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REVIEWED BLD2024-0515+Structural_Calculations+4.17.2024_9.01.20_AM+4201525BLD2024-0515 RECEIVED Apr18 2024 STRUCTURAL ANALYSIS & DESIGN REPORT FOR A PROPOSED HOUSE ADDITION REVIEWED BY CITY OF EDMONDS 8302 218th ST SW, Edmonds, WA 98026 PREPARED BY: URBATECT DEVELOPMENT 444 Airport Blvd. Suite 207 Watsonville, CA 95076 0 : 831.319.4695 F : 831.319.4751 APRIL 05, 2024 Table of Contents DESIGN SUMMARY TABLE 1 MARKUP DRAWINGS 2 LOADING ANALYSIS 7 SNOW LOAD PARAMETERS 9 WIND LOAD PARAMETERS 13 SEISMIC LOAD PARAMETERS 21 LATERAL LOADS 24 SHEAR WALL LAYOUT 32 SHEAR WALL DESIGN 33 DIAPHRAGM CHECK 58 TIMBER DESIGN 62 FJ1 63 H1 64 T1 65 (N) WALL FOOTING CHECK 100 (E) WALL FOOTING CHECK 103 PROJECT: Job Ref. D.1 PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT DESIGN SUMMARY TABLE 1 - -,F,F - -LF, Calc. by Date Chk'd by Date App'd by Date 444 Airport e1ma. sae 207 Wat...01e, CA 95076 0 831.319.4695 F 831.319.4751 MARK SECTION SIZES Truss (T1) 2x6 DF No.2 @ 24" OC Floor Joist (FJ1) 2 x 10 DF No.2 @ 16" OC Header (H1) 6 x 6 DF No.1 Wall Footing (WF1) 18"x10" Footing width & depth and 8" width stem wall Concrete Wall Footing Page 1 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT MARKUP DRAWINGS 1 I ,FI crr. Calc. b y Date Chk'd b y Date A d b pp, Y Date 4" Alrpmt 8W. skits 207 Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 1 I 2 I 3 I 1 I 32' 1 12'-7 5/16" 2'-6" 4'-10 11/16" I 12' 1316' 1 1'-3 5/8" 4'-9 1/8" 4'-10" 3' I T -- -_ I _ I (N) WIF (E) WF- — - — - — - 1 — - — - — -A I a I I 1 I 12 1 I C g �ro 1 0 s210 I I a i m I I I 1 I I� v "' ILL 13 i I `as I i EXISTING o i TO REMAIN LL it i il i w'IIJI Z I LL 9 p I � I I 1 N, 1 N LO I 1 I I ----- I I I I 1 L------------------- --- -- ----------J I L________-------------J I I -------------------------- --- (E)WF --- —----------- 1 1 —_� B 3 (E) WF to remain IFooting width end depth b 6e rot less than 18" & 18" respeetivey and stem wall width not less than 8'1 I EXISTING I I TO REMAIN I I PROPOSED FOUNDATION PLAN Page 2 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT MARKUP DRAWINGS 1 FVFI crr. Calc. b y Date Chk'd b y Date A d b pp, Y Date 4" A{rpmt 8W. Skits 207 Watsonville, OA 95076 0 : 831.319.4695 F 831.319.4751 1 I I 2 1 I 3 1 I 1 1 32' I 12'-7 5/16" 2'-6" 4'-10 11/16" I 12' 4'-91/8" 6x6DFNo.1 1 6x6DFNo.1 T-35/8" Header Header H1 (H1) rn o LL c �x d x tO LL. 2 x 10 DF No.2 @ 16" OC m = Floor Joist x f= FJ 1 ro m izz N I --_—_�--------------_—_—_—_—'—_—_— —_ —_ _ —------------_- 6 I i EXISTING FLOOR FRAMING I TO REMAIN 1 1 � FLOOR SHEATHING FOR THE ENTIRE FLOOR 15/32" FLOOR SHEATHING 32/16 SPAN RATING STRUCTURAL-1 WITH 10d @4" OC BLOCKED PROPOSED FLOOR FRAMING PLAN Page 3 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT MARKUP DRAWINGS 1 4" Ai,p- Rl- s"i1" 207 Watsonville, CA 95076 0 831.319,4695 F 831.319.4751 Calc. b y Date Chk'd b y Date A d b pp Y Date 1 I 2 I 3 I 1 32' 12'-7 5/16" 2'-6" 4'-1011/16" j 12' 13103 1 " 1'-3 5/8" 4'-9 118" 4'-10" 3, � TI H21 I 1 I I -,iF v 2X6 DF N1.2 EX RAFTIfR @24 TRUSS r h BOTTOM CHORD fn 24" OC 04 --_ ----- I ----- — I----------_—_— _—__—�_ —__ ----_—_—_—_—_ R LJ 3 EXISTING CEILING FRAMING 1 TO REMAIN 1 PROPOSED CEILING FRAMING PLAN Page 4 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT MARKUP DRAWINGS 1 FVFI crr. Calc. b y Date Chk'd b y Date A d b pp, Y Date 4" Airport 8W. S,9" 207 Watsonville, OA 95076 0 : 831.319.4695 F 831.319.4751 1 I I 2 I I 3 1 I I I 32' 1 12'-7 5/16" 2'-6" 4'-1011/16" 12' 1316' 1 � 1'-3 5/8" 4'-9 1/8" 4'-10" 3, T�I I I I jTv EX RAFTIfR @24 0 2x6 DF No.2 �* TRUSS 24" OC w N 1 I I -----� --- ----- —------------- 2x6 DF No.2 Overframing Truss i W OC i EXISTING ROOF FRAMING TO REMAIN 1 2x6 DF No.2 Valley Sleeper I ROOF SHEATHING FOR THE ENTIRE ROOF 15/32" ROOF SHEATHING 32116 SPAN RATING STRUCTURAL-1 WITH 10d @6" OC BLOCKED PROPOSED ROOF FRAMING PLAN Page 5 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT MARKUP DRAWINGS 1 FVFI crr. Calc. b y Date Chk'd b y Date A d b pp, Y Date 4" Airport 8W. S„9" 207 Watsonville, OA 95076 0 : 831.319.4695 F 831.319.4751 1 I 2 I 3 I 32' 17-7 5/16' 2'-6" 4'-10 11/16" J 12' 13W3 1 11'-3 5/8" 4'-91/8" 4'-10" 3' i HDU4 HDU4 HD U4 HDU4 ITN HDU4 SYgM v [SYM ` m 3 SYM f_ 3 Q o 3 w- w� HDU4 Li v OF g v t7 HDU4 (E) SW SYM TO REMAIII l 3 — -HDU4------------- o be verified on ,its: ----------------_--_---_ - -- — - — - — - — - — - — - -- EXISTING FRAMING i I TO REMAIN , I I PROPOSED SHEAR WALL LAYOUT PLAN Page 6 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. LOADING ANALYSIS Calc. by Date Chk'd by Date App'd by Date LOADING ANALYSIS ROOF LOADS Dead Load = 15 PSF Live Load = 20 PSF Snow Load = 13.9 PSF CEILING LOADS Dead Load = 10 PSF Live Load = 10 PSF FLOOR LOADS Dead Load = 15 PSF Live Load = 40 PSF LATERAL LOADS Wind Load = 98 mph (Refer to detailed wind load calculations below) Seismic Load = 2.234 kips (Refer to detailed seismic load calculations below) Page 7 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. LOADING ANALYSIS Calc. by Date Chk'd by Date App'd by Date APPLICABLE CODES International Building Code (IBC 2021) International Residential Code (IRC 2021) American Society of Civil Engineers (ASCE 7-16) American Concrete Institute (ACI 318-19) National Design Specification (NDS 2018) Page 8 of 105 �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: 8302 218th St SW Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.80126 Risk Category: II Longitude:-122.345271 Soil Class: D - Default (see Elevation: 417.7915902066008 ft Section 11.4.3) (NAVD 88) a .. < /Ilan SI St1' 777,0 St SA EW.— Pf Y � 2 — e ¢ � _ a - Y a D _ n 7:FwSt I-„ o� R,m„r E.Aheu cl.e ShuwMne >w . �Y wn•sh Om.n KIIYIdnA � R tip tilt Page 9 of 105 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Snow Results: z Ground Snow Load, pg : 20 Ib/ft Mapped Elevation: 417.8 ft Data Source: Statutory requirements of the Authority Having Jurisdiction are not included. Snow load values are mapped to a 0.5 mile resolution. This resolution can create a mismatch between the mapped elevation and the site -specific elevation in topographically complex areas. Engineers should consult the local authority having jurisdiction in locations where the reported `elevation' and `mapped elevation' differ significantly from each other. The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 10 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT SNOW LOADING ANALYSIS PER ASCE7-16 1 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 SNOW LOADING In accordance with ASCE7-16 Tedds calculation version 1.0.12 Building details Roof type Hip and gable Width of roof (left on elevation) bi = 9.58 ft Width of roof (right on elevation) b2 = 9.58 ft Slope of roof (left on elevation) a, = 22.59 deg Slope of roof (right on elevation) a2 = 22.59 deg Ground snow load Ground snow load (Figure 7.2-1) p9 = 20.00 Ib/ft2 Density of snow y = min(0.13 x p9 / 1ft + 14lb/ft3, 30lb/ft3) = 16.60 Ib/ft3 Surface roughness category (Sect. 26.7) B Exposure condition (Table 7.3-1) Fully exposed Exposure factor (Table 7.3-1) Ce = 0.90 Thermal condition (Table 7.3-2) Structures kept just above freezing Thermal factor (Table 7.3-2) Ct = 1.10 Importance category (Table 1.5-1) II Importance factor (Table 1.5-2) Is = 1.00 Flat roof snow load (Sect 7.3) pf = 0.7 x Ce x Ct x Is x p9 = 13.86 Ib/ft2 Cold roof slope factor (Ct > 1.0) Roof surface type Non slippery Ventilation Ventilated Thermal resistance (R-value) R = 30.00 OF h ft2 / Btu Roof slope factor - left Fig 7.4-1 b (solid line) C5_i = 1.00 Roof slope factor - right Fig 7.4-1 b (solid line) Cs_r = 1.00 Hip and gable roof loads Balanced sloped snow load - left (CI.7.4) psi = C5_i x pf = 13.86 Ib/ft2 Balanced sloped snow load - right (CI.7.4) ps_r = Cs_r x pf = 13.86 Ib/ft2 Slope of left roof Si = 1 / tan(ai) = 2.40 Slope of right roof Sr = 1 / tan(M) = 2.40 Unbalanced load - left roof windward psi,, = 0.3 x psi = 4 Ib/ft2 Unbalanced load - right roof leeward ps_rl = ps_r = 13.86 Ib/ft2 Length eaves to ridge for drift height lumi = bi = 9.58 ft Drift height hdr_r = min( �(Is) x (0.43 x (max(le_._I, 20 ft) x 1ft2)1/3 X (p9 / 1 Ib/ft2 + 10)114 - 1.5 x 1ft), 1(Is x p9 x I._._i / (4 x y))) = 1.23 ft Rectangular surcharge to part leeward side ps_rl_sur = hdr_r X y / �(Sr) = 13.19 Ib/ft2 Length of rectangular surcharge lu_rl_slur = min(8 / 3 x hdr_r x V(Sr), b2) = 5.09 ft Unbalanced load - left roof leeward ps_ii = ps_i = 13.86 Ib/ft2 Unbalanced load - right roof windward ps_rw = 0.3 x ps_r = 4 Ib/ft2 Length eaves to ridge for drift height le_._r = b2 = 9.58 ft Page 11 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT SNOW LOADING ANALYSIS PER ASCE7-16 2 444 Alrport 61A. sake 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Drift height hdr_i = min(�(k) x (0.43 x (max(h_.%r, 20 ft) x 1 ft2)v3 x (p9 / 1 Ib/ft2 + 10)1/4 - 1.5 x 1ft), �(Is x p9 x Iu_�_r / (4 x y))) = 1.23 ft Rectangular surcharge to part leeward side ps_u_sur = hdr_I x y / V(SI) = 13.19 Ib/ft2 Length of rectangular surcharge Iu_11_sur = min(8 / 3 x hdr_1 x y(SI), b,) = 5.09 ft 13 9 psi 13 9 psf Balanced load Unbalanced load 4.2 psi 13 2 psf ,.3 9 psf �-5 ix, --lid Unbalanced load 13.9 psf , 13.2 psf (- 4.2 psf I.9' 7-49' 7" 1 Roof elevation Page 12 of 105 �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: 8302 218th St SW Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.80126 Risk Category: II Longitude:-122.345271 Soil Class: D - Default (see Elevation: 417.7915902066008 ft Section 11.4.3) (NAVD 88) r - • • �' • • 1' .• • •1 F.dfn.tnd+� r :: .. _ • 436 •• *» t.%4j� iD� • e • f -- J Esperance La i 344 Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Edl E.Aheu Shu hne R , m••m a tiIW-d R� Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 13 of 105 E® AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 14 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCLATIONS: Sheet no./rev. URBATECT WIND LOADING ANALYSIS PER ASCE 7-16 1 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 WIND LOADING In accordance with ASCE7-16 Using the directional design method 14 ft 0 Plan Building data Type of roof Length of building Width of building Height to eaves Pitch of roof Mean height General wind load requirements Basic wind speed Risk category Velocity pressure exponent coef (Table 26.6-1) Ground elevation above sea level Ground elevation factor Exposure category (cl 26.7.3) Enclosure classification (cl.26.12) Internal pressure coef +ve (Table 26.13-1) Internal pressure coef —ve (Table 26.13-1) 0 Elevation Gable b = 14.00 ft d = 20.00 ft H = 10.25 ft ao = 22.6 deg h = 12.33 ft V=98.0mph Kd = 0.85 zgi=418ft Ke = exp(-0.0000362 x zgi/1ft) = 0.98 B Partially open buildings GCPi_P = 0.18 GCpi_n = -0.18 Gust effect factor for rigid structures Terrain exposure constants (Table 26.11-1) Integral length scale factor 1 = 320.0 ft Turbulence intensity factor c = 0.30 Minimum equivalent height zmin = 30.0 ft Tedds calculation version 2.1.14 Page 15 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCLATIONS: Sheet no./rev. URBATECT WIND LOADING ANALYSIS PER ASCE 7-16 2 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Peak factor for background response Peak factor for wind response Integral length scale power law exponent Equivalent height of the structure Intensity of turbulence (Eqn. 26.11-7) Integral length scale of turbulence (Eqn. 26.11-9) Background response (Eqn. 26.11-8) Gust effect factor (Eqn. 26.11-6) Minimum design wind loading (cl.27.1.5) Topography Topography factor not significant Velocity pressure equation Velocity pressures table gQ = 3.400 gv = 3.400 e = 0.333 z = max (0.6 x h, zmin) = 30.00 ft 1-Z = c x (33 ft / z)1/6 = 0.30 L-Z=1x( z/33ft) F=310.00ft Q = �(1 / (1 + 0.63 x ((min(B, L) + h) / L z)063)) = 0.939 G=Gf=0.925x (1 +1.7x gQx I-Zx Q)/(1 +1.7x gvx Iz)=0.89 pmin_r = 8 Ib/ft2 Kzt = 1.0 q= 0.00256 x Kz x Kzt x Kd x V2 x 1 psf/mph2 Z (ft) KZ (Table 26.10-1) q7 (psf) 10.25 0.57 11.73 12.33 0.57 11.73 14.41 0.57 11.73 Peak velocity pressure for internal pressure Peak velocity pressure - internal (as roof press.) qi = 11.73 psf Pressures and forces Net pressure Net force Roof load case 1 -Wind 0, GCpt 0.18, -Cpe p= q x Gf x Cpe - qi x GCpi FW = p x Aref Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient Cpe pressure qp p Aref FW (ft) (psf) (psf) (ft2) (kips) A (-ve) 12.33 -0.41 11.73 -6.35 151.64 -0.96 B (-ve) 1 12.33 -0.60 11.73 -8.37 151.64 -1.27 Total vertical net force Total horizontal net force Walls load case 1 - Wind 0, GC pi 0.18, -Cpe Fw,v = -2.06 kips FW,h = 0.12 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force FW (kips) A 10.25 0.80 11.73 6.23 143.50 0.89 B 12.33 -0.41 11.73 -6.43 143.50 -0.92 C 12.33 -0.70 11.73 -9.42 246.63 -2.32 D 12.33 -0.70 11.73 -9.42 246.63 -2.32 Overall loading Projected vertical plan area of wall Avert _W_o = b x H = 143.50 ft2 Projected vertical area of roof Avert_r_o = b x d/2 x tan(ao) = 58.28 ft2 Minimum overall horizontal loading FW,totai_min = pmin_w x Avert _W_o + pmin_r x Avert _r_o = 2.76 kips Page 16 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCLATIONS: Sheet no./rev. URBATECT WIND LOADING ANALYSIS PER ASCE 7-16 3 444 Airport Blvd. suite zm Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Leeward net force Windward net force Overall horizontal loading Roof load case 2 -Wind 0, GCpt -0.18, -OCpe Fi = FW,wB = -0.9 kips Fw = Fw,wA = 0.9 kips Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 2.8 kips Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient cpe pressure qp p Aref Fw (ft) (psf) (psf) (ft2) (kips) A (+ve) 12.33 0.06 11.73 2.73 151.64 0.41 B (+ve) 1 12.33 -0.60 11.73 -4.15 151.64 -0.63 Total vertical net force Total horizontal net force Walls load case 2 - Wind 0, GC pi -0.18, -Ocpe Fw,v = -0.20 kips Fw,h = 0.40 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 10.25 0.80 11.73 10.46 143.50 1.50 B 12.33 -0.41 11.73 -2.21 143.50 -0.32 C 12.33 -0.70 11.73 -5.19 246.63 -1.28 D 12.33 -0.70 11.73 -5.19 246.63 -1.28 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 3 - Wind 90, GCpt 0.18, -Cpe Avert w o= b x H= 143.50 ft2 Avert _r_o = b x d/2 x tan(ao) = 58.28 ft2 Fw,totalmin = pmin_w x Avert_w_o + pmin_r x Avert_r_o = 2.76 kips Fi = Fw,wB = -0.3 kips Fw = Fw,wA = 1.5 kips Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 2.8 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (-ve) 12.33 -1.19 11.73 -14.52 133.57 -1.94 B (-ve) 12.33 -0.75 11.73 -9.91 133.57 -1.32 C (-ve) 12.33 -0.65 11.73 -8.92 36.15 -0.32 Total vertical net force Total horizontal net force Walls load case 3 - Wind 90, GC pi 0.18, -cpe Fw,v = -3.31 kips Fw,h = 0.00 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 14.41 0.80 11.73 6.23 246.63 1.54 B 12.33 -0.50 11.73 -7.33 246.63 -1.81 C 12.33 -0.70 11.73 -9.42 143.50 -1.35 Page 17 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCLATIONS: Sheet no./rev. URBATECT WIND LOADING ANALYSIS PER ASCE 7-16 4 444 Airport Blvd. suite zm Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Ref. Ext pressure Peak velocity Net pressure Area Net force Zone height coefficient cpe pressure qp p Aref Fw (ft) (psf) (psf) (ft2) (kips) D 12.33 -0.70 11.73 -9.42 143.50 -1.35 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 4 - Wind 90, GCpi -0.18, +cpe Avert_w_90 = d x H + dz x tan(ao) / 4 = 246.63 ft2 Avertr 90 = 0.00 ft2 Fw,total_min = pmin_w X Avert _w_90 + pmin_r X Avert _r_90 = 3.95 kips Fi = Fw,wB = -1.8 kips Fw = Fw,wA = 1.5 kips Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 3.9 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A (+ve) 12.33 -0.18 11.73 0.23 133.57 0.03 B (+ve) 12.33 -0.18 11.73 0.23 133.57 0.03 C (+ve) 12.33 -0.18 11.73 0.23 36.15 0.01 Total vertical net force Total horizontal net force Walls load case 4 - Wind 90, GC pi -0.18, +cpe Fw,v = 0.07 lops Fw,h = 0.00 kips Zone Ref. height (ft) Ext pressure coefficient cpe Peak velocity pressure qp (psf) Net pressure p (psf) Area Aref (ft2) Net force Fw (kips) A 14.41 0.80 11.73 10.46 246.63 2.58 B 12.33 -0.50 11.73 -3.10 246.63 -0.77 C 12.33 -0.70 11.73 -5.19 143.50 -0.74 D 12.33 -0.70 11.73 -5.19 143.50 -0.74 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Avert _w_90 = d x H + d2 x tan((xo) / 4 = 246.63 ft2 Avert r 90 = 0.00 ft2 Fw,total_min = pmin_w x Avert_w_90 + pmin_r x Avert_r_90 = 3.95 kips FI = Fw,wB = -0.8 kips Fw = Fw,wA = 2.6 kips Fw,total = max(Fw - FI + Fw,h, Fw,total_min) = 3.9 kips Page 18 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCLATIONS: Sheet no./rev. URBATECT WIND LOADING ANALYSIS PER ASCE 7-16 5 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Date d b A PP' Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 I. r I A 0 �14 ft� Vind,xard face I 0 0 1 � 20 ff14 ft� Side face Leeward face Page 19 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCLATIONS: Sheet no./rev. URBATECT WIND LOADING ANALYSIS PER ASCE 7-16 6 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Date d b A PP' Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 I � I I I I I I I I I I I �20 ft� Windward lace I C F c "' B M O O 1 � 14 ft—20 ft� Side face leeward face Page 20 of 105 �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: 8302 218th St SW Edmonds, Washington 98026 ASCE Hazards Report Standard: ASCE/SE17-16 Latitude: 47.80126 Risk Category: II Longitude:-122.345271 Soil Class: D - Default (see Elevation: 417.7915902066008 ft Section 11.4.3) (NAVD 88) a .. < /Ilan SI St1' 777,0 St SA EW.— Pf Y � 2 — e ¢ � _ a - Y a D _ n 7:FwSt I-„ o� R,m„r E.Aheu cl.e ShuwMne >w . �Y wn•sh Om.n KIIYIdnA � R tip tilt Page 21 of 105 E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS 1.28 SID1 N/A S1 0.45 TL 6 Fa 1.2 PGA: 0.545 Fv N/A PGA M : 0.654 S MS 1.537 F PGA 1.2 SM1 N/A le 1 SIDS 1.024 Cv 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Date Source: USGS Seismic Design Maps Page 22 of 105 E® AMERICAN SOCIETY OF CIVIL ENGINEERS The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 23 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Ai u. d. 95f07807 0 : 831.319.4695 F : 831.319.4751 Wind Loadings: Ground Floor 26.6 47.6 4 r7.6 - 262 0.0 �T5DFAFUI, I jFj 0.0 a C&C 18.7123.1 � G� r mp 294 � E 1 C-1 f ��,� � 10 G� mp ci C4cv c� C-i Or fV 47 00 ow U B-1 U 00 00 U U 00 _ r` r-_ ow 39E A: 1 C&C 18.7 ! 23.1 CC -- = 76.3 — 42.0 Page 24 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Al u. d. 95f07807 0 : 631.319.4695 F : 831.319.4751 Woodworks® Shearwalls Detailed Load Generation Design Code: IBC 2021/AWC SDPWS 2021 ----------------------------------------------------------------------------------- WIND LOAD GENERATION MWFRS Procedure: ASCE 7-16 Directional (All heights) C&C Procedure: ASCE 7 Ch. 30 Part 1 (h <= 60 ft.) ----------------------------------------------------------------------------------- Site Information: Enclosure = Partially open Internal gust factor Cgi = 2.0 Occupancy = Category II - All others Exposure = Exposure B Rigid building - Static analysis Case 2 Loads at 75% Eccentricity N-S loads = 15%, E-W loads = 15% Ground Elevation: = 0 feet Legend: p - Design wind pressure (see Equations) h - Mean roof height q - Velocity pressure z - Height of interest G - Gust factor theta - Roof angle Cp - External pressure factor B - Building width GCp - Combined exposure and gust factor L - Building length GCpi - Internal pressure coefficient V - Basic wind speed Kz - Velocity pressure exposure coefficient Ke - Ground elevation factor Kd - Wind directionality factor Kzt - Topographic factor zg - Ground elevation c, zmin, epsilon -bar, 1 - Terrain exposure constants used to calculate G hE, zg, alpha - Terrain exposure constants used to calculate K Equations: MWFRS Pressure Equation: p = q * G * Cp C&C Pressure Equation: p = q * (GCp - GCpi) Other Equations: q = 0.00256 * Kz * Kd * Kzt * Ke * V^2 Ke = e^(-0.0000362 zg) Kz = 2.01 * ( max(z, hE) / zg ) ( 2 / a ) ) Gz = min(0.85, 0.925 * (1 + 5.8 * (c * (max(0.6 * h, zmin) / 33) ^ (-1/6)) * (( 1 / ( 1 + 0.63 * (((B + h) / (1 * ((max( 0.6 * h, zmin ) / 33)) ( e ))) (0.63))) ) (1/2))) / ( 1 + 5.8 * (c * (max( 0.6 * h, zmin ) / 33) (-1/6)))) Data (all loads): Kd = 0.85, GCpi = 0.18, Ke = 1.000 Terrain Exposure Constants: zmin = 30 epsilon -bar = 0.33 c = 0.30 1 = 320 zg = 1200 alpha = 7.0 hE = 15 Units: ft, lbs, ft/s MAIN WIND FORCE RESISTING SYSTEM (MWFRS) Page 25 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Ai u. d. 95f07807 0 : 631.319.4695 F : 831.319.4751 MWFRS --------------------------------------------------------------------------------------- - Block 1: EW x NS = 19.96 x 14.04 Mean Roof Height = 14.63 Level Face Direction p q GCp Cp Gz z-G Kz z-K Kzt z-Kzt theta L/B --------------------------------------------------------------------------------------- h/L 1 North Windward 8.17 12.0 0.68 0.80 0.85 10.0 0.57 10.0 1.00 - 90.0 0.72 1.00 1 North Leeward -5.10 12.0 -0.43 -0.50 0.85 14.6 0.57 14.6 1.00 - 90.0 0.72 1.00 1 North Leeward -5.10 12.0 -0.43 -0.50 0.85 14.6 0.57 14.6 1.00 - 90.0 0.72 1.00 1 North Windward 8.18 12.0 0.68 0.80 0.85 13.8 0.58 13.8 1.00 - 90.0 0.72 1.00 1 North Leeward -5.10 12.0 -0.43 -0.50 0.85 14.6 0.57 14.6 1.00 - 90.0 0.72 1.00 1 North Windward 8.18 12.0 0.68 0.80 0.85 13.8 0.58 13.8 1.00 - 90.0 0.72 1.00 1 East Windward 8.17 12.0 0.68 0.80 0.85 10.0 0.57 10.0 1.00 - 22.6 1.40 0.72 1 East Leeward -4.29 12.0 -0.36 -0.42 0.85 14.6 0.57 14.6 1.00 - 22.6 1.40 0.72 Roof East Leeward -6.13 12.0 -0.51 -0.60 0.85 14.6 0.57 14.6 1.00 - 22.6 1.40 0.72 Roof East Windward 0.22 12.0 0.02 0.02 0.85 14.6 0.57 14.6 1.00 - 22.6 1.40 0.72 1 South Windward 8.17 12.0 0.68 0.80 0.85 10.0 0.57 10.0 1.00 - 90.0 0.72 1.00 1 South Leeward -5.10 12.0 -0.43 -0.50 0.85 14.6 0.57 14.6 1.00 - 90.0 0.72 1.00 1 South Leeward -5.10 12.0 -0.43 -0.50 0.85 14.6 0.57 14.6 1.00 - 90.0 0.72 1.00 1 South Windward 8.18 12.0 0.68 0.80 0.85 13.8 0.58 13.8 1.00 - 90.0 0.72 1.00 1 South Leeward -5.10 12.0 -0.43 -0.50 0.85 14.6 0.57 14.6 1.00 - 90.0 0.72 1.00 1 South Windward 8.18 12.0 0.68 0.80 0.85 13.8 0.58 13.8 1.00 - 90.0 0.72 1.00 1 West Windward 8.17 12.0 0.68 0.80 0.85 10.0 0.57 10.0 1.00 - 22.6 1.40 0.72 1 West Leeward -4.29 12.0 -0.36 -0.42 0.85 14.6 0.57 14.6 1.00 - 22.6 1.40 0.72 Roof West Leeward -6.13 12.0 -0.51 -0.60 0.85 14.6 0.57 14.6 1.00 - 22.6 1.40 0.72 Roof West Windward 0.22 12.0 0.02 0.02 0.85 14.6 0.57 14.6 1.00 - 22.6 1.40 0.72 COMPONENTS AND CLADDING (C&C) C&C - Block 1: EW x NS = 19.96 x 14.04 Mean Roof Height = 14.63 --------------------------------------------------------------------------------------- ------------- Page 26 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Ai u. d. 95f07807 0 : 631.319.4695 F : 831.319.4751 Level Face Direction p q GCp Cp Gz z-G Kz z-K Kzt z-Kzt theta --------------------------------------------------------------------------------------- L/B h/L ------------- 1 North E Leeward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 North Leeward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 North E Windward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 North Windward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 East E Leeward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 East Leeward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 East E Windward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 East Windward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 South E Leeward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 South Leeward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 South E Windward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 South Windward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 90.0 0.72 1.00 1 West E Leeward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 West Leeward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 West E Windward -23.13 14.6 -1.40 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 1 West Windward -18.74 14.6 -1.10 0.00 0.00 0.0 0.70 14.6 1.00 - 22.6 1.40 0.72 Page 27 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Al u. d. 95f07807 0 : 831.319.4695 F : 831.319.4751 Seismic Loadings: Ground Floor s QL G� s � a. e o N 786 7 C-1 dl �1 7�� G� hhb if O W rr _ V .49 MP � Ida w Cal Tom— G� 0 M O fV {fl ti 777 _ 1 'J -- ^ �y d .. QT2 1C1 62 �4Ct12 70.8-91.6 91.6-86.8 - 987.2 77.7 .L 4.E 108.5 - 103.4 Page 28 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Al u. d. 95f07807 0 : 631.319.4695 F : 831.319.4751 Woodworks® Shearwalls Detailed Load Generation Design Code: IBC 2021/AWC SDPWS 2021 ----------------------------------------------------------------------------------- SEISMIC LOAD GENERATION ASCE 7-16 12.8 Equivalent Lateral Force Procedure ----------------------------------------------------------------------------------- Site Information: Risk Category II - All others SFRS = Bearing wall structure Irregular Horizontal Irregularities: 2 Corner, 3 Diaphragm or 4 offset (N-S, E-W) Site class D S1 = 0.45, (Fv = 1.85) SS = 1.28, (Fa = 1.20) Seismic Design Category D Ta: Calculated - refer to Equations and to Base Shear table, below R: Refer to Base Shear table below Legend: V - Total design base shear Cvx - Vertical distribution factor, level x Vx - Design story shear, level x R - Response modification factor Fx - Lateral force induced in level x Ie - Seismic importance factor Fpx - Diaphragm design force, level x Cu - Coefficient for upper limit on period T W - Total seismic dead load on structure Cs - Seismic design coefficient wx - Dead load tributary to story x SDS - Design short period spectral acceleration hx - Ceiling height of level x (floor of x+1) SD1 - Design 1s spectral response acceleration hn - Height of structure to mid -roof SS - Mapped short period spectral acceleration Fi,wi,hi,Vi - Fx, etc. summed over levels S1 - Mapped 1s spectral response acceleration Vjx - Design force on shearline j, level x Fa - Acceleration -based site coefficient Vpjx - Diaphragm design shearline force Fv - Velocity -based site coefficient Vdjx - Vert. discontinuous shearline force T - Fundamental period of vibration Vcjx - Collector shearline force Tmax - Maximumum period of vibration Fe,Fpe,we - Force,load from mass element e Ta - Approximate period of vibration Fej,Fpej - Portion of Fe,Fpe applied to line j Omega - Overstrength factor SDC - Seismic Design Category SFRS - Seismic force resisting system Equations: Fx = Cvx V Eqn 12.8-11 (SDC B-F) Fx = 0.01 wx Eqn 1.4-1 (SDC A) Fpx = wx SUM(Fi)/SUM(wi), i = x to n Eqn 12.10-1 V = Cs W Eqn 12.8-1 Vx = SUM(Fi),i = x to n Eqn 12.8-13 Cvx = hx^k wx/SUM(wi hi^k) i = 1 to n Eqn 12.8-12 k = k(T) Note, 12.8-12 Page 29 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Al u. d. 95f07807 0 : 631.319.4695 F: 831.319.4751 Cscalc = Sds Ie/R Csmax = Shc Ie/(R T) Csmin = max (0.044 Ie Sds, 0.01) Csmin = 0.5 S1 Ie/R (Sds >= 0.6g) Ta = Ct hn^(3/4), hn in m Ie = Ie(risk category) Tmax = Ta Cu Cu = Cu(SD1) SDS = 2/3 Fa SS SD1 = 2/3 Fv S1 Fa = Fa(SS, Site Class) Fv = Fv(S1, Site Class) SDC = SDC(SDS, SD1, occupancy) Omega = Omega(SFRS) Fe = Fx we / wx Fpe = Fpx we / wx Vjx (flexible diaphragm) = SUM(Fej) + Vj,x+l Vjx (rigid diaphragm) = Eqn 12.8-2 Eqn 12.8-3 Eqn 12.8-5 Eqn 12.8-6 Eqn 12.8-7 Table 1.5-2 12.8.2 Table 12.8-1 Eqns 11.4-1,4-3 Eqns 11.4-2,4-4 Table 11.4-1 Table 11.4-2 Tables 11.6-1,6-2 Table 12.2-1 Assumption Assumption 12.8.4 See Torsional Analysis Details, F = Vx, CL = centroid of Fe's and Vj , x+l' s Vpjx = Vjx using Fpe, and Omega * Vdj,x+l 12.10.1.1 VCjx = Vjx 12.10.2 (SDC A,B) Vcjx = max(Vjx,Vpjx) 12.10.2.1 - Exception (SDC C-F) User Input and Source: Site Classes A-F Risk Category Fa and Fv for site profile F, maybe E R (also calculated) T (also calculated using Ta) Irregularities SFRS Table 20.3-1 Table 1.5-1 Site specific study Table 12.2-1 deformational analysis 12.3.2,3; Tables 12.3-1,2 Table 12.2-1 Total Design Base Shear: Ie SDC W (lbs) SDS SD1 Cu Tmax Ta k 1.00 D 14181 1.024 0.555 1.400 0.178 0.127 1.000 R T SS SDS Cscalc Csmax Csmin Cs V (lbs) N-S 6.5 0.127 1.28 1.024 0.158 0.671 0.045 0.158 2234 E-W 6.5 0.127 1.28 1.024 0.158 0.671 0.045 0.158 2234 The first SDS value shown, used for Seismic Design Category, diaphragm design force limits, and out -of -plane forces, is not limited by ASCE 7 12.8.1.3. SDS values shown in lower table are for Cs and Ev calculations and may implement 12.8.1.3. Manually added or modified seismic loads and forces do not contribute to base shear. Distribution of Base Shear to Levels: Level hx wx hx * wx Cvx Fx (lbs) Vx (lbs) (ft) (lbs) (ft-lbs) N-S E-W N-S E-W ----------------------------------------------------------------------- Page 30 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT LATERAL LOADS DEVELOPMENT Calc. by Date Chk'd by Date App'd by Date 4" Al u. d. 95f07807 0 : 631.319.4695 F : 831.319.4751 1 9.67 14181 137130 1.00 2234 2234 2234 2234 Manually added or modified seismic loads and forces are not included in the distribution of base shear. Unfactored seismic loads for Level 1 - Magnitude (lbs, plf) Dir. No. Start End Profile From To ---------------------------------------------------------------------- N<->S 1 -0.21 0.12 Line 36.0 36.0 N<->S 2 0.12 0.42 Line 36.0 36.6 N<->S 3 0.42 10.31 Line 70.8 91.6 N<->S 4 0.42 0.42 Point 162 162 N<->S 5 10.31 12.58 Line 91.6 86.8 N<->S 6 12.58 12.58 Point 101 101 N<->S 7 12.58 15.00 Line 108.5 103.4 N<->S 8 14.58 14.58 Point 40 40 N<->S 9 15.00 15.83 Line 96.2 94.5 N<->S 10 15.38 15.38 Point 12 12 N<->S 11 15.83 20.38 Line 87.2 77.7 N<->S 12 20.38 20.38 Point 162 162 N<->S 13 20.38 20.50 Line 36.3 36.0 N<->S 14 20.50 20.83 Line 36.0 36.0 W<->E 1 -0.37 0.25 Line 49.7 49.7 W<->E 2 -0.04 -0.04 Point 109 109 W<->E 3 0.25 0.25 Point 231 231 W<->E 4 0.25 5.83 Line 103.0 103.0 W<->E 5 5.83 12.58 Line 95.8 95.8 W<->E 6 5.92 5.92 Point 17 17 W<->E 7 9.04 9.04 Point 56 56 W<->E 8 12.58 12.58 Point 23 23 W<->E 9 12.58 14.29 Line 103.0 103.0 W<->E 10 14.29 14.29 Point 231 231 W<->E 11 14.29 14.87 Line 49.7 49.7 W<->E 12 14.54 14.54 Point 109 109 Page 31 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT SHEAR WALL LAYOUT ENT Cale. by Date Chk'd by Date App'd by Date 444 K,P,& e1,a. sun. 207 wat. 01.. cn 95076 0 : 831.319.4695 F : 831.319.4751 Ground Floor: Legend: M Segmented ® Perforated 0 Ilon-shearr:all E-1 ® Aspect factor Orange = Selected wall(s) Page 32 of 105 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2023 Project Information DESIGN SETTINGS 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) 1.60 T<=100F (<=19a) (<=190) 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: wall capacity Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: No deflection analysis 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 98 mph Risk Category Category I1 - All others Serviceability Wind Speed 83 mph Structure Type Irregular Exposure Exposure B Building System Bearing Wall Enclosure Partially open Design Category D Min Wind Loads: Walls 16 psf Site Class D Roofs 8 psf Spectral S1: 0.45Og Response Acceleration Ss: 1.280g Topographic Information [ft] Fundamental Period E-W N-S Shape Height Length - - - T Used 0.127s 0.127s Site Location: - Approximate Ta Maximum T 0.127s 0.178s 0.127s 0.178s Elev: Oft Rigid building - Static analysis Response Factor 6.50 6.50 Case 2 E-W loads N-S loads Fa: 1.20 Fv: 1.85 Eccentricity (%) 15 15 Loaded at 75 0 Page 33 of 105 WoodWorks® Shearwalls Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 12.50 6.0 Level 2.83 10.0 9.17 Foundation 2.00 BLOCK and ROOF INFORMATION Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 1 1 Story N-S Ridge Location X,Y = 0.12 -0. 04 North Gable 90.0 0.33 Extent X,Y = 20.37 14.58 South Gable 90.0 0.33 Ridge X Location, Offset 10.31 0.00 East Side 22.6 0.33 Ridge Elevation, Height 16.75 4.24 West Side 22.6 0.33 Page 34 of 105 WoodWorks® Shearwalls SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type RS Eg Fd Bk Notes in in Ibs/in in in 1 Ext Structural) 32/16 15/32 3 Horz 35000 8d Common N 6 12 N Int Gyp. wallboard 32/16 1/2 1 Horz 40000 5d Cooler N 7 7 N 5 2 Ext Structural) 32/16 15/32 3 Horz 35000 10d Common N 4 12 N 7 Int Gyp. wallboard 32/16 1/2 1 Horz 400001 5d Cooler N 7 7 N 1 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 2.8; 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), 1-114" (gyp. L&P), 1-112" (wire lath & plaster, 112" fiberboard ,112" GWB), 1-3/4" (GSB, 518" GWB, 25132" fiberboard, 2-ply GWB base), 2-3/8" (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, 1-114"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 ply. 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 Notes: 7. Capacity has been reduced by a factor of 0.92 because of the use of hold-downs on walls with 10d nailing, as per Table 4.3A Note 10. 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 Species Grade b d Spcg SG E Fcp Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625 SYM 1 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 625 SYM 3 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Fcp - Compressive strength perpendicular to grain Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. The following factors are applied to Fcp for compressive design and deformation under wall segment end studs Bearing area factor Cb from NDS 3.10.4, under window openings. Page 35 of 105 WoodWorks® Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS Aspect Height Studs Shearlines Group X ft Start End ft [ft] Ratio [ft] S N Line 1 Level 1 Line 1 2 0.42 0.25 14.29 14.04 10.21 - 9.11 - - Wall 1-1 Seg 2 0.42 0.25 14.29 14.04 10.21 - - 2 2 Segment 1 - - 0.25 5.75 5.50 5.25 1.67 - 2 2 Opening 1 - - 5.75 9.58 3.83 - - 4.58 2 2 Segment 2 - - 9.58 14.29 4.71 4.46 1.95 - 2 2 Line 2 Level 1 Line 2 12.58 0.25 14.29 14.04 0.00 - 9.17 - - Wall 2-1 NSW 12.58 0.25 14.29 14.04 0.00 - - 2 2 Segment 1 - - 0.25 1.04 0.79 - 12.95 - 2 2 Opening 1 - - 1.04 5.46 4.42 - - 6.67 2 2 Segment 2 - - 5.46 6.25 0.79 - 12.95 - 2 2 Opening 2 - - 6.25 8.67 2.42 - - 6.67 2 2 Segment 3 - - 8.67 9.46 0.79 - 1.82 - 2 2 Opening 3 - - 9.46 12.13 2.67 - - 6.67 2 2 Segment 4 - - 12.13 14.29 2.17 - - - 2 2 Line 3 Level 1 Line 3 NSW 14.58 0.25 5.83 5.58 0.00 - 9.17 - - Wall 3-1 NSW 14.58 0.25 5.83 5.58 0.00 1.64 - 2 2 Line 4 Level 1 Line 4 NSW 15.38 12.58 14.29 1.71 0.00 - 9.17 - - Wall 4-1 NSW 15.38 12.58 14.29 1.71 0.00 1.00 - 2 2 Line 5 Level 1 Line 5 1 20.37 0.25 14.29 14.04 8.79 - 9.17 - - Wall 5-1 Seg 1 20.37 0.25 14.29 14.04 8.79 - - 2 2 Segment 1 - - 0.25 9.04 8.79 8.54 1.04 - 2 2 Opening 1 - - 9.04 11.71 2.67 - - 6.67 2 2 Segment 2 - - 11.71 14.29 2.58 2.33 3.55 - 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 Seg 1 0.25 0.42 20.37 19.96 19.71 - 9.17 - - Wall A-1 Seg 1 0.25 0.42 20.37 19.96 19.71 0.46 - 2 2 Line B Level 1 Line B NSW 5.92 12.58 15.00 2.42 0.00 - 9.17 - - Wall B-1 NSW 5.92 12.58 15.00 2.42 0.00 1.00 - 2 2 Line C Level 1 Line C NSW 9.04 12.58 20.37 7.79 0.00 - 9.17 - - Wall C-1 NSW 9.04 12.58 20.37 7.79 0.00 1.18 - 2 2 Line D Level 1 Line D 12.58 12.58 15.83 3.25 0.00 - 9.17 - - Wall D-1 NSW 12.58 12.58 15.83 3.25 0.00 - - 2 2 Segment 1 - - 12.58 13.04 0.46 - 3.15 - 2 2 Opening 1 - - 13.04 14.96 1.92 - - 5.58 2 2 Segment 2 - - 14.96 15.83 0.88 - - - 2 2 Line E Level 1 Line E 2 14.29 0.42 20.37 19.96 6.04 - 9.17 - - Wall E-1 Seg 2 14.29 0.42 20.37 19.96 6.04 - - 2 2 Segment 1 - - 0.42 4.96 4.54 4.29 2.02 - 2 2 Opening 1 - - 4.96 9.79 4.83 - - 4.58 2 2 Segment 2 - - 9.79 15.83 6.04 5.79 1.52 - 2 2 Opening 2 - - 15.83 18.83 3.00 - - 7.00 2 2 Segment 3 - - 18.83 20.37 1.54 1.29 5.95 - 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 Page 36 of 105 Woodworks® Shearwalls 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. Page 37 of 105 WoodWorks® Shearwalls Loads WIND SHEAR LOADS (as entered or generated) Level Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Ht ft Block 1 W Roof 1 W->E Wind Line -0.37 14.87 1.0 Block 1 W Roof Min W->E Wind Line -0.37 14.87 17.5 Block 1 W Wall 1 W->E Wind Line 0.25 14.29 41.5 Block 1 W Wall Min W->E Wind Line 0.25 14.29 40.7 Block 1 E Roof Min W->E Lee Line -0.37 14.87 17.5 Block 1 E Roof 1 W->E Lee Line -0.37 14.87 26.9 Block 1 E Wall 1 W->E Lee Line 0.25 14.29 21.8 Block 1 E Wall Min W->E Lee Line 0.25 14.29 40.7 Block 1 W Roof Min E->W Lee Line -0.37 14.87 17.5 Block 1 W Roof 1 E->W Lee Line -0.37 14.87 26.8 Block 1 W Wall 1 E->W Lee Line 0.25 14.29 21.8 Block 1 W Wall Min E->W Lee Line 0.25 14.29 40.7 Block 1 E Roof 1 E->W Wind Line -0.37 14.87 1.0 Block 1 E Roof Min E->W Wind Line -0.37 14.87 17.5 Block 1 E Wall Min E->W Wind Line 0.25 14.29 40.7 Block 1 E Wall 1 E->W Wind Line 0.25 14.29 41.5 Block 1 S L Gable Min S->N Wind Line 0.12 10.31 0.0 34.0 Block 1 S L Gable 1 S->N Wind Line 0.12 10.31 0.0 34.7 Block 1 S Wall 1 S->N Wind Line 0.42 20.37 41.5 Block 1 S Wall Min S->N Wind Line 0.42 20.37 40.7 Block 1 S R Gable Min S->N Wind Line 10.31 20.50 34.0 0.0 Block 1 S R Gable 1 S->N Wind Line 10.31 20.50 34.7 0.0 Block 1 N L Gable 1 S->N Lee Line 0.12 10.31 0.0 21.7 Block 1 N L Gable Min S->N Lee Line 0.12 10.31 0.0 34.0 Block 1 N Wall 1 S->N Lee Line 0.42 20.37 26.0 Block 1 N Wall Min S->N Lee Line 0.42 20.37 40.7 Block 1 N R Gable Min S->N Lee Line 10.31 20.50 34.0 0.0 Block 1 N R Gable 1 S->N Lee Line 10.31 20.50 21.7 0.0 Block 1 S L Gable Min N->S Lee Line 0.12 10.31 0.0 34.0 Block 1 S L Gable 1 N->S Lee Line 0.12 10.31 0.0 21.7 Block 1 S Wall Min N->S Lee Line 0.42 20.37 40.7 Block 1 S Wall 1 N->S Lee Line 0.42 20.37 26.0 Block 1 S R Gable Min N->S Lee Line 10.31 20.50 34.0 0.0 Block 1 S R Gable 1 N->S Lee Line 10.31 20.50 21.7 0.0 Block 1 N L Gable Min N->S Wind Line 0.12 10.31 0.0 34.0 Block 1 N L Gable 1 N->S Wind Line 0.12 10.31 0.0 34.7 Block 1 N Wall Min N->S Wind Line 0.42 20.37 40.7 Block 1 N Wall 1 N->S Wind Line 0.42 20.37 41.5 Block 1 N R Gable Min N->S Wind Line 10.31 20.50 34.0 0.0 Block 1 N R Gable 1 N->S Wind Line 10.31 20.50 34.7 0.0 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. Page 38 of 105 WoodWorks® Shearwalls WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 1 18.7 23.1 Block 1 East Leeward 1 18.7 23.1 Block 1 West Leeward 1 18.7 23.1 Block 1 East Windward 1 18.7 23.1 Block 1 South Windward 1 18.7 23.1 Block 1 North Leeward 1 18.7 23.1 Block 1 South Leeward 1 18.7 23.1 Block 1 North Windward 1 18.7 23.1 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 0.42 20.37 146.7* B 1 Line 12.58 15.00 91.7* C 1 Line 12.58 20.37 91.7* D 1 Line 12.58 15.83 91.7* E 1 Line 0.42 20.37 146.7* 1 1 Line 0.25 14.29 146.7* 2 1 Line 0.25 14.29 91.7* 3 1 Line 0.25 5.83 91.7* 4 1 Line 12.58 14.29 91.7* 5 1 Line 0.25 14.29 146.7* Page 39 of 105 WoodWorks® Shearwalls BUILDING MASSES Level Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Width [ft] E-W Roof Block 1 Line -0.37 14.87 157.8 157.8 E-W Roof Block 1 Line -0.37 14.87 157.8 157.8 E-W Ceiling F1 n/a 1 Line 0.25 14.29 49.9 49.9 E-W Ceiling F1 n/a 5 Line 0.25 14.29 49.9 49.9 N-S Roof Block 1 Line -0.20 20.83 114.4 114.4 N-S Roof Block 1 Line -0.20 20.83 114.4 114.4 N-S Ceiling F1 n/a A Line 0.42 20.37 35.1 35.1 N-S Ceiling F1 n/a E Line 0.42 20.37 35.1 35.1 N-S L Gable Block 1 Line 0.12 10.31 67.9 0.0 N-S R Gable Block 1 Line 10.31 20.50 0.0 67.9 N-S R Gable Block 1 Line 0.12 10.31 67.9 0.0 N-S L Gable Block 1 Line 10.31 20.50 0.0 67.9 Both Wall 1-1 n/a 1 Line 0.25 14.29 73.4 73.4 Both Wall 2-1 n/a 2 Line 0.25 14.29 45.9 45.9 Both Wall 3-1 n/a 3 Line 0.25 5.83 45.9 45.9 Both Wall 4-1 n/a 4 Line 12.58 14.29 45.9 45.9 Both Wall 5-1 n/a 5 Line 0.25 14.29 73.4 73.4 Both Wall A-1 n/a A Line 0.42 20.37 73.4 73.4 Both Wall B-1 n/a B Line 12.58 15.00 45.9 45.9 Both Wall C-1 n/a C Line 12.58 20.37 45.9 45.9 Both Wall D-1 n/a D Line 12.58 15.83 45.9 45.9 Both Wall E-1 n/a E Line 0.42 20.37 73.4 73.4 Legend., Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only Page 40 of 105 WoodWorks® Shearwalls SEISMIC LOADS Level 1 Force Dir Profile Location [ft] Start End Mag [lbs,plf,psf] Start End E-W Line -0.37 0.25 49.7 49.7 E-W Point -0.04 -0.04 109 109 E-W Point 0.25 0.25 231 231 E-W Line 0.25 5.83 103.0 103.0 E-W Line 5.83 12.58 95.8 95.8 E-W Point 5.92 5.92 17 17 E-W Point 9.04 9.04 56 56 E-W Point 12.58 12.58 23 23 E-W Line 12.58 14.29 103.0 103.0 E-W Point 14.29 14.29 231 231 E-W Line 14.29 14.87 49.7 49.7 E-W Point 14.54 14.54 109 109 N-S Line -0.20 0.12 36.0 36.0 N-S Line 0.12 0.42 36.0 36.6 N-S Point 0.42 0.42 162 162 N-S Line 0.42 10.31 70.8 91.6 N-S Line 10.31 12.58 91.6 86.8 N-S Point 12.58 12.58 101 101 N-S Line 12.58 15.00 108.5 103.4 N-S Point 14.58 14.58 40 40 N-S Line 15.00 15.83 96.2 94.5 N-S Point 15.38 15.38 12 12 N-S Line 15.83 20.37 87.2 77.7 N-S Point 20.37 20.37 162 162 N-S Line 20.37 20.50 36.3 36.0 N-S Line 20.50 20.83 36.0 36.0 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. Page 41 of 105 WoodWorks® Shearwalls Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLD-DOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid 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 Wind Loads, Rigid 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 Seismic Loads, Rigid 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). Page 42 of 105 WoodWorks® Shearwalls 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 - - 696 - - - - - - 2677 - Wall 1-1 2 Both - - 696 1.0 .60 100 262 - A - 2677 - Seg. 1 - Both 68.2 - 375 1.0 1.0 100 262 - 262 1442 0.26 Seg. 2 - Both 68.2 - 321 1.0 1.0 100 262 - 262 1235 0.26 Line 5 Ln5, Levl - Both - - 693 - - - - - - 2950 - Wall 5-1 1 Both - - 693 1.0 .60 100 236 - A - 2950 - Seg. 1 - Both 78.8 - 693 1.0 1.0 100 236 - 336 2950 0.23 Seg. 2 - Both 0.0 - 0 1.0 1.0 100 236 - - - - 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 1 Both 25.2 - 504 1.0 .60 100 236 - A 336 6696 0.08 Line E LnE, Levl - Both - - 503 - - - - - - 1584 - Wall E-1 2 Both - - 503 1.0 .60 100 262 - A - 1584 - Seg. 1 - Both 0.0 - 0 1.0 1.0 100 262 - - - - Seg. 2 - Both 83.2 - 503 1.0 1.0 100 262 - 262 1584 0.32 Seg. 3 - Both 0.0 - 0 1.0 1.0 100 262 - - - - 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 4.3.5.5.1. 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. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp -Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. Page 43 of 105 WoodWorks® Shearwalls 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 0.42 0.38 Min 655 242 413 HDU4-SDS 4565 0.09 1-1 L End 0.42 0.38 Min -655 403 1059 Compression 10312 0.10 1-1 L Op 1 0.42 5.63 Min 655 242 413 HDU4-SDS 4565 0.09 1-1 L Op 1 0.42 5.63 Min -655 403 1059 Compression 11601 0.09 1-1 R Op 1 0.42 9.71 Min 660 207 453 HDU4-SDS 4565 0.10 1-1 R Op 1 0.42 9.71 Min -660 345 1006 Compression 11601 0.09 1-1 R End 0.42 14.17 Min 660 207 453 HDU4-SDS 4565 0.10 1-1 R End 0.42 14.17 Min -660 345 1006 Compression 10312 0.10 Line 5 5-1 L End 20.37 0.38 Min 744 387 357 HDU2-SDS 3075 0.12 5-1 L End 20.37 0.38 Min -744 645 1389 Compression 10312 0.13 5-1 L Op 1 20.37 8.92 Min 744 387 357 HDU2-SDS 3075 0.12 5-1 L Op 1 20.37 8.92 Min -744 645 1389 Compression 10312 0.13 V Elem 20.37 11.83 1 0 190 189 Compression V Elem 20.37 14.17 1 0 190 189 Compression Line A A-1 L End 0.54 0.25 Min -234 1464 1698 Compression 10312 0.16 A-1 R End 20.25 0.25 Min -234 1464 1698 Compression 10312 0.16 Line E V Elem 0.54 14.29 1 0 333 333 Compression V Elem 4.83 14.29 1 0 333 333 Compression E-1 R Op 1 9.92 14.29 Min 796 266 530 HDU4-SDS 4565 0.12 E-1 R Op 1 9.92 14.29 Min -796 443 1239 Compression 11601 0.11 E-1 L Op 2 15.71 14.29 Min 796 266 530 HDU4-SDS 4565 0.12 E-1 L Op 2 15.71 14.29 Min -796 443 1239 Compression 10312 0.12 V Elem 18.96 14.29 1 0 113 113 Compression V Elem 20.25 14.29 1 0 113 113 Compression 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: HDU4-SDS2.5 for studs with thickness > 0'-Y and depth > U-3.5" : Uses 10 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. HDU2-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 6 1/4" x 2.5" SDS heavy-duty screws; 5/8" 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. Page 44 of 105 WoodWorks® Shearwalls 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 Left Opening 1 0.42 5.75 102 -102 1-1 Right Opening 1 0.42 9.58 -88 88 Line 5 5-1 Left Opening 1 20.37 9.04 259 -259 Line E E-1 Right Opening 1 9.79 14.29 -236 236 E-1 Left Opening 2 15.83 14.29 114 -114 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 Page 45 of 105 WoodWorks® Shearwalls Rigid 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 - - 685 - - - - - - 2677 - Wall 1-1 2 Both - - 685 1.0 .60 100 262 - A - 2677 - Seg. 1 - Both 67.1 - 369 1.0 1.0 100 262 - 262 1442 0.26 Seg. 2 - Both 67.1 - 316 1.0 1.0 100 262 - 262 1235 0.26 Line 5 Ln5, Levl - Both - - 704 - - - - - - 2950 - Wall 5-1 1 Both - - 704 1.0 .60 100 236 - A - 2950 - Seg. 1 - Both 80.1 - 704 1.0 1.0 100 236 - 336 2950 0.24 Seg. 2 - Both 0.0 - 0 1.0 1.0 100 236 - - - - 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 1 Both 35.9 - 717 1.0 .60 100 236 - A 336 6696 0.11 Line E LnE, Levl - Both - - 289 - - - - - - 1584 - Wall E-1 2 Both - - 289 1.0 .60 100 262 - A - 1584 - Seg. 1 - Both 0.0 - 0 1.0 1.0 100 262 - - - - Seg. 2 - Both 47.8 - 289 1.0 1.0 100 262 - 262 1584 0.18 Seg. 3 - Both 0.0 - 0 1.0 1.0 100 262 - - - - 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 4.3.5.5.1. 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. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp -Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. Page 46 of 105 WoodWorks® Shearwalls Hold -Down and Compression Design (rigid 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 0.42 0.38 Min 645 242 403 HDU4-SDS 4565 0.09 1-1 L End 0.42 0.38 Min -645 403 1048 Compression 10312 0.10 1-1 L Op 1 0.42 5.63 Min 645 242 403 HDU4-SDS 4565 0.09 1-1 L Op 1 0.42 5.63 Min -645 403 1048 Compression 11601 0.09 1-1 R Op 1 0.42 9.71 Min 650 207 443 HDU4-SDS 4565 0.10 1-1 R Op 1 0.42 9.71 Min -650 345 995 Compression 11601 0.09 1-1 R End 0.42 14.17 Min 650 207 443 HDU4-SDS 4565 0.10 1-1 R End 0.42 14.17 Min -650 345 995 Compression 10312 0.10 Line 5 5-1 L End 20.37 0.38 Min 756 387 369 HDU2-SDS 3075 0.12 5-1 L End 20.37 0.38 Min -755 645 1400 Compression 10312 0.14 5-1 L Op 1 20.37 8.92 Min 756 387 369 HDU2-SDS 3075 0.12 5-1 L Op 1 20.37 8.92 Min -755 645 1400 Compression 10312 0.14 Line A A-1 L End 0.54 0.25 Min -333 1464 1798 Compression 10312 0.17 A-1 R End 20.25 0.25 Min -333 1464 1798 Compression 10312 0.17 Line E E-1 R Op 1 9.92 14.29 Min 457 266 192 HDU4-SDS 4565 0.04 E-1 R Op 1 9.92 14.29 Min -457 443 901 Compression 11601 0.08 E-1 L Op 2 15.71 14.29 Min 457 266 192 HDU4-SDS 4565 0.04 E-1 L Op 2 15.71 14.29 Min -457 443 901 Compression 10312 0.09 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 B 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: HDU4-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 10 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. HDU2-SDS2.5 for studs with thickness > 0'-Y and depth > U-3.5" : Uses 6 1/4" x 2.5" SDS heavy-duty screws; 5/8" 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. Page 47 of 105 WoodWorks® Shearwalls COLLECTOR FORCES (rigid 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 Left Opening 1 0.42 5.75 101 -101 1-1 Right Opening 1 0.42 9.58 -86 86 Line 5 5-1 Left Opening 1 20.37 9.04 263 -263 Line E E-1 Right Opening 1 9.79 14.29 -136 136 E-1 Left Opening 2 15.83 14.29 66 -66 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 Page 48 of 105 WoodWorks® Shearwalls Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int TernMoist 1 1 2 13.9 221.9 0.06 18.5 15.0 146.2 0.13 0.1C 1.00 1.00 5 1 1 13.9 221.9 0.06 18.5 15.0 103.9 0.18 0.14 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 13.9 221.9 0.06 18.5 15.0 103.9 0.18 0.14 1.00 1.00 E 1 2 13.9 221.9 C.C6 18.5 15.0 146.2 0.13 0.10 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.3-1 added to interior pressure using coefficients from Table 26.13-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Tables 3.2.1A/8, divided by 1.6 for short-term ASD loads as per 3.2.1. Assumes continuous over 2 spans (table note 3). Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 Page 49 of 105 WoodWorks® Shearwalls 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 14181 280.2 1564 1564 4489 3391 2033 2033 2033 2033 All 14181 - 2234 2234 - - - - - - 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 1.30 Automatically calculated according to ASCE 7 12.3.4.2. Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out -of - plane force, or the diaphragm force Fpx and the drag strut force component based on it. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.02; Ev = 0.205 D unfactored; 0.143 D factored; total dead load factor: 0.6 - 0.143 = 0.457 tension, 1.0 + 0.143 = 1.143 compression. Page 50 of 105 WoodWorks® Shearwalls 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 - - 977 - - - - - - 1912 - Wall 1-1 2 Both - - 977 1.0 .60 0 187 - S - 1912 - Seg. 1 - Both 95.7 - 526 1.0 1.0 0 187 - 187 1030 0.51 Seg. 2 - Both 95.7 - 451 1.0 1.0 0 187 - 187 882 0.51 Line 5 Ln5, Levl - Both - - 1056 - - - - - - 1479 - Wall 5-1 1^ Both - - 1056 1.0 .60 0 168 - S - 1479 - Seg. 1 - Both 120.1 - 1056 1.0 1.0 0 168 - 168 1479 0.71 Seg. 2 - Both 0.0 - 0 1.0 1.0 0 168 - - - - 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 1 Both 38.9 - 777 1.0 .60 0 168 - S 168 3357 0.23 Line E LnE, Levl - Both - - 786 - - - - - - 1132 - Wall E-1 2^ Both - - 786 1.0 .60 0 187 - S - 1132 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 187 - - - - Seg. 2 - Both 130.2 - 786 1.0 1.0 0 187 - 187 1132 0.70 Seg. 3 - Both 0.0 - 0 1.0 1.0 0 187 - - - - 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 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 4.3.5.5.1. 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. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the Design setting for ignoring contribution was set. Refer to the Sheathing Materials table for the wall groups affected. Page 51 of 105 WoodWorks® Shearwalls 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 0.42 0.38 919 242 58 735 HDU4-SDS 4565 0.16 1-1 L End 0.42 0.38 -919 403 58 1380 Compression 10312 0.13 1-1 L Op 1 0.42 5.63 919 242 58 735 HDU4-SDS 4565 0.16 1-1 L Op 1 0.42 5.63 -919 403 58 1380 Compression 11601 0.12 1-1 R Op 1 0.42 9.71 926 207 50 769 HDU4-SDS 4565 0.17 1-1 R Op 1 0.42 9.71 -926 345 50 1321 Compression 11601 0.11 1-1 R End 0.42 14.17 926 207 50 769 HDU4-SDS 4565 0.17 1-1 R End 0.42 14.17 -926 345 50 1321 Compression 10312 0.13 Line 5 5-1 L End 20.37 0.38 1133 387 92 839 HDU2-SDS 3075 0.27 5-1 L End 20.37 0.38 -1133 645 92 1871 Compression 10312 0.18 5-1 L Op 1 20.37 8.92 1133 387 92 839 HDU2-SDS 3075 0.27 5-1 L Op 1 20.37 8.92 -1133 645 92 1871 Compression 10312 0.18 V Elem 20.37 11.83 0 190 27 217 Compression V Elem 20.37 14.17 0 190 27 217 Compression Line A A-1 L End 0.54 0.25 -361 1464 210 2035 Compression 10312 0.20 A-1 R End 20.25 0.25 -361 1464 210 2035 Compression 10312 0.20 Line E E-1 L End 0.54 14.29 0 333 48 381 Compression 10312 0.04 E-1 L Op 1 4.83 14.29 0 333 48 381 Compression 11601 0.03 E-1 R Op 1 9.92 14.29 1245 266 64 1042 HDU4-SDS 4565 0.23 E-1 R Op 1 9.92 14.29 -1245 443 64 1751 Compression 11601 0.15 E-1 L Op 2 15.71 14.29 1245 266 64 1042 HDU4-SDS 4565 0.23 E-1 L Op 2 15.71 14.29 -1245 443 64 1751 Compression 10312 0.17 V Elem 18.96 14.29 0 113 16 129 Compression V Elem 20.25 14.29 0 113 16 129 Compression 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 = 0.239 SDS x factored D. Refer to Seismic Information table for more details. Cmb'd - 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: HDU4-SDS2.5 for studs with thickness > 0'-Y and depth > U-3.5" : Uses 10 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. HDU2-SDS2.5 for studs with thickness > 0'-Y and depth > U-3.5" : Uses 6 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. Combined force from ASCE 7 2.4.1 load combination 10 = - (0.61) - 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. Page 52 of 105 WoodWorks® Shearwalls 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 977 977 1-1 Left Opening 1 0.42 5.75 144 -144 1-1 Right Opening 1 0.42 9.58 -123 123 Line 5 Shearline force 1056 1056 5-1 Left Opening 1 20.37 9.04 395 -395 Line E Shearline force 1278 1278 E-1 Right Opening 1 9.79 14.29 -600 600 E-1 Left Opening 2 15.83 14.29 291 -291 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 Fpx, 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. 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 Page 53 of 105 WoodWorks® Shearwalls Rigid 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 14181 280.2 1564 1564 4489 3391 2033 2033 2033 2033 All 14181 - 2234 2234 - - - - - - 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 = 3.0 as per 12.2-1. Redundancy Factor p (rho): E-W 1.00, N-S 1.30 Automatically calculated according to ASCE 7 12.3.4.2. Applies to shearwall design, hold-down forces and the drag strut force component based on shearline forces; does not apply to story drift, out -of - plane force, or the diaphragm force Fpx and the drag strut force component based on it. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.02; Ev = 0.205 D unfactored; 0.143 D factored; total dead load factor: 0.6 - 0.143 = 0.457 tension, 1.0 + 0.143 = 1.143 compression. Page 54 of 105 WoodWorks® Shearwalls SHEAR RESULTS (rigid 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 - - 1034 - - - - - - 1912 - Wall 1-1 2 Both - - 1034 1.0 .60 0 187 - S - 1912 - Seg. 1 - Both 101.3 - 557 1.0 1.0 0 187 - 187 1030 0.54 Seg. 2 - Both 101.3 - 477 1.0 1.0 0 187 - 187 882 0.54 Line 5 Ln5, Levl - Both - - 999 - - - - - - 1479 - Wall 5-1 1 Both - - 999 1.0 .60 0 168 - S - 1479 - Seg. 1 - Both 113.7 - 999 1.0 1.0 0 168 - 168 1479 0.68 Seg. 2 - Both 0.0 - 0 1.0 1.0 0 168 - - - - 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 1 Both 52.0 - 1039 1.0 .60 0 168 - S 168 3357 0.31 Line E LnE, Levl - Both - - 525 - - - - - - 1132 - Wall E-1 2 Both - - 525 1.0 .60 0 187 - S - 1132 - Seg. 1 - Both 0.0 - 0 1.0 1.0 0 187 - - - - Seg. 2 - Both 86.9 - 525 1.0 1.0 0 187 - 187 1132 0.46 Seg. 3 - Both 0.0 - 0 1.0 1.0 0 187 - - - - 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 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 4.3.5.5.1. 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. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,1. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the Design setting for ignoring contribution was set. Refer to the Sheathing Materials table for the wall groups affected. Page 55 of 105 WoodWorks® Shearwalls Hold -Down and Compression Design (rigid 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 0.42 0.38 972 242 58 788 HDU4-SDS 4565 0.17 1-1 L End 0.42 0.38 -972 403 58 1434 Compression 10312 0.14 1-1 L Op 1 0.42 5.63 972 242 58 788 HDU4-SDS 4565 0.17 1-1 L Op 1 0.42 5.63 -972 403 58 1434 Compression 11601 0.12 1-1 R Op 1 0.42 9.71 980 207 50 823 HDU4-SDS 4565 0.18 1-1 R Op 1 0.42 9.71 -980 345 50 1375 Compression 11601 0.12 1-1 R End 0.42 14.17 980 207 50 823 HDU4-SDS 4565 0.18 1-1 R End 0.42 14.17 -980 345 50 1375 Compression 10312 0.13 Line 5 5-1 L End 20.37 0.38 1072 387 92 778 HDU2-SDS 3075 0.25 5-1 L End 20.37 0.38 -1072 645 92 1810 Compression 10312 0.18 5-1 L Op 1 20.37 8.92 1072 387 92 778 HDU2-SDS 3075 0.25 5-1 L Op 1 20.37 8.92 -1072 645 92 1810 Compression 10312 0.18 Line A A-1 L End 0.54 0.25 -483 1464 210 2157 Compression 10312 0.21 A-1 R End 20.25 0.25 -483 1464 210 2157 Compression 10312 0.21 Line E E-1 R Op 1 9.92 14.29 831 266 64 629 HDU4-SDS 4565 0.14 E-1 R Op 1 9.92 14.29 -831 443 64 1338 Compression 11601 0.12 E-1 L Op 2 15.71 14.29 831 266 64 629 HDU4-SDS 4565 0.14 E-1 L Op 2 15.71 14.29 -831 443 64 1338 Compression 10312 0.13 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 = 0.239 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: HDU4-SDS2.5 for studs with thickness > 0'-Y and depth > U-3.5" : Uses 10 1/4" x 2.5" SDS heavy-duty screws; 5/8" anchor bolt. HDU2-SDS2.5 for studs with thickness > 0'-3" and depth > U-3.5" : Uses 6 1/4" x 2.5" SDS heavy-duty screws; 5/8" 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. Page 56 of 105 WoodWorks® Shearwalls COLLECTOR FORCES (rigid 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 1034 1034 1-1 Left Opening 1 0.42 5.75 152 -152 1-1 Right Opening 1 0.42 9.58 -130 130 Line 5 Shearline force 999 999 5-1 Left Opening 1 20.37 9.04 374 -374 Line E Shearline force 854 854 E-1 Right Opening 1 9.79 14.29 -401 401 E-1 Left Opening 2 15.83 14.29 194 -194 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 Fpx, 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 la or 1 b are detected, or if other horizontal irregularities are input, or if 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. 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 Page 57 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT DIAPHRAGM CHECK PER SDWS 2015 1 444 W t-AllBlvCCA 95076A. 07 0 : 831.319.4695 F 83 319.4751 Calc. by Date Chk'd by Date App'd by Date BASE SHEAR SUMMARY LOCATION V (kips - ASd) E-W Direction N-S Direction WIND SEISMIC WIND SEISMIC ROOF 0.504 2.033 0.696 2.033 ROOF; SEISMIC Governs in both direction ROOF DIAPHRAGM: VE-W 2.033 kips = 20 ft VN-S 2.033 kips = 14 ft 101.65 plf (ASD) = 145.2143 plf (ASD) For 15/32"Str-1 sheathing with 10d CD 6" 640 plf Vallow-EQ = 2 = Vallow-EQ > Vactual-EQ(E-W) 320 plf > 101.65 plf Vallow-EQ > Vactual-EQ(N-S) 320 plf > 145.21 plf 320 plf (Table 4.2A SDPWS 2015) USE: 15/32"Structural-1 sheathing with 10d @ 6" Page 58 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT DIAPHRAGM CHECK PER SDWS 2015 1 DEVELOPMENT wAiw ville81 07 CA 95076 0 : 831.319.4695 F : a31.319.4751 Calc. by Date Chk'd by Date App'd by Date Table 4.2A Nominal Unit Shear Capacities for Wood -Frame Diaphragms Blocked Wood Structural Panel Diaphragms'"4,5 Minimum Minimum Fastener Minimum Nominal Width Penetration in Nominal of Nailed Face Sheathing Common Framing Panel at Adjoining Grade Nail Size Member or Thickness panel Edges Blocking (in.) and (in.) Boundaries 11 in. 5d 1.1/4 5/16 2 3 StrucluralI 8d 1-3/8 318 2 3 5116 2 6d 1-1/4 3 318 2 3 3/8 2 Sheathing 3 7116 2 and 8d 1-3/8 Single -Floor 3 15132 2 3 15/32 2 10d 1.1/2 3 19132 2 3 A SEISMIC Nail Spacing (in.) at diaphragm boundaries (all cases). at continuous panel edges parallel to load Cases 3 & 4 , and at all panel edges Cases 5 & 6 6 4 2.112 2 Nail Spacing in. at otherpanel edges JCases 1, 2, 3, & 4 _ 6 6 4 3 _ v, G. v, G. V, G, v, G. JP71f ki slin, I ki slin, I ki slin, I ki slin, OSB PLY OSB PLY OSB PLY OSB PLY 370 15 12 500 8.5 7.5 750 12 10 840 20 15 420 12 9.5 560 7.0 6.0 840 9.5 &5 950 17 13 540 14 11 720 9.0 7.5 1060 13 10 1200 21 15 600 12 10 800 7.5 6.5 1200 10 9.0 1350 18 13 1 640 24 17 850 15 12 1280 20 15 1460 31 21 1 720 20 15 960 12 9.5 1440 16 13 1640 26 18 340 15 10 450 9.0 7.0 670 13 9.5 760 21 13 380 12 9.0 500 7.0 6.0 760 10 &0 860 17 12 370 13 9.5 500 7.0 6.0 750 10 &0 840 18 12 420 10 8.0 560 5.5 5.0 840 8.5 7.0 950 14 10 480 15 11 640 9.5 7.5 960 13 9.5 1090 21 13 540 12 9.5 720 7.5 6.0 1080 11 &5 1220 18 12 510 14 10 680 8.5 7.0 1010 12 9.5 1150 20 13 570 11 9.0 760 7.0 6.0 1140 10 8.0 1290 17 12 540 13 9.5 720 7.5 6.5 1060 11 &5 1200 19 13 600 10 8.5 800 6.0 5.5 1200 9.0 7.5 1350 15 11 580 25 15 770 15 11 1150 21 14 1310 33 18 650 21 14 860 12 9.5 1300 17 12 1470 28 16 640 21 14 850 13 9.5 1280 18 12 1460 28 17 72n 17 12 960 10 8.0 1440 14 11 1640 24 15 1. Nominal unit shear capacities shall be adjusted in accordance with 4.2.3 to determine ASD allowable unit shear capacity and LRFD factored unit resistance. For general construction requirements see 4.2.6. For specific requirements, see 4.2.7.1 for wood structural panel diaphragms. See Appendix A for common nail dimensions. 2. For species and grades of framing other than Douglas -Fir -Larch or Southern Pine, reduced nominal unit shear capacities shall be determined by multiplying the tabulated nominal unit shear capacity by the Specific Gravity Adjustment Factor = [ I-(0.5-G)], where G = Specific Gravity of the framing lumber from the NDS (Table 12_33A)_ The Specific Gravity Adjustment Factor shall not be greater than 1. 3. Apparent shear stiffness values, G„ are based on nail slip in framing with moisture content less than or equal to 19 % at time of fabrication and panel stiffness values for diaphragms constructed with either OSB or 3-ply plywood panels. When 4-ply or 5-ply plywood panels or composite panels are used, G. values shall be permitted to be multiplied by 1.2. 4. Where moisture content of the framing is greater than 19 % at time of fabrication, G. values shall be multiplied by 0.5. 5. Diaphragm resistance depends on the direction of continuous panel joints with respect to the loading direction and direction of framing members, and is independent of the panel orientation. B WIND Nail Spacing (in.) at diaphragm boundaries (all cases), at continuous panel edges parallel to load (Cases 3 & 4), and at all panel edges Cases 5 & 6 6 1 4 1 2.112 1 2 Nail Spacing (in,) at other panel edges Cases 1, 2, 3, & 4 6 6 4 3 VW I V9 I VW I Vw I 520 700 1050 1175 590 785 1175 1330 755 1010 1485 1680 840 1120 1680 1890 1 895 1190 1790 2045 1010 1345 2015 2295 475 630 940 1065 530 700 1065 1205 520 700 1050 1175 590 785 1175 1330 670 895 1345 1525 755 1010 1510 1710 715 950 1415 1610 800 1065 1595 1805 755 1010 1485 1680 840 1120 1680 1890 810 1080 1610 1835 910 1205 1820 2060 895 1190 1790 2045 1010 1345 2015 2295 Cases 1&3:Continuous Panel Joints Perpendicular to Framing Cases 2&4: Continuous Panel Joints Parallel to Framing Cases 5&6: Continuous Panel Joints Perpen- dicular and Parallel to Framing Long Panel Direction Perpendicular to Supports Cum 1 . 33 C=, 2 y`± °+ u8µ;AL . s w. Long Panel Direction Parallel to Supportsa 1 ZZ `""'" c .� 2 u s J� *=-z a �W_.V; o�.,�r_ (a) Panel span rating for out -of -plane loads maybe lower than the span rating with the long panel direction perpendicular to supports (See Section 3.2.2 and Section 3.2.3) Page 59 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT DIAPHRAGM CHECK PER SDWS 2015 1 444 W t-AllBlvCCA 95076A. 07 0 : 831.319.4695 F 83 319.4751 Calc. by Date Chk'd by Date App'd by Date 16" OC SPAN RATING APPLIED LOADINGS DL LL LLr SL WL 15 0 20 13.9 14.52 LC 1: 1.0 ( DL ) 1.0 ( 15 ) = 15 LC2: 1.0 ( DL )+( 1.0 ( ILL ) 1.0 ( 15 )+( 1.0 ( 0 ) = 15 LC 3: 1.0 ( DL ) + ( 1.0 ( LLr or SL or R) 1.0 ( 15 )+( 1.0 ( 20 / 13.9 ) = 35 LC 4: 1.0 ( DL ) + ( 0.75 ( ILL + 1.0 ( LLr or SL or R) 1.0 ( 15 ) + ( 0.75 ( 0 + 1.0 ( 20 / 13.9 ) = 35 LC5: 1.0 ( DL )+( 0.6 ( WL ) 1.0 ( 15 )+( 0.6 ( 14.5 ) = 23.712 GOVERNING LC: = 35 Span Rating For 32 /16 CED 16" Saadn Allowable Uniform Load Capacity (ASD) "y = 221.9 psf (Table 3.2.1 SDPWS 2015) 1.6 Allowable Capacity > Actual Load 221.88 psf > 35 psf USE: 32/16_Span Rating Page 60 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT DIAPHRAGM CHECK PER SDWS 2015 1 444 Airport SWd. S.A. 207 Watsonville, CA 95076 0 : 831.319.4695 F 831,319.4751 Calc. by Date Chk'd by Date App'd by Date 3.2.2 Floor Sheathing Floor sheathing shall be capable of resisting and transferring gravity loads to the floor framing. Sheath- ing used in diaphragm assemblies to resist lateral forces shall be designed in accordance with 4.2. 3.2.3 Roof Sheathing Roof sheathing and its fasteners shall be capable of resisting and transferring wind and gravity loads to the roof framing. Maximum spans and nominal uniform load capacities for roof sheathing materials are given in Table 3.2.2. The ASD allowable uniform load capaci- ties to be used for wind design shall be determined by dividing the nominal uniform load capacities in Table 3.2.2 by an ASD reduction factor of 1.6. The LRFD factored uniform load capacities to be used for wind design shall be determined by multiplying the nominal uniform load capacities in Table 3.2.2 by a resistance factor, Ob, of 0.85. Sheathing used in diaphragm as- semblies to resist lateral forces shall be designed in ac- cordance with 4.2. Table 3.2.2 Nominal Uniform Load Capacities (psf) for Roof Sheathing Resisting Out -of -Plane Wind LoadSl,2,s Sheathing Types Span Rating Minimum Strength Axis? Applied Strength Axis? Applied or Grade Thickness Perpendicular to Supports Parallel to Supports (in.) Rafter/Truss Spacing (in.) Rafter/Truss Spacing (in.) 12 16 1 19.2 1 24 1 32 48 12 1 16 1 24 Nominal Uniform Loads sf Nominal Uniform Loads sf Wood Structural Panels 24/0 3/8 425 240 165 105 - 90 50 303 (Sheathing Grades. C-C. 24/16 7/16 540 305 210 135 - 110 60 353 C-D. C-C Plua_a_ed. 0SB1 1 32/16 1 15132 1 625 1 355 1 245 1 155 1 90 - 155 1 90 I 453 40/20 19/32 955 595 415 265 150 - 255 145 753 48/24 23/32 11603 8403 6153 3953 2203 1003 4553 2553 1153 Wood Structural Panels 16 o.c. 19/32 705 395 275 175 100 - 170 95 503 (Single Floor Grades, 20 o.c. 19/32 815 455 320 205 115 - 235 135 703 Underlayment, C-C Plugged) 24 o.c. 23/32 11603 6703 4653 3003 1703 - 4403 2503 1103 32 o.c. 7/8 13954 10004 6954 4454 2504 110` 11604 6554 2904 48 o.c. 1-1/8 17904 12954 10604 8054 4554 2004 17904 11454 5104 I . Nominal capacities shall be adjusted in accordance with Section 3.2.3 to determine ASD uniform load capacity and LRFD uniform resistances. 2. Unless otherwise noted, tabulated values are based on the lesser of nominal values for either OSB or plywood with 3 or more plies. 3. Tabulated values are based on the lesser of nominal values for either OSB or plywood with 4 or more plies. 4. Tabulated values are based on the lesser of nominal values for either OSB or plywood with 5 or more plies_ 5. Wood structural panels shall conform to the requirements for its type in DOC PS 1 or PS 2. 6. Tabulated values are for maximum bending loads from wind. Loads are limited by bending or shear stress assuming a 2-span continuous condition. Where panels are continuous over 3 or more spans, the tabulated values shall be permitted to be increased in accordance with the .ASD/LRFD Manual for Engineered Wood Construction. 7. Strength axis is defined as the axis parallel to the face and back orientation of the flakes or the grain (veneer), which is generally the long panel direction, unless otherwise marked. Page 61 of 105 F O R T E W E B' JOB SUMMARY REPORT 8302 218th ST SW, Edmonds, WA 98026 GROUND FLOOR LEVEL Member Name Results (Max UTIL o/o) Current Solution Comments FJ1 Passed (85% M) 1 piece(s) 2 x 10 DF No.2 @ 16" OC H1 Passed (15% M) 1 piece(s) 6 x 6 DF No.1 ForteWEB Software Operator Job Notes A Weyerhaeuser ForteWEB v3.7 Page 62 of 105 aFORTEWEB' GROUND FLOOR LEVEL, F31 1 piece(s) 2 x 10 DF No.2 @ 16" OC PASSED 0 a Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 512 @ 2 1/2" 2109 (2.25") Passed (24%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 442 @ 1' 3/4" 1665 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1733 @ 7' 1" 2029 Passed (85%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.271 @ 7' 1" 0.344 Passed (L/609) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.373 @ 7' 1" 0.688 Passed (L/443) 1.0 D + 1.0 L (All Spans) TJ-ProT"' Rating N/A N/A N/A N/A • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. • No composite action between deck and joist was considered in analysis. r2e Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored n concrete -DF 3.50" 2.25" 1.50" 142 378 519 1 1/4" Rim Board n concrete - DF 3.50" 2.25" 1.50" 142 378 519 1 1/4" Rim Board • Kim uoaro is assumes m carry an ioaas appueo aireary aoove a, Dypassmg me memoer Deing oesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 56" o/c Bottom Edge (Lu) 14' o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 2" 16" 15.0 40.0 FLOOR LOADS 0 Member Length : 13' 11 1/2" System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes 09305699701 A Weyerhaeuser ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Page 63 of 105 aFORTEWEB' GROUND FLOOR LEVEL, H1 1 piece(s) 6 x 6 DF No.1 PASSED 0 4 0 J Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. ❑2 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 465 @ 0 5156 (1.50") Passed (9%) 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Spans) Shear (Ibs) 335 @ 7" 4285 Passed (8%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-Ibs) 521 @ 2' 4" 3466 Passed (15%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.010 @ 2' 4" 0.156 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All Spans) Total Load Defl. (in) 0.017 @ 2' 4" 0.233 Passed (L/999+) 1.0 D + 0.45 W + 0.75 L + 0.75 Lr (All S ans • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. 0 Member Length : 4' 8" System: Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Wind Factored 1 - Trimmer - OF 1.50" 1.50" 1.50" 202 245 170 178 465 None 2 - Trimmer - OF 1.50" 1.50" 1.50" 202 245 170 178 465 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 4' 8" o/c Bottom Edge (Lu) 4' 8" o/c -Maximum allowable bracing intervals based on applied load. Dead Roof Live Snow Wind Vertical Loads Location Tributary (0.90) (1.25) (1.15) (1.60) Comments Width 0 - Self Weight (PLF) 0 to 4' 8" N/A 7.7 1 - Uniform (PSF) 0 to 4' 8" T 3" 15.0 20.0 13.9 14.5 ROOF LOADS Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes A Weyerhaeuser ForteWEB v3.7, Engine: V8.4.0.40, Data: V8.1.5.0 Page 64 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 1 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 ANALYSIS Geometry Loading Self weight included Geometry (ft) - Douglas Fir-Larch(2" && wider(No.2)) (2018) - W Dead - Loading (kips/ft) Live - Loading (kips/ft) Tedds calculation version 1.0.38 Page 65 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 2 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Roof Live - Loading (kips/ft) M Snow - Loading (kips/ft) M 00 00 Wind - Loading (kips/ft) Load combination factors t � 3 '0 Load combination uf°i ? J c G 0 y n 1.OD (Strength) 1.00 1.00 1.OD + 1.01- (Strength) 1.00 1.00 1.00 1.OD + 1.01-r (Strength) 1.00 1.00 1.00 1.OD + 0.7S (Strength) 1.00 1.00 0.70 1.OD + 0.75L + 0.75Lr (Strength) 1.00 1.00 0.75 0.75 Page 66 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 3 DEVEE 4ENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Load combination d ? w c _ w 0 J 0 C G1 Cn � 1.OD + 0.75L + 0.525S (Strength) 1.00 1.00 0.75 0.53 1.OD + 0.6W (Strength) 1.00 1.00 0.60 1.OD + 0.75L + 0.751-r + 0.45W (Strength) 1.00 1.00 0.75 0.75 0.45 1.OD + 0.75L + 0.525S + 0.45W (Strength) 1.00 1.00 0.75 0.53 0.45 0.6D + 0.6W (Strength) 0.60 0.60 0.60 Member Loads Member Load case Load Type Orientation Description BOTTOM CHORD Dead UDL GlobalZ 0.02 kips/ft TOP CHORD LEFT Dead UDL GlobalZ 0.03 kips/ft TOP CHORD RIGHT Dead UDL GlobalZ 0.03 kips/ft BOTTOM CHORD Live UDL GlobalZ 0.02 kips/ft TOP CHORD LEFT Roof Live UDL GlobalZ 0.04 kips/ft TOP CHORD RIGHT Roof Live UDL GlobalZ 0.04 kips/ft TOP CHORD LEFT Snow UDL GlobalZ 0.03 kips/ft TOP CHORD RIGHT Snow UDL GlobalZ 0.03 kips/ft TOP CHORD LEFT Wind UDL LocalZ 0.03 kips/ft TOP CHORD RIGHT Wind UDL LocalZ 0.03 kips/ft Results Total deflection Self Weight - Total deflection Dead - Total deflection Page 67 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 4 DEVEE 4ENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Live - Total deflection Roof Live - Total deflection Snow - Total deflection Wind -Total deflection Page 68 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 5 DEVEE 4ENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Node deflections Load case: Self Weight Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 1 0 0 0.00687 2 0 0.004 0.00415 3 0.001 0.004 0.00388 4 0.001 0.005 0.00081 5 0.001 0.005 0.00034 6 0.001 0.006 -0.00006 7 0.001 0.005 -0.00006 8 0.001 0.005 -0.00093 9 0.001 0.005 -0.00046 10 0.002 0.004 -0.0042 11 0.001 0.004 -0.00394 12 0.002 0 -0.00666 13 0.003 -0.001 -0.00662 Load case: Dead Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 1 0 0 0.02586 2 0.001 0.015 0.01477 3 0.005 0.015 0.0138 4 0.003 0.019 0.00255 5 0.005 0.019 0.00098 6 0.004 0.02 -0.00023 7 0.004 0.019 -0.00022 8 0.005 0.019 -0.00304 9 0.003 0.019 -0.00147 10 0.006 0.014 -0.01501 11 0.003 0.014 -0.01407 12 0.008 0 -0.0246 13 0.01 -0.005 -0.02425 Load case: Live Node Deflection Rotation Co-ordinate system X Z (in) (in) (0) 1 0 0 0.00997 2 0 0.006 0.00574 3 0.002 0.006 0.00529 Page 69 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 6 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Date Dt d b A PP' Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 4 0.001 0.008 0.00095 5 0.002 0.007 0.00036 6 0.001 0.008 -0.00008 7 0.001 0.007 -0.00008 8 0.002 0.007 -0.00111 9 0.001 0.007 -0.00053 10 0.002 0.006 -0.00584 11 0.001 0.006 -0.00535 12 0.003 0 -0.00977 13 0.004 -0.002 -0.00977 Load case: Roof Live Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 1 0 0 0.0212 2 0.001 0.012 0.01204 3 0.004 0.012 0.01135 4 0.002 0.016 0.00213 5 0.004 0.016 0.00083 6 0.003 0.016 -0.00021 7 0.003 0.016 -0.0002 8 0.004 0.016 -0.00257 9 0.002 0.016 -0.00126 10 0.005 0.012 -0.01222 11 0.002 0.012 -0.01163 12 0.006 0 -0.01977 13 0.008 -0.004 -0.0193 Load case: Snow Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 1 0 0 0.01473 2 0.001 0.009 0.00837 3 0.003 0.009 0.00789 4 0.002 0.011 0.00148 5 0.003 0.011 0.00058 6 0.002 0.011 -0.00014 7 0.002 0.011 -0.00014 8 0.003 0.011 -0.00178 9 0.001 0.011 -0.00088 Page 70 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 7 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Dt Date d b A PP' Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 10 0.004 0.008 -0.00849 11 0.002 0.008 -0.00808 12 0.004 0 -0.01374 13 0.005 -0.003 -0.01341 Load case: Wind Node Deflection X Z (in) (in) Rotation (0) Co-ordinate system 1 0 0 0.01426 2 0.001 0.008 0.00801 3 0.003 0.008 0.00754 4 0.001 0.011 0.00146 5 0.003 0.011 0.0005 6 0.002 0.011 -0.00014 7 0.002 0.01 -0.00014 8 0.003 0.01 -0.00176 9 0.001 0.01 -0.00079 10 0.003 0.008 -0.00814 11 0.001 0.008 -0.00774 12 0.004 0 -0.01318 13 0.005 -0.003 -0.01281 Total base reactions Load case/combination Force FX FZ (kips) (kips) Self Weight 0 0.259 Dead 0 1.035 Live 0 0.382 Roof Live 0 0.871 Snow 0 0.605 Wind 0.012 0.583 Element end forces Load case: Self Weight Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.17 1 0.239 -0.014 0.001 2 -0.239 0.002 0.023 2 3.25 2 0.239 0 -0.023 4 -0.239 -0.012 0.004 3 3.17 4 0.227 -0.004 -0.004 Page 71 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 8 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 6 -0.227 -0.008 -0.002 4 3.17 6 0.225 -0.008 0.002 8 -0.225 -0.004 0.004 5 3.25 8 0.234 -0.012 -0.004 10 -0.234 -0.001 0.022 6 3.08 10 0.234 0.002 -0.022 12 -0.234 -0.014 -0.002 7 3.44 1 -0.264 -0.012 -0.001 3 0.259 0 0.021 8 3.51 3 -0.246 -0.002 -0.021 5 0.241 -0.011 0.005 9 3.44 5 -0.194 -0.002 -0.005 7 0.189 -0.01 -0.008 10 3.44 7 -0.189 -0.01 0.008 9 0.194 -0.002 0.005 11 3.51 9 -0.239 -0.01 -0.005 11 0.244 -0.002 0.02 12 3.36 11 -0.255 0 -0.02 12 0.26 -0.012 0 13 1.08 12 0.002 -0.004 0.002 13 0 0 0 14 4 7 0.128 0 0 6 -0.113 0 0 15 1.33 2 -0.001 0 0 3 -0.004 0 0 16 3.51 3 -0.011 -0.006 0 4 0.016 -0.006 0 17 2.67 4 0.028 0 0 5 -0.038 0 0 18 4.14 5 -0.059 -0.006 0 6 0.069 -0.006 0 19 4.14 6 -0.067 -0.006 0 9 0.057 -0.006 0 20 2.67 9 0.036 0 0 8 -0.026 0 0 21 3.51 8 -0.012 -0.006 0 11 0.007 -0.006 0 22 1.33 11 0.004 0 0 10 0.001 0 0 Load case: Dead Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.17 1 0.882 -0.057 -0.001 Page 72 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 9 444 Alrport 61A. sake 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 2 -0.882 -0.006 0.081 2 3.25 2 0.882 -0.01 -0.081 4 -0.882 -0.055 0.008 3 3.17 4 0.795 -0.025 -0.008 6 -0.795 -0.038 -0.012 4 3.17 6 0.788 -0.038 0.012 8 -0.788 -0.025 0.008 5 3.25 8 0.857 -0.054 -0.008 10 -0.857 -0.011 0.079 6 3.08 10 0.857 -0.003 -0.079 12 -0.857 -0.059 -0.007 7 3.44 1 -0.985 -0.066 0.001 3 0.945 -0.029 0.063 8 3.51 3 -0.872 -0.031 -0.063 5 0.832 -0.067 0 9 3.44 5 -0.676 -0.035 0 7 0.636 -0.06 -0.043 10 3.44 7 -0.636 -0.06 0.043 9 0.676 -0.035 0.001 11 3.51 9 -0.824 -0.066 -0.001 11 0.864 -0.032 0.061 12 3.36 11 -0.922 -0.025 -0.061 12 0.962 -0.067 -0.009 13 1.08 12 0.013 -0.03 0.016 13 0 0 0 14 4 7 0.382 0 0 6 -0.382 0 0 15 1.33 2 0.016 0 0 3 -0.016 0 0 16 3.51 3 -0.094 0 0 4 0.094 0 0 17 2.67 4 0.116 0 0 5 -0.116 0 0 18 4.14 5 -0.242 0 0 6 0.242 0 0 19 4.14 6 -0.233 0 0 9 0.233 0 0 20 2.67 9 0.108 0 0 8 -0.108 0 0 21 3.51 8 -0.075 0 0 11 0.075 0 0 22 1.33 11 0.014 0 0 10 -0.014 0 0 Page 73 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 10 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Load case: Live Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.17 1 0.336 -0.041 0.01 2 -0.336 -0.022 0.021 2 3.25 2 0.336 -0.024 -0.021 4 -0.336 -0.041 -0.007 3 3.17 4 0.303 -0.029 0.007 6 -0.303 -0.034 -0.016 4 3.17 6 0.301 -0.034 0.015 8 -0.301 -0.029 -0.007 5 3.25 8 0.329 -0.041 0.007 10 -0.329 -0.024 0.02 6 3.08 10 0.329 -0.021 -0.02 12 -0.329 -0.04 -0.01 7 3.44 1 -0.368 -0.007 -0.01 3 0.368 0.007 0.035 8 3.51 3 -0.325 0.007 -0.035 5 0.325 -0.007 0.011 9 3.44 5 -0.251 0.005 -0.011 7 0.251 -0.005 -0.007 10 3.44 7 -0.251 -0.005 0.007 9 0.251 0.005 0.012 11 3.51 9 -0.323 -0.006 -0.012 11 0.323 0.006 0.034 12 3.36 11 -0.362 0.007 -0.034 12 0.362 -0.007 0.01 13 1.08 12 0 0 0 13 0 0 0 14 4 7 0.185 0 0 6 -0.185 0 0 15 1.33 2 0.046 0 0 3 -0.046 0 0 16 3.51 3 -0.036 0 0 4 0.036 0 0 17 2.67 4 0.084 0 0 5 -0.084 0 0 18 4.14 5 -0.091 0 0 6 0.091 0 0 19 4.14 6 -0.089 0 0 9 0.089 0 0 20 2.67 9 0.082 0 0 8 -0.082 0 0 21 3.51 8 -0.031 0 0 11 0.031 0 0 Page 74 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 11 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 22 1.33 11 0.045 0 0 10 -0.045 0 0 Load case: Roof Live Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.17 1 0.728 -0.021 -0.015 2 -0.728 0.021 0.081 2 3.25 2 0.728 0.019 -0.081 4 -0.728 -0.019 0.02 3 3.17 4 0.656 0.005 -0.02 6 -0.656 -0.005 0.004 4 3.17 6 0.649 -0.005 -0.004 8 -0.649 0.005 0.02 5 3.25 8 0.703 -0.018 -0.02 10 -0.703 0.018 0.078 6 3.08 10 0.703 0.024 -0.078 12 -0.703 -0.024 0.003 7 3.44 1 -0.823 -0.079 0.015 3 0.77 -0.048 0.037 8 3.51 3 -0.729 -0.05 -0.037 5 0.676 -0.08 -0.015 9 3.44 5 -0.567 -0.054 0.015 7 0.513 -0.073 -0.048 10 3.44 7 -0.513 -0.073 0.048 9 0.567 -0.054 -0.014 11 3.51 9 -0.669 -0.079 0.014 11 0.722 -0.051 0.036 12 3.36 11 -0.747 -0.044 -0.036 12 0.801 -0.08 -0.025 13 1.08 12 0.017 -0.04 0.022 13 0 0 0 14 4 7 0.264 0 0 6 -0.264 0 0 15 1.33 2 -0.039 0 0 3 0.039 0 0 16 3.51 3 -0.078 0 0 4 0.078 0 0 17 2.67 4 0.043 0 0 5 -0.043 0 0 18 4.14 5 -0.201 0 0 6 0.201 0 0 19 4.14 6 -0.192 0 0 9 0.192 0 0 Page 75 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 12 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 20 2.67 9 0.035 0 0 8 -0.035 0 0 21 3.51 8 -0.059 0 0 11 0.059 0 0 22 1.33 11 -0.042 0 0 10 0.042 0 0 Load case: Snow Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.17 1 0.506 -0.014 -0.01 2 -0.506 0.014 0.056 2 3.25 2 0.506 0.013 -0.056 4 -0.506 -0.013 0.014 3 3.17 4 0.456 0.004 -0.014 6 -0.456 -0.004 0.003 4 3.17 6 0.451 -0.003 -0.003 8 -0.451 0.003 0.014 5 3.25 8 0.489 -0.012 -0.014 10 -0.489 0.012 0.054 6 3.08 10 0.489 0.017 -0.054 12 -0.489 -0.017 0.002 7 3.44 1 -0.572 -0.055 0.01 3 0.535 -0.033 0.026 8 3.51 3 -0.507 -0.035 -0.026 5 0.47 -0.055 -0.01 9 3.44 5 -0.394 -0.037 0.01 7 0.357 -0.051 -0.033 10 3.44 7 -0.357 -0.051 0.033 9 0.394 -0.037 -0.01 11 3.51 9 -0.465 -0.055 0.01 11 0.502 -0.035 0.025 12 3.36 11 -0.519 -0.03 -0.025 12 0.556 -0.055 -0.017 13 1.08 12 0.012 -0.028 0.015 13 0 0 0 14 4 7 0.183 0 0 6 -0.183 0 0 15 1.33 2 -0.027 0 0 3 0.027 0 0 16 3.51 3 -0.054 0 0 4 0.054 0 0 17 2.67 4 0.03 0 0 5 -0.03 0 0 Page 76 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 13 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 18 4.14 5 -0.14 0 0 6 0.14 0 0 19 4.14 6 -0.134 0 0 9 0.134 0 0 20 2.67 9 0.024 0 0 8 -0.024 0 0 21 3.51 8 -0.041 0 0 11 0.041 0 0 22 1.33 11 -0.029 0 0 10 0.029 0 0 Load case: Wind Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 1 3.17 1 0.461 -0.013 -0.012 2 -0.461 0.013 0.053 2 3.25 2 0.461 0.012 -0.053 4 -0.461 -0.012 0.014 3 3.17 4 0.389 0.003 -0.014 6 -0.389 -0.003 0.003 4 3.17 6 0.384 -0.003 -0.003 8 -0.384 0.003 0.014 5 3.25 8 0.442 -0.012 -0.014 10 -0.442 0.012 0.051 6 3.08 10 0.442 0.016 -0.051 12 -0.442 -0.016 0.003 7 3.44 1 -0.538 -0.059 0.012 3 0.538 -0.041 0.02 8 3.51 3 -0.493 -0.042 -0.02 5 0.493 -0.06 -0.013 9 3.44 5 -0.405 -0.043 0.013 7 0.405 -0.057 -0.038 10 3.44 7 -0.405 -0.057 0.038 9 0.405 -0.043 -0.013 11 3.51 9 -0.488 -0.06 0.013 11 0.488 -0.042 0.019 12 3.36 11 -0.521 -0.037 -0.019 12 0.521 -0.06 -0.02 13 1.08 12 0 -0.031 0.017 13 0 0 0 14 4 7 0.209 0 0 6 -0.209 0 0 15 1.33 2 -0.025 0 0 3 0.025 0 0 Page 77 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 14 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Forces All load cases - Moment envelope (kip_ft) 0 0 o 0 -- 0 0 -- 0 0 0 0 0 0 0. 0. 0.1 0.10.1 All load cases - Shear envelope (kips) �1 '� U1 0.1 01 0 01 -01 _-- - -01 0 - -- .-0.1 0 u 0 0 0 _ 0 '0 0 •0 1 •0 1 Element Length (ft) Nodes Start/End Axial force (kips) Shear force (kips) Moment (kip_ft) 16 3.51 3 -0.077 0 0 4 0.077 0 0 17 2.67 4 0.038 0 0 5 -0.038 0 0 18 4.14 5 -0.16 0 0 6 0.16 0 0 19 4.14 6 -0.154 0 0 9 0.154 0 0 20 2.67 9 0.032 0 0 8 -0.032 0 0 21 3.51 8 -0.063 0 0 11 0.063 0 0 22 1.33 11 -0.027 0 0 10 0.027 0 0 Page 78 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 15 DEVEE BENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Element results Envelope -All load cases Element Shear force Moment Pas (ft) Max abs (kips) Pas (ft) Max (kip_ft) Pas (ft) Min (kip_ft) 1 0 0.057 2.84 0.082 0 -0.01 2 3.25 -0.055 0.5 0.084 (max) 3.25 -0.007 3 3.17 -0.038 1.26 0.024 3.17 -0.016 4 0 0.038 1.9 0.024 0 -0.015 5 0 0.054 2.71 0.082 0 -0.007 6 3.08 -0.059 0.15 0.079 3.08 -0.01 7 0 0.079 2.4 0.078 0 -0.015 8 3.51 -0.08 (max abs) 1.11 0.08 3.51 -0.015 9 3.44 -0.073 1.45 0.024 3.44 -0.048 (min) 10 0 0.073 1.98 0.025 0 -0.048 (min) 11 0 0.079 2.37 0.079 0 -0.014 12 3.36 -0.08 (max abs) 0.92 0.073 3.36 -0.025 13 0 0.04 0 0 0 -0.022 14 0 0 4 0 0 0 15 0 0 0 0 0 0 16 3.51 0.006 1.76 0.005 0 0 17 0 0 0 0 0 0 18 0 0.006 2.07 0.006 0 0 19 0 0.006 2.07 0.006 0 0 20 0 0 0 0 0 0 21 3.51 0.006 1.76 0.005 0 0 22 0 0 0 0 0 0 Self Weight - Moment (kip_ft) J Page 79 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 16 DEVEE BENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Self Weight - Shear (kips) 0 n a' 0 ° 0 0 0 0 0 r 0 _ 0 0 0 0 0 0 0 ° 0 Self Weight - Deflection (in) 0 \. 0 C 0 0 4 . �o ° 110 0 0 7. 0 0 0 0 0 0° 0 0 0 0 ° 0 0 0 0 0 Element results Load case: Self Weight Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 1 0 -0.239 (min) 0 -0.239 (min) 2 0 -0.239 (min) 0 -0.239 (min) 3 0 -0.227 0 -0.227 4 0 -0.225 0 -0.225 5 0 -0.234 0 -0.234 6 0 -0.234 0 -0.234 7 0 0.264 (max) 3.44 0.259 8 0 0.246 3.51 0.241 9 0 0.194 3.44 0.189 10 3.44 0.194 0 0.189 11 3.51 0.244 0 0.239 12 3.36 0.26 0 0.255 13 1.08 0 0 -0.002 14 4 -0.113 0 -0.128 15 0 0.001 1.33 -0.004 16 3.51 0.016 0 0.011 17 0 -0.028 2.67 -0.038 Page 80 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 17 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 18 4.14 0.069 0 0.059 19 0 0.067 4.14 0.057 20 2.67 -0.026 0 -0.036 21 0 0.012 3.51 0.007 22 1.33 0.001 0 -0.004 Load case: Self Weight Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 1 3.17 0.004 0 0 2 3.25 0.005 0 0.004 3 1.89 0.006 (max) 0 0.005 4 1.03 0.006 3.17 0.005 5 0 0.005 3.25 0.004 6 0 0.004 3.08 0 7 3.44 0.004 0 0 8 3.29 0.006 0 0.004 9 0.88 0.006 3.44 0.005 10 2.32 0.005 0 0.005 11 0 0.005 3.51 0.003 12 0 0.003 3.36 -0.001 13 0 -0.001 1.08 -0.002 (min) 14 0 -0.001 4 -0.001 15 1.33 0.001 0 0 16 3.51 0.005 0 0.003 17 2.67 0.001 0 0.001 18 2.87 0.004 0 0.003 19 1.01 0.005 4.14 0.005 20 0 -0.001 2.67 -0.001 21 0 0.005 3.51 0.004 22 0 -0.001 1.33 -0.002 Dead - Moment (kip_ft) 0 0 Page 81 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 18 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. b Y Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Dead - Shear (kips) , fQ 0.1 0 +A� 0 0 0 -0.1 0 0 0 1 0 0 0 n 0 -0.1 -0.1 .01 Dead - Deflection (in) 0 � 0 0 O Ol i_i ii 0 00 G 60 n0 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 Element results Load case: Dead Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 1 0 -0.882 (min) 0 -0.882 (min) 2 0 -0.882 (min) 0 -0.882 (min) 3 0 -0.795 0 -0.795 4 0 -0.788 0 -0.788 5 0 -0.857 0 -0.857 6 0 -0.857 0 -0.857 7 0 0.985 (max) 3.44 0.945 8 0 0.872 3.51 0.832 9 0 0.676 3.44 0.636 10 3.44 0.676 0 0.636 11 3.51 0.864 0 0.824 12 3.36 0.962 0 0.922 13 1.08 0 0 -0.013 14 0 -0.382 0 -0.382 15 0 -0.016 0 -0.016 16 0 0.094 0 0.094 Page 82 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 19 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. b Y Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 17 0 -0.116 0 -0.116 18 0 0.242 0 0.242 19 0 0.233 0 0.233 20 0 -0.108 0 -0.108 21 0 0.075 0 0.075 22 0 -0.014 0 -0.014 Load case: Dead Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 1 3.17 0.015 0 0 2 3.25 0.019 0 0.015 3 1.76 0.02 (max) 0 0.019 4 1.17 0.02 3.17 0.019 5 0 0.019 3.25 0.014 6 0 0.014 3.08 0 7 3.44 0.016 0 0 8 2.78 0.02 0 0.016 9 1.19 0.02 3.44 0.019 10 2.06 0.017 0 0.016 11 0.59 0.017 3.51 0.012 12 0 0.012 3.36 -0.003 13 0 -0.003 1.08 -0.008 (min) 14 0 -0.004 4 -0.004 15 1.33 0.005 0 0.001 16 3.51 0.017 0 0.012 17 2.67 0.005 0 0.003 18 4.14 0.013 0 0.012 19 0 0.018 4.14 0.016 20 0 -0.003 2.67 -0.005 21 0 0.02 3.51 0.014 22 0 -0.003 1.33 -0.006 Live - Moment (kip_ft) Page 83 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 20 DEVEE BENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Live - Shear (kips) Live - Deflection (in) o uo , ° ° ° o 0 0 0 0 00 Element results Load case: Live Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 1 0 -0.336 (min) 0 -0.336 (min) 2 0 -0.336 (min) 0 -0.336 (min) 3 0 -0.303 0 -0.303 4 0 -0.301 0 -0.301 5 0 -0.329 0 -0.329 6 0 -0.329 0 -0.329 7 0 0.368 (max) 0 0.368 (max) 8 0 0.325 0 0.325 9 0 0.251 0 0.251 10 0 0.251 0 0.251 11 0 0.323 0 0.323 12 0 0.362 0 0.362 13 0 0 0 0 14 0 -0.185 0 -0.185 15 0 -0.046 0 -0.046 16 0 0.036 0 0.036 17 0 -0.084 0 -0.084 Page 84 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 21 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. b Y Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 18 0 0.091 0 0.091 19 0 0.089 0 0.089 20 0 -0.082 0 -0.082 21 0 0.031 0 0.031 22 0 -0.045 0 -0.045 Load case: Live Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 1 3.17 0.006 0 0 2 2.56 0.008 0 0.006 3 1.66 0.008 (max) 0 0.008 4 1.41 0.008 3.17 0.007 5 0.59 0.007 3.25 0.006 6 0 0.006 3.08 0 7 3.44 0.006 0 0 8 3.51 0.008 0 0.006 9 0.19 0.008 3.44 0.007 10 2.96 0.006 0 0.006 11 0 0.006 3.51 0.005 12 0 0.005 3.36 -0.001 13 0 -0.001 1.08 -0.003 (min) 14 0 -0.001 4 -0.001 15 1.33 0.002 0 0 16 3.51 0.007 0 0.005 17 2.67 0.002 0 0.001 18 4.14 0.005 0 0.004 19 0 0.007 4.14 0.006 20 0 -0.001 2.67 -0.002 21 0 0.008 3.51 0.006 22 0 -0.001 1.33 -0.002 Roof Live - Moment (kip_ft) Page 85 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 22 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Roof Live - Shear (kips) r� 01 0.1 , 5 01 + �ti, 0 0.1 .01 C-0.1 o u o Q 5 0 1 f/i -0.1 Roof Live - Deflection (in) 0 1 0 .' 0 0 4, o ° ° a0 0 0 0 0 �l 0 0 0 0 0, 0 —0 0 0 0 0 Q v" Element results Load case: Roof Live Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 1 0 -0.728 (min) 0 -0.728 (min) 2 0 -0.728 (min) 0 -0.728 (min) 3 0 -0.656 0 -0.656 4 0 -0.649 0 -0.649 5 0 -0.703 0 -0.703 6 0 -0.703 0 -0.703 7 0 0.823 (max) 3.44 0.77 8 0 0.729 3.51 0.676 9 0 0.567 3.44 0.513 10 3.44 0.567 0 0.513 11 3.51 0.722 0 0.669 12 3.36 0.801 0 0.747 13 1.08 0 0 -0.017 14 0 -0.264 0 -0.264 15 0 0.039 0 0.039 16 0 0.078 0 0.078 Page 86 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 23 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. by Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 17 0 -0.043 0 -0.043 18 0 0.201 0 0.201 19 0 0.192 0 0.192 20 0 -0.035 0 -0.035 21 0 0.059 0 0.059 22 0 0.042 0 0.042 Load case: Roof Live Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 1 3.17 0.012 0 0 2 3.25 0.016 0 0.012 3 2.14 0.016 0 0.016 4 0.03 0.016 3.17 0.016 5 0 0.016 3.25 0.012 6 0 0.012 3.08 0 7 3.44 0.013 0 0 8 2.55 0.017 0 0.013 9 1.4 0.017 (max) 3.44 0.016 10 1.9 0.014 0 0.013 11 0.86 0.014 3.51 0.01 12 0 0.01 3.36 -0.002 13 0 -0.002 1.08 -0.007 (min) 14 0 -0.003 4 -0.003 15 1.33 0.004 0 0.001 16 3.51 0.014 0 0.01 17 2.67 0.004 0 0.002 18 4.14 0.01 0 0.01 19 0 0.014 4.14 0.013 20 0 -0.002 2.67 -0.004 21 0 0.016 3.51 0.012 22 0 -0.002 1.33 -0.005 Page 87 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 24 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Snow - Moment (kip_ft) 0 0 0 0 I 0 0 ' o o' U 0 0 0.1 0.1 Snow - Shear (kips) 0.1 01 0 0 0 1 -�• 0 1 /r >ti 0 o u o 0 0 Snow - Deflection (in) 0 v 0 R 0 0 t 0 00 0 0 00 0 0 0 0 0 0 1 0 0 0 0 0 0 Element results Load case: Snow Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 1 0 -0.506 (min) 0 -0.506 (min) 2 0 -0.506 (min) 0 -0.506 (min) 3 0 -0.456 0 -0.456 4 0 -0.451 0 -0.451 5 0 -0.489 0 -0.489 Page 88 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 25 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. b Y Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Element Axial force Pos Max Pos Min (ft) (kips) (ft) (kips) 6 0 -0.489 0 -0.489 7 0 0.572 (max) 3.44 0.535 8 0 0.507 3.51 0.47 9 0 0.394 3.44 0.357 10 3.44 0.394 0 0.357 11 3.51 0.502 0 0.465 12 3.36 0.556 0 0.519 13 1.08 0 0 -0.012 14 0 -0.183 0 -0.183 15 0 0.027 0 0.027 16 0 0.054 0 0.054 17 0 -0.03 0 -0.03 18 0 0.14 0 0.14 19 0 0.134 0 0.134 20 0 -0.024 0 -0.024 21 0 0.041 0 0.041 22 0 0.029 0 0.029 Load case: Snow Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 1 3.17 0.009 0 0 2 3.25 0.011 0 0.009 3 2.14 0.011 0 0.011 4 0.03 0.011 3.17 0.011 5 0 0.011 3.25 0.008 6 0 0.008 3.08 0 7 3.44 0.009 0 0 8 2.55 0.011 0 0.009 9 1.4 0.012 (max) 3.44 0.011 10 1.9 0.01 0 0.009 11 0.86 0.01 3.51 0.007 12 0 0.007 3.36 -0.002 13 0 -0.002 1.08 -0.005 (min) 14 0 -0.002 4 -0.002 15 1.33 0.003 0 0.001 16 3.51 0.01 0 0.007 17 2.67 0.003 0 0.002 18 4.14 0.007 0 0.007 19 0 0.01 4.14 0.009 20 0 -0.001 2.67 -0.003 21 0 0.011 3.51 0.008 Page 89 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 26 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 22 0 -0.002 1.33 -0.004 Wind - Moment (kip_ft) 0 0 I 0 0 0 0 0 0.1 0.1 Wind - Shear (kips) 01 01 0 Q' n 0 0 01 't 0 -0.1 v J 0 0 Wind - Deflection (in) 0 0 0 LI 0 0 0 f-,00 (0 0 00 0 00 0 0 0 0 0 0 0 0 0 0 Page 90 of 105 PROJECT: PROPOSED ADDITION Job Ref. STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 27 DEVEE BENT 444 Airport Blvd. suite 207 Calc. by Date Chk'd b Y Date A d b pp� Y Date Watsonville, CA 95076 0 831.319.4695 F 831.319.4751 Element results Load case: Wind Element Axial force Pas Max Pas Min (ft) (kips) (ft) (kips) 1 0 -0.461 (min) 0 -0.461 (min) 2 0 -0.461 (min) 0 -0.461 (min) 3 0 -0.389 0 -0.389 4 0 -0.384 0 -0.384 5 0 -0.442 0 -0.442 6 0 -0.442 0 -0.442 7 0 0.538 (max) 0 0.538 (max) 8 0 0.493 0 0.493 9 0 0.405 0 0.405 10 0 0.405 0 0.405 11 0 0.488 0 0.488 12 0 0.521 0 0.521 13 0 0 0 0 14 0 -0.209 0 -0.209 15 0 0.025 0 0.025 16 0 0.077 0 0.077 17 0 -0.038 0 -0.038 18 0 0.16 0 0.16 19 0 0.154 0 0.154 20 0 -0.032 0 -0.032 21 0 0.063 0 0.063 22 0 0.027 0 0.027 Load case: Wind Element Deflection Pas Max Pas Min (ft) (in) (ft) (in) 1 3.17 0.008 0 0 2 3.25 0.011 0 0.008 3 2.18 0.011 0 0.011 4 0 0.011 3.17 0.01 5 0 0.01 3.25 0.008 6 0 0.008 3.08 0 7 3.44 0.009 0 0 8 2.48 0.011 0 0.009 9 1.39 0.011 (max) 3.44 0.01 10 1.92 0.01 0 0.009 11 0.94 0.009 3.51 0.007 12 0 0.007 3.36 -0.002 13 0 -0.001 1.08 -0.004 (min) 14 0 -0.002 4 -0.002 Page 91 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) ANALYSIS CHECK PER NDS 28 DEVELOPMENT 444 Airport Blvd. Suite 207 Calc. b Y Date Chk'd b Y Date A d b PPS Y Date Watsonville, CA 95076 0 : 831.319.4695 F 831.319.4751 Element Deflection Pos Max Pos Min (ft) (in) (ft) (in) 15 1.33 0.003 0 0.001 16 3.51 0.009 0 0.007 17 2.67 0.003 0 0.001 18 4.14 0.007 0 0.006 19 0 0.01 4.14 0.009 20 0 -0.001 2.67 -0.003 21 0 0.011 3.51 0.008 22 0 -0.001 1.33 -0.003 Page 92 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 1 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 WOOD MEMBER DESIGN (NDS 2018) In accordance with the ANSI/AF&PA NDS 2018 using the ASD method Tedds calculation version 2.2.22 Design summary Overall design utilisation 0.434 Overall design status PASS TOP CHORD results summary Unit Capacity Maximum Utilization Result Bending stress Ib/inz 1300 209 0.161 PASS Shear stress Ib/inz 180 28 0.155 PASS Bearing stress Ib/inz 625 272 0.434 PASS Compressive stress Ib/inz 1649 296 0.180 PASS Bending and axial force 0.199 PASS BOTTOM CHORD results summary Unit Capacity Maximum Utilization Result Bending stress Ib/inz 1300 197 0.151 PASS Shear stress Ib/inz 180 18 0.099 PASS Bearing stress Ib/inz 625 243 0.390 PASS Compressive stress Ib/inz 1649 266 0.161 PASS Bending and axial force 0.186 PASS WEB MEMBERS results summary Unit Capacity Maximum Utilization Result Bending stress Ib/inz 1300 8 0.006 PASS Shear stress Ib/inz 180 1 0.005 PASS Bearing stress Ib/inz 625 69 0.110 PASS Compressive stress Ib/inz 1649 75 0.046 PASS Bending and axial force 0.008 PASS TOP CHORD Member details Service condition Load duration - Table 2.3.2 Sawn lumber section details Number of sections in member Nominal breadth of sections Breadth of sections Nominal depth of sections Depth of sections Material Dry Ten years N = 1 bnom = 2 In b=1.5in dnom = 6 In d=5.5in Douglas Fir -Larch, 2" && wider, No.1 grade Page 93 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 2 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Span details Unbraced length - Major axis Effective bending length - Major axis Column buckling length - Major axis Unbraced length - Minor axis Bearing length Analysis results Design bending moment - Major axis Design shear force - Major axis Design perpendicular compression - Major axis Design axial compression force Adjustment factors - Table 4.3.1 Load duration factor - Table 2.3.2 Size factor for bending - Table 4A Size factor for compression - Table 4A Reference compression design value Adjusted modulus of elasticity Critical buckling design value Column stability factor - eq.3.7-1 Compression members - General - cl.3.6 rx6,* Sawn lumber uctson Cross-sectonal area. A 8.25 ant Section modulus, S,, TO in' Section modulus. S,. 2.1 in' Second m ment of area. I,. 20.8 in' Second rnorneni o1 area. I,. 1.5 ire Radius of gyration, r„ 1.588 in Radius of gyration, r,, 0.433 In Douglas Fir -Larch. 2" 3 wider. No.1 grade Bending, F,, 1000 psi Shear parallel to gran, F,, 180 psi Compression parallel to grain. F„ 1530 psi Compression perpendicular to grain. F; 625 ps Tension parallel to grain. F. 075 psi Modulus of slasllcily, E.17 03030 psi Mninwm modulus of elasticity, E,,, 820000 psi Density, p, 34.204 lbm4ti- Specific gravity, G, 3.5 L. = 3.5 ft Le,x= 1.63x Lx+3x b=6.08ft Lb,x = Lx = 3.5 ft Ly=Oft Lb=6in Mx = 132 lb_ft V. = 153 lb R. = 2444 lb P = 2444 lb CD CFb = 1.3 CFc = 1.1 Fc* = Fc x CD x CFC = 1650 Ib/in2 Emir,' = Emir, = 620000 Ib/in2 FcE = 0.822 x Emir,' = 509640 Ib/In2 CP = (1 + (FCE / Fc*)) / 1.6 - >I(((1 + (FCE / Fc*)) / 1.6)2 - (FCE / Fc*) / 0.8) = 0.999 Design axial compression force P = 2444 lb Design compression parallel to grain - Table 4.3.1 Fc' = Fc x CD x CFC x CP = 1649 Ib/in2 Actual compression parallel to grain fc = P / (b x d) = 296 Ib/in2 fc/Fr' =0.180 PASS - Design compression stress exceeds actual compression stress Bending members - Flexure - cl.3.3 Design bending moment Mx = 132 lb_ft Design bending stress - Table 4.3.1 Fb,x' = Fb x CD x CFb = 1300 Ib/in2 Page 94 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 3 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Actual bending stress - eq.3.3-2 fb,x = Mx / S. = 209 Ib/in2 fb,x / Fb,x' = 0.161 PASS - Design bending stress exceeds actual bending stress Bending members - Shear - cl.3.4 Design shear force Design shear stress - Table 4.3.1 Actual shear stress - eq.3.4-2 Design for bearing - cl.3.10 Design perpendicular compression Design bearing stress - Table 4.3.1 Actual bearing stress V. = 153 lb Fv,x' = Fv x CD = 180 Ib/inz fv,x=3x Vx/(2x bx d)=281b/in2 fv,x / F,,x' = 0.155 PASS - Design shear stress exceeds actual shear stress Rx = 2444 lb Fc_perp,X = Fc_perp = 625 Ib/inz fc_perp,x = Rx / (b x Lb) = 272 Ib/In2 fc_perp,x / Fc_perp,x' = 0.434 PASS - Design bearing stress exceeds actual bearing stress perpendicular to grain Combined bending and axial loading - cl.3.9 Critical buckling design value in x-axis FcEi = 0.822 x Emir,' / (Lb,x / d)2 = 8740 Ib/in2 Critical buckling design value in y-axis FcE2 = 0.822 x Emin' = 509640 Ib/inz Bending and compression check - egs.3.9-3 and 3.9-4 BOTTOM CHORD Member details Service condition Load duration - Table 2.3.2 Sawn lumber section details Number of sections in member Nominal breadth of sections Breadth of sections Nominal depth of sections Depth of sections Material max((fc / Fr' )2 + fb,x / (Fb,X x (1 - (fc / FcE1))), (fc / FcE2)) = 0.199 < 1.0 PASS - Combined bending and compressive stresses are within permissible limits Dry Ten years N = 1 bnom = 2 In b=1.5in dnom = 6 In d=5.5in Douglas Fir -Larch, 2" && wider, No.1 grade Page 95 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 4 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Span details Unbraced length - Major axis Effective bending length - Major axis Column buckling length - Major axis Unbraced length - Minor axis Bearing length Analysis results Design bending moment - Major axis Design shear force - Major axis Design perpendicular compression - Major axis Design axial compression force Adjustment factors - Table 4.3.1 Load duration factor - Table 2.3.2 Size factor for bending - Table 4A Size factor for compression - Table 4A Reference compression design value Adjusted modulus of elasticity Critical buckling design value Column stability factor - eq.3.7-1 Compression members - General - cl.3.6 rx6,* Sawn lumber uctson Cross-sectonal area. A 8.25 ant Section modulus, S,, TO in' Section modulus. S,. 2.1 in' Second m ment of area. I,. 20.8 in' Second rnorneni o1 area. I,. 1.5 ire Radius of gyration, r„ 1.588 in Radius of gyration, r,, 0.433 In Douglas Fir -Larch. 2" 3 wider. No.1 grade Bending, F,, 1000 psi Shear parallel to gran, F,, 180 psi Compression parallel to grain. F„ 1530 psi Compression perpendicular to grain. F; 625 ps Tension parallel to grain. F. 075 psi Modulus of slasllcily, E.17 03030 psi Mninwm modulus of elasticity, E,,, 820000 psi Density, p, 34.204 lbm4ti- Specific gravity, G, 3.5 L. = 4.6 ft Le,x= 1.63x Lx+3x b=7.873ft Lb,x = Lx = 4.6 ft Ly=Oft Lb=6in Mx = 124 lb_ft V. = 98 lb R. = 2191 lb P = 2191 lb CD CFb = 1.3 CFc = 1.1 Fc* = Fc x CD x CFC = 1650 Ib/in2 Emir,' = Emir, = 620000 Ib/in2 FcE = 0.822 x Emir,' = 509640 Ib/In2 CP = (1 + (FCE / Fc*)) / 1.6 - >I(((1 + (FCE / Fc*)) / 1.6)2 - (FCE / Fc*) / 0.8) = 0.999 Design axial compression force P = 2191 lb Design compression parallel to grain - Table 4.3.1 Fc' = Fc x CD x CFC x CP = 1649 Ib/in2 Actual compression parallel to grain fc = P / (b x d) = 266 Ib/in2 fc/Fr' =0.161 PASS - Design compression stress exceeds actual compression stress Bending members - Flexure - cl.3.3 Design bending moment Mx = 124 lb_ft Design bending stress - Table 4.3.1 Fb,x' = Fb x CD x CFb = 1300 Ib/in2 Page 96 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 5 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Actual bending stress - eq.3.3-2 fb,x = Mx / S. = 197 Ib/in2 fb,x / Fb,x' = 0.151 PASS - Design bending stress exceeds actual bending stress Bending members - Shear - cl.3.4 Design shear force Design shear stress - Table 4.3.1 Actual shear stress - eq.3.4-2 Design for bearing - cl.3.10 Design perpendicular compression Design bearing stress - Table 4.3.1 Actual bearing stress Vx = 98 lb Fv,x' = Fv x CD = 180 Ib/inz fv,x=3x Vx/(2x bx d)=181b/in2 fv,x / F,,x' = 0.099 PASS - Design shear stress exceeds actual shear stress R. = 2191 lb Fc_perp,X = Fc_perp = 625 Ib/inz fc_perp,x = Rx / (b x Lb) = 243 Ib/In2 fc_perp,x / Fc_perp,x' = 0.390 PASS - Design bearing stress exceeds actual bearing stress perpendicular to grain Combined bending and axial loading - cl.3.9 Critical buckling design value in x-axis FcE1 = 0.822 x Emir,' / (Lb,x / d)2 = 5060 Ib/in2 Critical buckling design value in y-axis FcE2 = 0.822 x Emin' = 509640 Ib/inz Bending and compression check - egs.3.9-3 and 3.9-4 WFR MFMRFRC Member details Service condition Load duration - Table 2.3.2 Sawn lumber section details Number of sections in member Nominal breadth of sections Breadth of sections Nominal depth of sections Depth of sections Material max((fc / Fc' )2 + fb,x / (Fb,X x (1 - (fc / FcE1))), (fc / FcE2)) = 0.186 < 1.0 PASS - Combined bending and compressive stresses are within permissible limits Dry Ten years N = 1 bnom = 2 In b=1.5in dnom = 6 In d=5.5in Douglas Fir -Larch, 2" && wider, No.1 grade Page 97 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 6 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Span details Unbraced length - Major axis Effective bending length - Major axis Column buckling length - Major axis Unbraced length - Minor axis Bearing length Analysis results Design bending moment - Major axis Design shear force - Major axis Design perpendicular compression - Major axis Design axial compression force Adjustment factors - Table 4.3.1 Load duration factor - Table 2.3.2 Size factor for bending - Table 4A Size factor for compression - Table 4A Reference compression design value Adjusted modulus of elasticity Critical buckling design value Column stability factor - eq.3.7-1 Compression members - General - cl.3.6 rx6,* Sawn lumber uctson Cross-sectonal area. A 8.25 ant Section modulus, S,, TO in' Section modulus. S,. 2.1 in' Second m ment of area. I,. 20.8 in' Second rnorneni o1 area. I,. 1.5 ire Radius of gyration, r„ 1.588 in Radius of gyration, r,, 0.433 In Douglas Fir -Larch. 2" 3 wider. No.1 grade Bending, F,, 1000 psi Shear parallel to gran, F,, 180 psi Compression parallel to grain. F„ 1530 psi Compression perpendicular to grain. F; 625 ps Tension parallel to grain. F. 075 psi Modulus of slasllcily, E.17 03030 psi Mninwm modulus of elasticity, E,,, 820000 psi Density, p, 34.204 lbm4ti- Specific gravity, G, 3.5 L. = 4.167 ft Le,x= 1.63x Lx+3x b=7.167ft Lb,x = Lx = 4.167 ft Ly=Oft Lb=6in Mx = 5 lb ft V. = 5 lb R. = 620 lb P = 620 lb CD CFb = 1.3 CFc = 1.1 Fc* = Fc x CD x CFC = 1650 Ib/in2 Emir,' = Emir, = 620000 Ib/in2 FcE = 0.822 x Emir,' = 509640 Ib/In2 CP = (1 + (FCE / Fc*)) / 1.6 - >I(((1 + (FCE / Fc*)) / 1.6)2 - (FCE / Fc*) / 0.8) = 0.999 Design axial compression force P = 620 lb Design compression parallel to grain - Table 4.3.1 Fc' = Fc x CD x CFC x CP = 1649 Ib/in2 Actual compression parallel to grain fc = P / (b x d) = 75 Ib/in2 fc / Fc' = 0.046 PASS - Design compression stress exceeds actual compression stress Bending members - Flexure - cl.3.3 Design bending moment Mx = 5 lb_ft Design bending stress - Table 4.3.1 Fb,x' = Fb x CD x CFb = 1300 Ib/in2 Page 98 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT TRUSS (T1) DESIGN CHECK PER NDS 7 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Actual bending stress - eq.3.3-2 Bending members - Shear - cl.3.4 Design shear force Design shear stress - Table 4.3.1 Actual shear stress - eq.3.4-2 Design for bearing - cl.3.10 Design perpendicular compression Design bearing stress - Table 4.3.1 Actual bearing stress fb,x = Mx / S. = 8 Ib/in2 fb,x / Fb,x' = 0.006 PASS - Design bending stress exceeds actual bending stress Vx=5lb Fv,x' = Fv x CD = 180 Ib/in2 fv,x=3x Vx/(2x bx d)=1 Ib/in2 fv,x / Fv,x' = 0.005 PASS - Design shear stress exceeds actual shear stress R. = 620 lb Fc_perp,X = Fc_perp = 625 Ib/in2 fc_perp,x = Rx / (b x Lb) = 69 Ib/In2 fc_perp,x / Fc_perp,x' = 0.110 PASS - Design bearing stress exceeds actual bearing stress perpendicular to grain Combined bending and axial loading - cl.3.9 Critical buckling design value in x-axis FcEi = 0.822 x Emin' / (Lb,x / d)2 = 6167 Ib/in2 Critical buckling design value in y-axis FcE2 = 0.822 x Emin' = 509640 Ib/in2 Bending and compression check - egs.3.9-3 and 3.9-4 max((fc / Fr' )2 + fb,x / (Fb,X x (1 - (fc / FcE1))), (fc / FcE2)) = 0.008 < 1.0 PASS - Combined bending and compressive stresses are within permissible limits Page 99 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT WALL FOOTING (WF1) ANALYSIS PER ACI 318-14 1 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 FOOTING ANALYSIS In accordance with ACI318- Tedds calculation version 3.3.08 Summary results Overall design status PASS Overall design utilisation 0.353 Description Unit Applied Resisting FoS Result Uplift verification kips 0.8 Pass Description Unit Applied Resisting Utilization Result Soil bearing ksf 0.53 1.5 0.353 Pass Page 100 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT WALL FOOTING (WF1) ANALYSIS PER ACI 318-14 2 444 Airport Blvd. suite zm Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Width of pedestal Soil properties Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Footing loads Dead surcharge load Live surcharge load Self weight Soil weight Wall no.1 loads per linear foot Pedestal self weight Dead load in z Live load in z Live roof load in z Snow load in z Wind load in z Footing analysis for soil and stability Load combinations per ASCE 7-16 1.OD (0.289) 1.OD + 1.01- (0.328) 1.OD + 1.01-r (0.336) 1.OD + 1.OS (0.322) 1.OD + 0.75L + 0.751-r (0.353) 1.OD + 0.75L + 0.75S (0.343) 1.OD + 0.6W (0.269) 1.OD + 0.75L + 0.751-r + 0.45W (0.338) 1.OD + 0.75L + 0.75S + 0.45W (0.327) 0.6D + 0.6W (0.153) Combination 6 results: 1.OD + 0.75L + 0.75Lr Forces on footing per linear foot Force in z-axis Moments on footing per linear foot Moment in y-axis, about y is 0 Uplift verification Vertical force ly,ped1 = 8.00 In gallow_Gross = 1.5 ksf ysoil = 120.0 Ib/ft3 �b = 30.0 deg CSbb = 30.0 deg tan((Sbb) = 0.577 FDsur = 50 psf FLsur = 40 psf Fswt = h x yconc = 125 psf Fsoil = hsoil x ysoil = 180 psf Fswz1 = 0.2 kips FDz1 = 0.1 kips FLz1 = 0.0 kips FLrz1 = 0.1 kips Fsz1 = 0.1 kips Fwz1 = -0.1 kips Fdz = yD X A x (Fswt + Fsoil + FDsur) + YL x A x FLsur + yD X (FDZ1 + FSwz1 - lx,ped1 X ly,pedl x hsoil x ysoil) + yL x FLz1 + yLr x FLrz1 = 0.8 kips Mdy = 'yD x (A x (Fswt + Fsoil + FDsur) x Ly / 2) + 'YL x A x FLsur x Ly / 2 + yD x (((FDZ1 + FSwz1 - Ix,ped1 X ly,ped1 x hsoil X ysoil)) x y1) + YL X (FLz1 X y1) + yLr X (FLrz1 x y1) = 0.6 kip_ft Fdz = 0.795 kips PASS - Footing is not subject to uplift Page 101 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. URBATECT WALL FOOTING (WF1) ANALYSIS PER ACI 318-14 3 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Stability against sliding Resistance due to base friction Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in y-axis Strip base pressures Minimum base pressure Maximum base pressure Allowable bearing capacity Allowable bearing capacity FRFriction = max(Fdz, 0 kN) x tan(6bb) = 0.459 kips edy = Mdy / Fdz - Ly / 2 = 0.000 in qt = Fdz x (1 - 6 x edy / Ly) / (Ly x 1 ft) = 0.53 ksf q2 = Fdz x (1 + 6 x edy / Ly) / (Ly x 1 ft) = 0.53 ksf gmin = min(gl,g2) = 0.53 ksf gmax = max(gt,g2) = 0.53 ksf gaiiow = gaiiow_Gro. = 1.5 ksf gmax / gaiiow = 0.353 PASS - Allowable bearing capacity exceeds design base pressure Page 102 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. U RBATECT (E) WF ANALYSIS CHECK PER ACI 318-19 1 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 FOOTING ANALYSIS In accordance with ACI318- Tedds calculation version 3.3.08 Summary results Overall design status PASS Overall design utilisation 0.353 Description Unit Applied Resisting FoS Result Uplift verification kips 0.8 Pass Description Unit Applied Resisting Utilization Result Soil bearing ksf 0.53 1.5 0.353 Pass Page 103 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. U RBATECT (E) WF ANALYSIS CHECK PER ACI 318-19 2 444 Airport Blvd. suite zm Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Width of pedestal Soil properties Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Footing loads Dead surcharge load Live surcharge load Self weight Soil weight Wall no.1 loads per linear foot Pedestal self weight Dead load in z Live load in z Live roof load in z Snow load in z Wind load in z Footing analysis for soil and stability Load combinations per ASCE 7-16 1.OD (0.289) 1.OD + 1.01- (0.328) 1.OD + 1.01-r (0.336) 1.OD + 1.OS (0.322) 1.OD + 0.75L + 0.751-r (0.353) 1.OD + 0.75L + 0.75S (0.343) 1.OD + 0.6W (0.269) 1.OD + 0.75L + 0.751-r + 0.45W (0.338) 1.OD + 0.75L + 0.75S + 0.45W (0.327) 0.6D + 0.6W (0.153) Combination 6 results: 1.OD + 0.75L + 0.75Lr Forces on footing per linear foot Force in z-axis Moments on footing per linear foot Moment in y-axis, about y is 0 Uplift verification Vertical force ly,ped1 = 8.00 In gallow_Gross = 1.5 ksf ysoil = 120.0 Ib/ft3 �b = 30.0 deg CSbb = 30.0 deg tan((Sbb) = 0.577 FDsur = 50 psf FLsur = 40 psf Fswt = h x yconc = 125 psf Fsoil = hsoil x ysoil = 180 psf Fswz1 = 0.2 kips FDz1 = 0.1 kips FLz1 = 0.0 kips FLrz1 = 0.1 kips Fsz1 = 0.1 kips Fwz1 = -0.1 kips Fdz = yD X A x (Fswt + Fsoil + FDsur) + YL x A x FLsur + yD X (FDZ1 + FSwz1 - lx,ped1 X ly,pedl x hsoil x ysoil) + yL x FLz1 + yLr x FLrz1 = 0.8 kips Mdy = 'yD x (A x (Fswt + Fsoil + FDsur) x Ly / 2) + 'YL x A x FLsur x Ly / 2 + yD x (((FDZ1 + FSwz1 - Ix,ped1 X ly,ped1 x hsoil X ysoil)) x y1) + YL X (FLz1 X y1) + yLr X (FLrz1 x y1) = 0.6 kip_ft Fdz = 0.795 kips PASS - Footing is not subject to uplift Page 104 of 105 PROJECT: Job Ref. PROPOSED ADDITION STRUCTURAL CALCULATIONS: Sheet no./rev. U RBATECT (E) WF ANALYSIS CHECK PER ACI 318-19 3 444 Airport Blvd. suite 207 Calc. by Date Chk'd by Date App'd by Date Watsonville, CA 95076 0 831.319.4695 F : 831.319.4751 Stability against sliding Resistance due to base friction Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in y-axis Strip base pressures Minimum base pressure Maximum base pressure Allowable bearing capacity Allowable bearing capacity FRFriction = max(Fdz, 0 kN) x tan(6bb) = 0.459 kips edy = Mdy / Fdz - Ly / 2 = 0.000 in qt = Fdz x (1 - 6 x edy / Ly) / (Ly x 1 ft) = 0.53 ksf q2 = Fdz x (1 + 6 x edy / Ly) / (Ly x 1 ft) = 0.53 ksf gmin = min(gl,g2) = 0.53 ksf gmax = max(gt,g2) = 0.53 ksf gaiiow = gaiiow_Gro. = 1.5 ksf gmax / gaiiow = 0.353 PASS - Allowable bearing capacity exceeds design base pressure Page 105 of 105