" I'-0" 9LBFLYWD OOK Hb HURRICANE STRAP A- EA SIDE OF BEAM (BEND AND FASTEN UNDER TOP PLATE) BUILT-UP PAST (2)-2xb a 3 " WIDE BEAM 6TR'DARD STLD LAYOUT (31-2x6 a 54 WIDE BEAM SPACWq PER PLAN eAM F-RAMIN4 DETAIL ® BEAM TO WALL ASS! OF BEAM FLUSH w/ TOP OF JOIST -BEAM BEARING ON TOP OF PLATE 1 1/2" = 1'-0" PER DBL. TOP PLATE FLU5H BEAM PER PLAN TAP OP BUILT-UP PQST WIDE REAM (3)-2xb a 5 WIDE BEAM � ISo1rIETRIC gl 1Q} DIApIIIIIIRA(:�M a EXTERIOR STEMWALL m FLOOR JOISTS PERPENDICULAR TO WALL 1 121' • 11-0'1 USE ONLY DBL. — BLKG AT HOLDDOU.NS WALL SHEATHING STUD FRAMING SOLE PLATE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G PER SCHEDULE PLYWD DIAPHR4GMIM FOR SHEAR WALL ABOVE PER PLAN FIELD NAIL'C. JGE. "IL'G a JOINT I'r-- -- I -KG a PANEL JONT MAY BE REOUIRED SEE FRAMING PLAN FbRIZ DIAPHRANI� FLOOR JOIST BOUNDARY NAILv PER PLAN DBL. 110 SERIES 11° I III FLOOR JOIST JOIST a SHEAR WALL - - ---- \A PER PLAN I, _ I TYP. UNLESS NOTED C- ON PRATING PLANS FOR BALANCE of BLOCKING a 48" O/C FOR. JST- TYPE fED OTHERWISE ON PLAN SEE FRAMING PLAN YARES OTANDARD JOIST LAYOUT �1 18 DIApI-4RA6RM ® INT. SWC—ARWALL A1501,E FLOOR JOISTS PARALLEL TO WALL 1 1/2" PROVIDE CMSTC-I6 x Es. %4" IL-flil SUBFLOOR LONG CENTERED ON BEAM (2)-md NAILS - TOP PLATE TO WHERE TOP PLATE NEEDS TO TOP OF BEAM BE INTERRUPTED TOP PLATE TOP PLATE TOP PLATE TOP PLATE 0 � N N ti ti ti PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' PLYWD DIAPHRAGM PER PLAN l FIELD NAIL'G DEL. TJI SERIES 110 BLKG FLOOR JOIST A7 SHEARWA TYP. PER PLAN UNLESS NOTE OTHERWISE CFI FRAMING PL TOP PLATE NAILING PER SC14ED, FOR SHEAR WALL BELOW TOPTOP PLATES DGe BHUEARWALLwBGEI-R SHEAPLR WALL ATE A6CHEDULER WALL SHEATHING Cr D14p1-i{iACgM g INT. SWEARWALL PALOW N FLOOR JOISTS PERPENDICULAR TO WALL I I/2" I'-0" STUD FRAMING PER PLAN SOLE PLATE WALL SHEATHING FIELD NAIL'Cy WALL SHEATHING -... STUD FRAMING SOLE PLATE NAILYG PLYWD DIAPHRAGM SOLE PLATE NAIL'G - PER PLAN EDGE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G - PLYWD DIAPHRAGM PER PLAN BOUNDARY NAIL'G _ J MELD NAILI q 3x10 OUT TO FIT - AS SHOWN, TREAT EDGE NAIL', \ ALL GUT SURFACE a JOINT \ / BLOCKED EDGE o FLOOR JOIST j NAIL'G GRADE PER PLAN \ \ / FNISHED FLOOR JOIST O� o PER PLAN / \ / BOUNDARY NAIL'G XIIIIIIII _] ADD % ^DBL LSL J8 / \ kT WEARWALL / \ IIII—IIII IIII ING CLIP APPLIED IIII IIII= ANCHOR BOLT w/ ER SHEARWALL BELOW PLATE WASHER 2x4 BRACE (SEE FRAM'GPLAN NIOdAIL WITH (2) 10d LSL JST BLK'N FLOOR JOIST CONCRETE STEMWALL EACH JOIST PER PLAN PER PLAN EDGE NAIL'G TOP PLATES STANDARD JOIST LAYOU WALL SHEATHING SPACIN4 R P AN e1%g1 DIApN{ZAG�M ®INTERIOR SI.4EARWALL m FLOOR JOISTS PARALLEL TO WALL 1 1/211 • 1'-011 9jn HORIZON eG 1,4 FLAT BLOCK r SL OIAPI4RA D V Sd tNAILS f 2 In O/C 08B BELOWW GLEVATION PENETRATION NI-WrTRATION IN bilm PILL SIZE PANEL SIDE VIEW ELEVATION FULL SIZE PANEL SIDE VIEW SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND ANCHOR MO UIREMENT9 SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL'G REQUIREMENTS s 12 DIApI-4{?ACgM ® OVERWAN4 SWEARWALL 13 PRE-FAp 13LOGKINCg PANEL A 13LO04INC4 PANEL 13 r' m JOISTS PERPENDICULAR TO SNEARWIALL 3/4" = I'-0" AT SHEAR OR BEARING WALL LOCATION I I!l" I'-0" 9LBFLYWD OOK Hb HURRICANE STRAP A- EA SIDE OF BEAM (BEND AND FASTEN UNDER TOP PLATE) BUILT-UP PAST (2)-2xb a 3 " WIDE BEAM 6TR'DARD STLD LAYOUT (31-2x6 a 54 WIDE BEAM SPACWq PER PLAN eAM F-RAMIN4 DETAIL ® BEAM TO WALL ASS! OF BEAM FLUSH w/ TOP OF JOIST -BEAM BEARING ON TOP OF PLATE 1 1/2" = 1'-0" PER DBL. TOP PLATE FLU5H BEAM PER PLAN TAP OP BUILT-UP PQST WIDE REAM (3)-2xb a 5 WIDE BEAM � ISo1rIETRIC gl 1Q} DIApIIIIIIRA(:�M a EXTERIOR STEMWALL m FLOOR JOISTS PERPENDICULAR TO WALL 1 121' • 11-0'1 USE ONLY DBL. — BLKG AT HOLDDOU.NS WALL SHEATHING STUD FRAMING SOLE PLATE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G PER SCHEDULE PLYWD DIAPHR4GMIM FOR SHEAR WALL ABOVE PER PLAN FIELD NAIL'C. JGE. "IL'G a JOINT I'r-- -- I -KG a PANEL JONT MAY BE REOUIRED SEE FRAMING PLAN FbRIZ DIAPHRANI� FLOOR JOIST BOUNDARY NAILv PER PLAN DBL. 110 SERIES 11° I III FLOOR JOIST JOIST a SHEAR WALL - - ---- \A PER PLAN I, _ I TYP. UNLESS NOTED C- ON PRATING PLANS FOR BALANCE of BLOCKING a 48" O/C FOR. JST- TYPE fED OTHERWISE ON PLAN SEE FRAMING PLAN YARES OTANDARD JOIST LAYOUT �1 18 DIApI-4RA6RM ® INT. SWC—ARWALL A1501,E FLOOR JOISTS PARALLEL TO WALL 1 1/2" PROVIDE CMSTC-I6 x Es. %4" IL-flil SUBFLOOR LONG CENTERED ON BEAM (2)-md NAILS - TOP PLATE TO WHERE TOP PLATE NEEDS TO TOP OF BEAM BE INTERRUPTED TOP PLATE TOP PLATE TOP PLATE TOP PLATE 0 � N N ti ti ti PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' e1%g1 DIApN{ZAG�M ®INTERIOR SI.4EARWALL m FLOOR JOISTS PARALLEL TO WALL 1 1/211 • 1'-011 9jn HORIZON eG 1,4 FLAT BLOCK r SL OIAPI4RA D V Sd tNAILS f 2 In O/C 08B BELOWW GLEVATION PENETRATION NI-WrTRATION IN bilm PILL SIZE PANEL SIDE VIEW ELEVATION FULL SIZE PANEL SIDE VIEW SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND ANCHOR MO UIREMENT9 SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL'G REQUIREMENTS s 12 DIApI-4{?ACgM ® OVERWAN4 SWEARWALL 13 PRE-FAp 13LOGKINCg PANEL A 13LO04INC4 PANEL 13 r' m JOISTS PERPENDICULAR TO SNEARWIALL 3/4" = I'-0" AT SHEAR OR BEARING WALL LOCATION I I!l" I'-0" 9LBFLYWD OOK Hb HURRICANE STRAP A- EA SIDE OF BEAM (BEND AND FASTEN UNDER TOP PLATE) BUILT-UP PAST (2)-2xb a 3 " WIDE BEAM 6TR'DARD STLD LAYOUT (31-2x6 a 54 WIDE BEAM SPACWq PER PLAN eAM F-RAMIN4 DETAIL ® BEAM TO WALL ASS! OF BEAM FLUSH w/ TOP OF JOIST -BEAM BEARING ON TOP OF PLATE 1 1/2" = 1'-0" PER DBL. TOP PLATE FLU5H BEAM PER PLAN TAP OP BUILT-UP PQST WIDE REAM (3)-2xb a 5 WIDE BEAM � ISo1rIETRIC gl 1Q} DIApIIIIIIRA(:�M a EXTERIOR STEMWALL m FLOOR JOISTS PERPENDICULAR TO WALL 1 121' • 11-0'1 USE ONLY DBL. — BLKG AT HOLDDOU.NS WALL SHEATHING STUD FRAMING SOLE PLATE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G PER SCHEDULE PLYWD DIAPHR4GMIM FOR SHEAR WALL ABOVE PER PLAN FIELD NAIL'C. JGE. "IL'G a JOINT I'r-- -- I -KG a PANEL JONT MAY BE REOUIRED SEE FRAMING PLAN FbRIZ DIAPHRANI� FLOOR JOIST BOUNDARY NAILv PER PLAN DBL. 110 SERIES 11° I III FLOOR JOIST JOIST a SHEAR WALL - - ---- \A PER PLAN I, _ I TYP. UNLESS NOTED C- ON PRATING PLANS FOR BALANCE of BLOCKING a 48" O/C FOR. JST- TYPE fED OTHERWISE ON PLAN SEE FRAMING PLAN YARES OTANDARD JOIST LAYOUT �1 18 DIApI-4RA6RM ® INT. SWC—ARWALL A1501,E FLOOR JOISTS PARALLEL TO WALL 1 1/2" PROVIDE CMSTC-I6 x Es. %4" IL-flil SUBFLOOR LONG CENTERED ON BEAM (2)-md NAILS - TOP PLATE TO WHERE TOP PLATE NEEDS TO TOP OF BEAM BE INTERRUPTED TOP PLATE TOP PLATE TOP PLATE TOP PLATE 0 � N N ti ti ti PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' BELOWW GLEVATION PENETRATION NI-WrTRATION IN bilm PILL SIZE PANEL SIDE VIEW ELEVATION FULL SIZE PANEL SIDE VIEW SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND ANCHOR MO UIREMENT9 SEE FLOOR DIAPHRAGM SCHEDULE FOR NAIL'G REQUIREMENTS s 12 DIApI-4{?ACgM ® OVERWAN4 SWEARWALL 13 PRE-FAp 13LOGKINCg PANEL A 13LO04INC4 PANEL 13 r' m JOISTS PERPENDICULAR TO SNEARWIALL 3/4" = I'-0" AT SHEAR OR BEARING WALL LOCATION I I!l" I'-0" 9LBFLYWD OOK Hb HURRICANE STRAP A- EA SIDE OF BEAM (BEND AND FASTEN UNDER TOP PLATE) BUILT-UP PAST (2)-2xb a 3 " WIDE BEAM 6TR'DARD STLD LAYOUT (31-2x6 a 54 WIDE BEAM SPACWq PER PLAN eAM F-RAMIN4 DETAIL ® BEAM TO WALL ASS! OF BEAM FLUSH w/ TOP OF JOIST -BEAM BEARING ON TOP OF PLATE 1 1/2" = 1'-0" PER DBL. TOP PLATE FLU5H BEAM PER PLAN TAP OP BUILT-UP PQST WIDE REAM (3)-2xb a 5 WIDE BEAM � ISo1rIETRIC gl 1Q} DIApIIIIIIRA(:�M a EXTERIOR STEMWALL m FLOOR JOISTS PERPENDICULAR TO WALL 1 121' • 11-0'1 USE ONLY DBL. — BLKG AT HOLDDOU.NS WALL SHEATHING STUD FRAMING SOLE PLATE NAIL'G PER PLAN SOLE PLATE EDGE NAIL'G PER SCHEDULE PLYWD DIAPHR4GMIM FOR SHEAR WALL ABOVE PER PLAN FIELD NAIL'C. JGE. "IL'G a JOINT I'r-- -- I -KG a PANEL JONT MAY BE REOUIRED SEE FRAMING PLAN FbRIZ DIAPHRANI� FLOOR JOIST BOUNDARY NAILv PER PLAN DBL. 110 SERIES 11° I III FLOOR JOIST JOIST a SHEAR WALL - - ---- \A PER PLAN I, _ I TYP. UNLESS NOTED C- ON PRATING PLANS FOR BALANCE of BLOCKING a 48" O/C FOR. JST- TYPE fED OTHERWISE ON PLAN SEE FRAMING PLAN YARES OTANDARD JOIST LAYOUT �1 18 DIApI-4RA6RM ® INT. SWC—ARWALL A1501,E FLOOR JOISTS PARALLEL TO WALL 1 1/2" PROVIDE CMSTC-I6 x Es. %4" IL-flil SUBFLOOR LONG CENTERED ON BEAM (2)-md NAILS - TOP PLATE TO WHERE TOP PLATE NEEDS TO TOP OF BEAM BE INTERRUPTED TOP PLATE TOP PLATE TOP PLATE TOP PLATE 0 � N N ti ti ti PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' �1 18 DIApI-4RA6RM ® INT. SWC—ARWALL A1501,E FLOOR JOISTS PARALLEL TO WALL 1 1/2" PROVIDE CMSTC-I6 x Es. %4" IL-flil SUBFLOOR LONG CENTERED ON BEAM (2)-md NAILS - TOP PLATE TO WHERE TOP PLATE NEEDS TO TOP OF BEAM BE INTERRUPTED TOP PLATE TOP PLATE TOP PLATE TOP PLATE 0 � N N ti ti ti PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' PROVIDE OMSTG-IS x 55" LONG CENTERED ON BEAM WHERE TOP PLATE NEEDS TO BE INTERRUPTED RIM � BEAM PER PLAN I LAN OARD PER (NOTCH TOP OF DBL. TOP BEAM FOR TOP PLATE PLY OF DBL. TOP PLATE) T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' T U Z W 0 ff1 0 YJ N O W00 0) 3 N -O Q C O N W W U� N Z� I U 0 a BEAM PER PLAN ( NOTCH TOP OF REAM Revisl"na lb)-Ibd NAILS - / \\�?yU�, FOR TOP PLY _ KING STUD TO -' OF DBL. TOP BEAM EA. SIDE / PLATE) ®_ SOLID Bl-LK'G ®_ e BEAM BRG. 13UILD UP POST (3)- 2xb w/ Orawn CM1 -d (2) LAYER PLYWD DLK'C. IJSF TOP, Boii. AND a 14" �a PLYWOOD o Si+WIDE BM. j- PLYLLbOD a 5� WIDE BM. o=ta JA-Y Ilr iO�B I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. BEARING �RAMIN4 DI=TAIL 0 SEAM TO WALL AsaY n Isor�IETizIC ", 1 FLUSH w/ TOP OF PLATE 1 1/21, • IL& V4r•Ib' I MMDAIID 871D LAYOUT 2,6 KING STUD a EA S3.2 POSrAcw.STXI PER PLAN SIDE IN BEAN BUILDYUP POST WD BLK'G w P a BM. 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II/B" 1-JOIST9 EQUALS 1-5 1re" CLEAR SPAN a 14, I -JOISTS EOUALS 1'-71/4" e� 3" COILSTRAp m INTERIOR SHEAR WALL m SHEARWALL PERPENDICULAR TO FLOOR JOISTS (LSL 15LOGKING) 1 1/2' I'-0" DBL STUD Z F m LLALL SHEATHING PER 3 °SCHEDULE 2 'SOLE FLOOR DIAPHRAGM PLATE FLOOR DIAPHRAGM COILSTRAP PER ........_........_........... ......._.................._... PLAN .. _.. ...._. ......_.._._....._. ............_......... U.Eg STIFFENE �. FLOOR JOIST _ WEB TIFFENER o EACH OSSING J015T ............ ...... _._. MPAI FRAMING ANCV40R MPAI PRINTING ,,, ............._..... ........_ ....._. LOCATIONS - a e LocdT"f'_'b' DSL LSL BLOCKING WALL SHEATHING DEL STUD #— PER SCHEDULE DIAPHRAGM � SOLE PLATE FL R JOT PER LAN D J Ij Y LbL T'� COMMON Fq PER TOP LATE .L N 9 AILG O ABOVE A STUD ALL SHEATHING �EIR SCHEDULE i BTAVDARD JOIST LAYOUT 8HE LL E LAN COILPIER PLAN P PER PLAN DIA LSL ly4 DOU SHEARWALL SEE PLAN m m m mmm /1 6LEyaTION ALL FRAMNG HARDWARE TO SE INSTALLED PER MANUF. REQ1476 I•'� CLEAR SPAN ! II VBI I -JOISTS EQUALS I'-5 IM'" CLEAR SPAN ! 14" 1 ' 15TS EQUALS I'-1 1/4" E�(M INTERIoR SHEAR WALL m m SHEAR UALL PARALLEL TO FLOOR JOISTS (DOUfBLE LSL JOISTS UNDER SHEAR WALL) 1 1/2" 1'-0" � DBL STUD I m � WALL SHEATHING PER SCHEDULE E RWALL sip PLAN cOILSTRA P R PLAN PLnre --------------- eHEARWALL $LK'G PER /'� SiCFIEDULE —. \ .mm. WEIS STIFFENER DBL BLOOKING a COILSTR'AP STANDARD JOIST LAYOUT NOT& GFACWY PGR PL.W ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. REQMNTS A GLDI/,4 ION a� 311 COILSTiRAp ® INTERIOR WALL TO DIAPHR44M SNEARUALL PERPENDICULAR TO FLOOR JOISTS 1 1/2" = 1'-0" N SCHEDULE a= PANEL JOINT MAIN LEVEL PLATE I li BOTTOM of HEADER - i` CAILSTRAP w/ / OCKNG / FIELD NAILNG PER SCHEDULE li Jill I I li Ili \\ // 4'a10' PLYWD 514T!41= PANEL III EDGE NAILING PER SCHEDULE 9 ROUGFI OPENING / \ // \\ I I Sx STU A �I ED IQ' v TTMG PANEL m SEE NOTE BELOW ZI Y /I4" cOIL6TR4P w/ �I_®Y BLOCKING \ € " f 3 STUD CORNER TYP. li HOLDDCUN PER DO PLAN MAN LEVEL SUB -LOOK OOR JOI S PER AN OC NTINUOUS_�IM JOISTII p1 II lU lU(�\ lu 5¢AINEE APOAOR WALL 92OxHDIR'E PLATE WASHER' l" III L-BOLT ANCHOR IPER PLAN MIN. M. MIN _ — CONCRETE STEMWALL n ALL FRAMING HARDWARE TO BE INSTALLED PER MANUF. REGaI-INTS USE A SINGLE bx STUD OR DOUBLE 2x STUDS a ALL ABUTTING PANEL EDGES FOR 9S DETAIL S DESIGNATED U I PI-3,1-1-2 TION OR P2-2 THIS DETAIL SHOWS CANCEPNAL INFORI'IATION ONLY SEE PLAN FOR ACTUAL CONDITIONS � T`rpICAL SHMARWALL r-RAMN4 ELCVATION ®LowER LEVEL q SHEAR FORCE TRANSFER AT CORNERS 1/2" = 1'-0" SOLE PLATE FLOOR DIAPHRAGM � FLOOR JOIST -L SHEATHING PLATE OOILSTRAP F PLAN DOR JOIST ER PLAN P PLATES _ SHEATHING ALL FRAMING HARDWARE TO BE NSTALLED PER MANUF. REGMTS CLEAR SPAN ! II T/B' I-J015T5 EQUALS 1'-5 US" CLEAR SPAN ! 14" I -JOISTS EQUALS 1'-1 1/4" 0� 311 COILSTRAp ExTERIoR SHEAR WALL m 514EARWALL PERPENDICULAR TO FLOOR JOISTS ® FLOOR DIAPHRAGM / COILSTRAP PER PLAN DBL LSL JOIST STANDARD JOIST LAYOUT • SPADPY! MiR PLAN NOTL FRAMING HARDWARE TO BE INSTALLED PER MANUF REOMMTS $ 3" COILSTRAp a+ INTERIOR WALL TO DIAPH-AAC,M_ SHEARWALL PARALLEL TO FLOOR JOISTS n 6LEY1aT ION 1 1/2" = 1'-0" UPPER LEVEL PLATE ? BOTTOM OF HEADER �\ II TTRR/ d�Lo6daZAA'P u✓ �II I / \ / / \\ / FIELD NAILING PER SCHEDULE ROI1GH.oPENMG 4'x10' PLYWD 5HTH'G / / \ PANEL ZI Y / v / ly4+CO1LSTWIP W/ \ I/�Y BLOCKING \ i r 0 ---------J, I 3 I STUD CORNER TYP. 1G---- EDGE NAILING PER SCHEDULE HOLDDpLN PER PLAN MAIN LEVEL 6UBFLOOR F OOR JOI S PER P AN MAIN LEVEL PLATE } MAIN VEL SH R WALL tL NOM ALLFRAMNG HARDWARE TO BE INSTALLED PER MANUF. REQNNTb THIb DETAIL SHOWS C/.JNGEPNAL INFORMATION I-1 AS PLAN FOR ACTUAL GONDITIONG TY'pICAL 6I4-ARWALL titRAMIN4 C-LC-VATION ® UPPER LEVEL SHEAR FORCE TRANSFER AT CORNERS 1/2" = 1'-0" 79 J J a 0,n V Z 'L O ICY Z 00 co co VVi w i Q N (TD vQ' _ � N W Zn N N N oo J xa I Y H i W U Z W 0 NO N O W00 rn0) 3 a, -O Q COE NJ W W ° I0 U� N Z� I U 0 a 4x BEAM PER PLAN KST221 STRAP WRAP ENDS b" MIN. B END NAIL PER MANUF. IN5TR •O• 4. BEAM PER PLAN . . evama o• o o cob P os7CA ' GAb P05T GAS ®- 6x6 POST o c"=dwa y ; DSF END VIEW SIDE VIEW oam JULY II, 2025 S303 CORNER IMAM TO POST CONN. /4"=1'-0'" 2x12 RAFTER \ a 2a" oc ROOF DIAPHRAGM ROOF DIAPHRAGM R IO EDGE NAIL'G BOUNDARY NAIL'G ROOF DIAPHRAGM o 12 MANUFACTURED ROOF a TRUES PER PLAN PER PLAN o FRAMNG ANCHOR NON STRUCTURAL 2x10 BLK'G PER sHEARWALL SCHEDULE FOR SHEA LL BELOU PANEL a E vE 'iP&PPAo 9 L� `HURRICANE CLIP a EA FILLER PANE EDGE NAIL WALL SHEATHING STUD FRAMING PER PLAN 6�41ARLUALL a ROOF TRUSS Ae6`r ROOF TRUSS PERPENDICULAR TO WALL 1 1/2" = I'-0" - Ix CLEAT 2x4 FURRNG Roof: SHEATHING NAILED PER ROOF DIAPHRAGM SI�C"HEDULE BOUNDARY NAILy a S TRUSSES MANUF4 TRUssE RED RO 2x4 BLK'G a I6" oc. TO FLAT HOR PER DOLE 2- BLOCKING SI FRAMING HURRICANE CLIP a EA. EDGENAIL'G a RAFTER........_.......................1�...�........... .........._.................._........_....._._. sNEARWALL /2) 2x4 FOR 5y" CROWN MOLDING EDGE NAILI. a 1 �' WALL SHEATHING (TOP OF 2,,V, TO ALIGN w/ sHEARUAALL DOABLE TOP PLATr) TOP PLATES WALL SHEATHING STUD FRAMING STUD FRAMING PER PLAN PER PLAN SEE SHEARWALL SCHEDULE FOR SPECIFIC NAIL'G AND FRAMING ANCHOR REQUIREMENTS SEE ROOF DIAPHRAGM SCHEDULE FOR NAIL'G REQUIREMENTS ALL FRAMING HARDWARE TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS n 31-4�A{ZWALL a R*TCR Ase1' aln SH6Aj?WALL To Tieuss coNNEcTION RAFTER PERPENDICULAR TO WALL I IR" = I'-0" m TRUSS FRAMING PARALLEL TO SHEARWALL 1/4" • P-I" ROOF DIAPHRAGM BOUNDARY NAILI, 2.4 BLK'G 2.4 BLK'G BETWEEN \ TRUsass .,.. BETWEEN STUDS Ibd NAILS a 6" oc. 2x6 5LK'G BETWEEN STUDS 2x6 BEVEL _ CUT LEDGER ----- - STUD FRAMNO 166 NAILS a 0 oc. -- WALL PER PLAN ROOF TRUSSES OR j SHEATHING ------ RAFTRS • 24" O/C PER PLAN SOLE PLATE NAIL'G -, PER SHEARWALL SCHEDULE 12 SEE PLAN FOR SLOPE 12 EDGE NAIL'G PER - SHEARWALL ROOF TO PLATE FRAMING sGNEDULE ANCHOR PER SHEARWALL SCHEDULE 1�� BOUNDARY NAIL y a - ROOF BOUNDRY FLOOR DIAPHRAGM NAILING L6L RIM BOARD UNLESS -- FULL VENTED BLKING NOTED OTHERWISE ON PLAN W/ SCREEN oP PLATE RAILING PER FLOOR DIAPHRAM SOUR NAILING EDGE NAIL'G PER 2.4 BLOCKING W/SCREEN SHEAR WALL SCHEDULE E PLAN FOR SCHEDULE SHEARWALL \ SCHEDULE NOJ STRUCTURAL PANEL a SAVE �%- n�2x6 1541, FILLER RRIGANE CLIP 2,4 BLK'G a W-O/C T/I6 OSB VERY OTHER BTWN TRUS6QS 55 IOd NAIL 4= a PLYWOOD PLYWD TO BLKG. (TYP) TRU'w° HANGER TO BEJ PROVIDED BY TtUss EDGE NAIL'G a MANUFACTURER _HEARWALL MAX WALL 6HEATHING STUD FRAMI TOP PLATES PER PLAN TOP PLATE NAILING PER SHEAR WALL 6CHED. FOR SHEAR WALL �L BELOW SEE SHEARWALL SCHEDULE FOR SPECIFIC NAILG AND FRAMNG ANCHOR REGIUIREMENTS SEE ROOF AND FLOOR DIAPHRAGM 5GHEDULE6 FOR 5FEGIFIG NAIL�G REQUIREMENTS ALL FRAMING HARDWARE TO BE INSTALLED PER MANUFACTURERS REQUIREMENTS F� 6�4$ARLUALL a LOWOR ROOF TO UPPER WALL 9HEARWALL PERPENDICULAR TO ROOF FRAMMG C SNEA%ALL BELOW (BLK'G TO SHEARWALL NOT 54OUN) TRUES BLK'G PANEL WALL SHEATHING TO MATCH 6 ISARWALL BELOUI A EDGE NAIL'G= SAME AS SHEARWALL BELOW ROOF DIAPHRAGM• IQN I - ROOF DIAPHRAGM TOP PLATE NAIL'G MPAI FRAMING ANCHOR TOP PLATE NAIL'G TOP OF TRUSS T TOP DGE NAIL'G SAME I OF BLK'G PANEL EA�61DE \ ROOF DIA( ROOF TRUSS 2x4 NAIL'R FULL LENGTH OF 6HEARWALL TOP PLATE NAILG FOR 6HEARWALL BELOW y° PLYWD ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE ..... ....... •• _• _• EDGE NAIL'G PE BOUNDARY NAIL'G SHEARWALL SCHEDULE INSET DETAIL BOUIDARY NAIL'G JFAGTJRED ROOF CONTINUOUS 2x PLATE 44 1'Po166E6 (2x12 MAX) TOP PLATE NAILI, 2x AT BL a PLYWD JONTS EDGE 81-IEA IRLIAL� NAIL'R a EA SIDE WALL SACATHING EDGE NARHA L. T } PLYWD SHEARWALL T PLATE NAIL'G WALL SHEATHING PER STUD FRAMNG PLAN PER PLAN ell l SI-i AjZU�ALL a oFsN TRUSS PAS' m TRUSS FRAMING PARALLEL TO SNEARWALL 3/4" I'-0" ROOF DIAPHRAGM EDGE BOUNDARY NAILING ROOF SHEATHING 2x GONT. SHAPED BLKG. ITING 2. 6TU06 16d 6 3" oc. " O.G. (VERIFY) ��-- ------ PLAN -�---- RAFTERS PER TO EACH EACH II 11111 �y STUD W/141Ibd NAILS MANUFACTURED ROOF L }TI4�--• TRU55 PER PLAN - PLATE PLTR DIaPHRayn PER PLAN 1� IELD NAIL u• WALL SHEATHING BLCOI(ED EDGE NAIL G LSL RIM BLKING UNO. ON PLAN FLOOR JOIST PER PLAN �n LOL MR ROB TO LPPMR LJALL 3. -JOIST BLOCKNG PANEL PER PLAN PER PLAN i EDGE NAIL'G 8 ME As sNEARWALL BE OW LLWLL 6HEATHNG TO $ BLOCKNG PANEL /2x) - DESIGNED OOF I MATCH 6LEARIIALL k BY TRU66 MANUFACTURER BELOW _ OR _ PLYWOOD SHEAR PANEL APPLIED OVER FIELD BUILT 2x INFILLS - SEE I TOP PLATE NAIL'G B-B FORR HT. 6'-6" OR GREATER 2x BLOCKING DGE NAIL'G 6 AS 9FIEA I. - - T PLATE NAIL'G EDGE NAIL�Ci BLK'G TO PLATE a SHEARWALL 2x BLK'G BEYOND EDGE NAIL'G PER SHEARWALL SCHEDULE WALL SHEATHING STUD FRAMING PER PLAN m EuvarloN NOTG: SHEAT` H FOR CLARITY SEE SHEARILALL SCHEDULE FOR SPECIFIC NAI�IL'G REQUIREMENTS SEE ROOF DIAPHRAGM SCHEDULE FOR NAIL v, REQUIREMENTS '1 /91 3N ARWALL a ROOF TRuee AWIMIDLY 1 1/1" = II-01 2. BLOCKING - �� ROOD 3H43ATHINGr OV�LAP N 3• o ROOF OVERFRAME 112" , I'-0" ROOF SHEATHING NAILED PER ROOF DIAPHRAGM SCHEDULE TOP PLATE NAILING ER 6HEARWALL bGHEDULE DGE NAIL v, SAME AS NEARWALL BELOW (USE ed sFkJRTNAILs) MANUFACTURED ROOF TRU66E6 WALL SHEATHING TO MATCH SHEARWALL DEL - EDGE NAILY, SAME AS SHEARWALL BELOW (USE 'd SHORTNAILS) TOP PLATE NAIL'G STUD FRAMING PER PLAN � _ _ 1 5I 4SARLJALL a OF-"T TRUS8 w TRU55 FRAMING PARALLEL TO SNEARWALL 3/4" 11-0" FIELD NAIL ROOF DIAPH. A TO 2.6 BLK' , lrl 2.6 BLK'G NAIL W/ (2) Ibd NAIL 2.4 FLAT TO BOT. CHORD OF END TRUS6 AND Ibd NAILS \ I a 6" O.G. TO NAIL 2.4 ON EDGE TO 2x4 FLAT FOR THE FULL LENGTH 2 BRACE �.4 4)-TOM � a �. I 045 OG. 3TAL AT 45' MIN O 160 AX. I NAI I I 2x4 L 2x4 OUTLOOKERS a24"oc FASCIA - SEE ARCH. \ DRAWINGS ` EDGE NAILING WALL SHEATHING TO MATCH WALL BELOW EDGE NAILNG - STUD FRAMING PER PLAN WALL SHEATHING I?i S�4EARLIALL a RAFTER AseY =1 II SHEA{@LJALL a c4ApLE END WALL 11I = 1'-0" m TRUSS FRAMING PARALLEL 3/4" = I'-0" ROOF DIAPHRAGM ROOF DIAPHRAGM ROOF DIAPHRAGM BOUNDARY NAIL'G GIRDER TRUSS VALLEY TRJS6 2x SOLID BLOCKING w/ (2>16d a 12" oc. T W U Z W 0 ul04 N O W00 0) 3 a) -O Q C O NW IW ' W UC4 N Z� I U 0 a orow" c"=d".a DSF ate JULY I I, 2025 S3.4 v4•=1--0