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HomeMy WebLinkAboutX2021-3054 - Calcsco R2D21-3o5�1 3118 C0.-40)MA" RE Structural Calculations 3418 CATARAMA DRIVE CORONA DEL MAR, CA Project No.:21234 November 04, 2021 wBUILDING DIVISION 1V1SIp hov ` � %i)21 BV M.K Core Structure, Inc., 23172 Plaza Pointe Dr., Suite 14$ {M ,4iills, CA 92653 949-954-7244 C October 21, 2021 Project: 212344 Location: Corona Del Mar, CA REClient: N/A TABLE OF CONTENTS Design Criteria 3-4 Lateral Design 5-19 Framing Design 20 -End. Core Structure, Inc, 23172 Plaza Pointe Dr., Suite 14S,8ipM,%F1ills, CA 92653 949-954-7244 OS H PD Project 21234 - 3418 Catamaran Drive Latitude, Longitude: 33.60690742962476,-117.8582938581041 Park Newport Center United Pacific View Methodist ChurchV Mortuary & Memorial Park Bayview apartmen Type v MarnSa//Dr. Joaquin Hills Rd San Joaquin Hills Rd S1 Q ✓est ,°: hP Catamaran or ocea) a/rch Dr Wile v m N �-G 1.061 Delta Max m g S? Inlet Dr N f s� .bSail or y"C m Slue Key O n - . Go ,gle �-/ S1UH 0.509 SID 0.828 PGAd 1.061 Map data ©2021 j Date CRI 1011212021, 9:15:58 AM Design Code Reference Document ASCE7-16 Risk Category II Sita Class D - Default (See Section 11.4.3) Type Value as 1.327 S1 0.471 SMS 1.592 SMI null -See Section 11.4.8 SDS 1.061 SDI null -See Section 11 AS ------ -- _.............._._-_ Type Value SDC null See Section 11.4.8 Fa 1.2 Fv null See Section 11.4.8 PGA 0.576 FpDA 1.2 PGAM 0.691 TL 8 SsRT 1.327 SsUH 1A51 Sao 2.628 S1RT 0.471 S1UH 0.509 SID 0.828 PGAd 1.061 CRS 0.914 CRI 0.924 Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second She amplification factor at 1.0 second - MCEG peak ground acceleration She amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedence in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic dsk-targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exosedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Mapped value of the risk coefficient at a period of 1 s DISCLAIMER While the information presented on this website is believed to be cortect, SEAQ,(r, IQ,$N D and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC I OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitudellongitude location in the search results of this website. Page 4 of 23 SHEET: SW LAYOUT JOB NO.: 21234 DATE: 10121/2021 CLIENT: N/A 75, DI ROOF SHEAR WALL LAYOUT Page 5 o SHEET: SW LAYOUT JOB NO.: 21234 DATE: 10/21/2021 CLIENT: N/A D3 ri IT DI FLOOR SHEAR WALL LAYOUT Page 6 ofM BUILDING INFORMATION A General: Number of stories 2 Building risk category II VG20.21.1° rlC Structure Deysi 112021 any Core Structure, Inc. Design Load Combination CChecgked B. Lateral Loads Data: C ProjComect 3418 CATAMARAN ARAN DRIVE P.T. Job No. 21234 Date 11/04/2021 RE Plan Client NIA BUILDING INFORMATION A General: Number of stories 2 Building risk category II Design Code 2019 CBC Load standard ASCE 7-16 Design Load Combination ASD B. Lateral Loads Data: WIND STANDARD Exposure Wind Speed V Enclosure Velocity pressure qz Velocity pressure wiposure coefficient Ki Directionality Factor Kd Topographic factor defined Kzk Gust Effect Factor G Pressures for MWFRS p External pressure coefficient Cp Internal pressure coefficient (GCpI) SEISMIC STANDARD Seismic Design Category Importance factor le Soil Site Class Response Spectral Ace. (0.2 sec) Ss Response Spectral Acc. (1.0 sec) S1 TL (Seo) Fa Fv Max Considered earthquake acc. SMS Max Considered earthquake acc. SM1 Design spectral acc. At short period SDS Design spectral acc. at 1s period SD1 Response modification coefficient R System overstrength coefficient D ApproArnate fundamental period parameters Building Haight (ft) Building period T=Ta (sec) Base Shear Adjustment Factor Minimum Cs Maximum Cs Seismic response coefficient Cs Adjusted Cs For allowable stress design V = 0.7CsW ASCE 7-16(Directional Procedure) C 92 Enclosed Building 0.002561<ZKAKd V2 from 0.85 1 0.85 gGCp - gl(GCpI) from 0.18 ASCE 7-16(Equivalent Lateral Force Procedure) D 1 0.Defauit 1.327 0.471 8 1.2 1.829 1.5924 0.861459 1.062 0.574 6.5 2.5 Ct=0.02 x=0.75 23.75 0.22 1 0.05 0.41 0.16 0.16 0.1143W Page 7 of 23 (26.10-1) (Table 26.10-1) (Table 26.6-1) (26.8.2) (26.11) (27.3-1) (Fig. 27.3-1) (Table 26.13-1)) (Table 11.6-1) (Table 1.5-2) (Table 20-3-1) (Table 11.4-1) (Table 11.4-2) (11.4-1) (11.4-2) (11.4-3) (11.4-4) (Table 12.2-1) (Table 12.2-1) (Table 12.8-2) (12.8-7) (12.8.5 & 12.8-6) (12.8-3 & 12.8-4) (12.8-2) Project 3418 CATMMRPN DRIVE Job No. 21234 DESIGN LOADS Roof Loads (Load Roof) 10 psf Clay Tile 10 psf Drywall 2.5 psf Framing Sheathing (1/2" CDX) 1.5 psf Ceiling 0 psf Insulation 0 1 psf psf Misc. Total Dead Load 15 psf Live Load 20 psf Total Load 35 psf Exterior Wall (Wall N 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc 2.5 psf Total Dead Load 17 psf Checked P.T. Date 11/04/2021 Floor Loads (Load Floor) Framing 3.5 psf Sheathing (3/4" Plywood) 2.5 psf Ceiling 2.5 psf Lt. Wt. Conc./Flooring Tile 0 psf Misc. 6.5 psf Total Dead Load 15 psf Live Load 40 psf Total Load 55 psf interior M111 (Wall In) Insulation 1 psf Drywall 5 psf Studs 1 psf 3 psf Misc. Total Dead Load 10 psf Page 8 of 23 Story W,(PLF) SECTION D1 -DIRECTION X Wx.h, /eIm(WIxh1) FX (PLF) vG20.21.15 TIC Structure Desi n2021 Mean Height 23.75 Core Structure, Inc. Saw Height= 0.5 Saw Height =0.5 Designed K.P. ,r ;- Company Project w 3418 CATAMARAN DRIVE Plate Height: ROOF=7' 1-FLRDEPTH=11.875" Checked P.T. 82.89 Job No. 21234 Leeward Wall Cpl= -0.46, qh=17.2PSF Date 11/04/2021 RE Plan 20 25 30 40 Client N/A Story W,(PLF) SECTION D1 -DIRECTION X Wx.h, /eIm(WIxh1) FX (PLF) Building Dimensan it): 8=48.75 L=57.]5 Mean Height 23.75 Fm Min Saw Height= 0.5 Saw Height =0.5 Section Dimension (ft): Width =22.25 Depth =29.25 Wind Height 22.75 0.7617 77.34 Plate Height: ROOF=7' 1-FLRDEPTH=11.875" iFLR=8' 77.34 82.89 165.78 W9NDLOAD: LIB=57.75/48.75=1.18, Windward Wall Cpw=0.8, Leeward Wall Cpl= -0.46, qh=17.2PSF Wall(LW)P=GCdgh=6.77 PLY 0.2383 24.2 WIND HEIGHT (FT): 15 20 25 30 40 50 103.87 qi 0.00256K4KrIKdV2 15.66 16.58 17.31 18.05 19.15 20.08 WBII(WW)P=Gepq. 10.66 11.27 11.77 12.27 13.02 13.65 Wall P=GCP,Az+GCggh 17.42 18.04 18.54 19.04 19.8 20.42 ROOFELEMENT WOIr+ WOIr- OWDir+ OWDIr- Hip W=20', L=33.5', Slope = 18.43° W W -2.82 34.81 69.35 31.71 Hip W=20', L=33.5', Slope = 18.43° LW 69.35 31.71 -2.82 34.81 DI ROOF =76.88 =0.6x128.14 PLF Di X_t FLR =88.71 =0.6x147.86 PLF MAX TOTAL = 165.6 PLF SEISMIC LOAD: V = 0.1143W W ROOF: La Roof (DL) =15 x 662 122.25 =446.29 Wallll Ez (aL) =1]137.544/20. = 10028 . =6247 Ca'W = 0.1143 z (448.299 + + 10 100.28) W_1FLR: Loatl_Floor(DL) =15x50]/22.25 =341 80. =39.0] cew = 0.1143 z 341.80 = 101.54 PLF TnTAi AFIRMIDI OAD 62.47+39.07 Story W,(PLF) Hx(R) Wx.h, /eIm(WIxh1) FX (PLF) Sum(FI) Sum(W) FP(PLF) Fm Min Fm Max Fm Oe99n D1X_ROOF 546.57 15.99 0.7617 77.34 77.34 546.57 77.34 82.89 165.78 82.89 D1X 1 FLR 341.8 8 0.2383 24.2 101.54 888.37 39.07 51.84 103.87 51.84 DIMHRAGIN NeDlrm: Story Witlth (h) Depth (R) Sell to Wind Diaphragm Chord 15/32 Sheathing and Onblocled w/Bd (ig) per Shearlpll) ChardQb Shear If) Chord Ob) 01X ROOF 12.75 29.25 18.1 57.6 16.8 53.4 plate Sper 0.C. (Floor lice COMMON NAILS al8'. 6", 12° O.C. (Sheer Capacity: E=240/1N=335) top plate �Ilce 19/32 Sheathing end Single -Float Onbl0cl�tl w/tOd (10) i6d sniwr per 01X i FLR 17 29.25 15.1 64 25.8 109.8 COMMON NAILS at 6°, 6". 12° 0.O (Shear Capeciry: E=2' 5pM 400) top plate splice Page 9 of 23 'IC Structure Desi n2021 SECTION D7 -DIRECTION Y Depth Wxxhx vfi20.21.1: L=48.75 Company Core Structure, Inc. Be. Height= 0.5 Designed K.P. Wind Height= 20.5 Project 3418 CATAMARAN DRIVE Plate Height: ROOF=7' 1FLR.DEPTH=11.875' Checked P.T. RE Job No. 21234 (10 )16tl enter per Date 11/04/2021 22.25 Plan Leeward! Well CPI= -0.5, qh=17.2 PSF Wall(LW)P=GCpgh=7.31 PLF (PLF) Client N/A M- Vstory SECTION D7 -DIRECTION Y Depth Wxxhx Building Dimenaon(ft): 8=57.75 L=48.75 Mean Height =23.75 Be. Height= 0.5 Section Dimenaon(ft): Wdth=29.25 Depth =22.25 Wind Height= 20.5 Wx(PLF) Base Height 0.5 Plate Height: ROOF=7' 1FLR.DEPTH=11.875' 1FLR=8' Sum(FI) Sum(Wi) Fm(PLF) NAND LOAD: (10 )16tl enter per DIY_ROOF 29.25 22.25 US =48.75157.75=0.84, Wndward Wall Cpw=0.8, Leeward! Well CPI= -0.5, qh=17.2 PSF Wall(LW)P=GCpgh=7.31 PLF (PLF) top plate gtlme WIND HEIGHT (FT): 15 20 25 30 40 50 DesBn qi 0.00256Kx1(rKdV2 15.66 16.58 17.31 18.05 19.15 20.08 56.8 Wall(WW)P=GCP.pr 10.65 11.27 11.77 12.27 13.02 13.65 121.02 Wall P =GC Aq +GCpgh 17.96 18.58 19.08 19.58 20.34 20.96 0.2459 ROOFELEMENT WDIn WDIr. OWDir+ omir. 29.72 39.43 Gable W=33.5', L=20' LW 53.76 21.77 44.43 78.42 Gable W=33.5', L=20' WN 44.43 76.42 53.76 21.77 D1Y_ROOF =81.66 =0.6x136.1 PLF DIY 1_FLR =54.23 =0.6x90.38 PLF MAX TOTAL = 135.69 PLF SEISMIC LOAD: V = 0.1143W W ROOF: Loetl_Root (OL) = 15 x662129.25 = 339.49 Wal1_Ex(DL) = 17 x 29.25 x(7/2)/ 29.25 =59.50 C = 0.1143 x (339.49 +59.50) = 45.80C" W_iFLR: Load Floor (DL) = 15 x 507 129.25 = 260.00 CAW = 0.1143 x 260.00 = 29.72 TOTAL SEISMIC LOAD =45.60+29.72 =75.32 PLF M- Vstory Width Depth Wxxhx F. Diaphragm Chord F Fax F w F P< Story Wx(PLF) Hx(k) Sum(FI) Sum(Wi) Fm(PLF) 15132 Sheathing and SingleFloor Unbloclatl w/8tl (10 )16tl enter per DIY_ROOF 29.25 22.25 39.8 290.8 /e,m(Wizhi) (PLF) top plate gtlme Min Max DesBn DIY ROOF 398.99 15.99 0.7541 56.8 56.8 398.99 56.8 60.51 121.02 60.51 DlY 1 FLR 260 8 0.2459 18.52 75.32 658.99 29.72 39.43 78.86 39A3 M- Vstory Width Depth Seianlc W, id Diaphragm Chord (ft) (0) Shaer (pl ChoN (Ib) Shear(pli) Chord Qb) 15132 Sheathing and SingleFloor Unbloclatl w/8tl (10 )16tl enter per DIY_ROOF 29.25 22.25 39.8 290.8 53.] 392.5 COMMON NAILS alb", 6", 12°O. C. (Shear Capacity: E=180/W=252) top plate gtlme 19/32 Sheathing and SingleFloor UnblOCFad w/10d (10 )18tl anlmr per 01V 1 FLR _ _ 29.25 22.25 25.9 188.5 35.8 2fi0.6 COMMON NAILS at 8', 6", 12° O.C. (Shaer Capacity: E=215/W=301) top plata splice Page 10 of 23 F­Swry SECTION D2 -DIRECTION X Hx(fl) W hx /wm(Wixhl) VS'i20.27.1; IC Structure Desi n 2021 Mean Height= 23.75 Core Structure, Inc. Base Height =0.5 Base Height =0.5 Designed K.P. C Company Project 3418 CATAMARAN DRIVE Plate Height: ROOF=T 1FLR.DEPT11=11.875' Checked P.T. 872.75 Job No. 21234 Leeward Well Cpl= -0.46, qu=17.2PSF Date 11/04/2021 RE Plan 20 25 30 40 Client N/A F­Swry SECTION D2 -DIRECTION X Hx(fl) W hx /wm(Wixhl) Building Dimanson(6): B=48.75 L=57.75 Mean Height= 23.75 F,(PLF) Base Height =0.5 Base Height =0.5 Section Dlmenson(it): Width =32 Depth =41.5 Wed Height =23.75 872.75 15.99 Plate Height: ROOF=T 1FLR.DEPT11=11.875' 1FLR=8' 132.56 872.75 132.56 WINDLOAD: L/13=57.75/48.75=1.18. Windward Well Cpw= 0.8, Leeward Well Cpl= -0.46, qu=17.2PSF Well(LW)P=GCpgh=6.77PLF D2X 1 FLR 856.41 WIND HEIGHT (FT): 15 20 25 30 40 50 1729.16 qi 0.00256KaKAV' 15.66 16.58 17.31 18.05 19.15 20.08 Wall(WW)P=GCwpx 10.65 11.27 11.77 12.27 13.02 13.65 Wall P = GCPxpi+GC0% 17.42 18.04 18.54 19.04 19.8 20.42 ROOFELEMENT WDir+ ADI, OWDIN OWDIr- Hlp W=35', L=46', Slope =16.43' WN 3.94 48.62 96.86 44.3 48.62 Hip W=35', L=48'. Slope =18.43' LW 96.86 44.3 3.94 D2X_ROOF = 92.12 = 0.6 x 154.53 PLF 02X_1FLR =88.71 =0.6x147.86 PLF MAX TOTAL = 181.43 PLF SEISMIC LOAD: V = 0.1143W W_ROOF: Load Roaf (DL) =15 x 1808 / 32 =753.75 Wall_Ez (DL) =17 x84 x(7/2)/32 =119.00 - 99']6 cew = 0.1143 x (/53.75 + 119.00) W_1FLR: La_L) =15x1283/32 =601.41 Wall llExx(DL) (DL) =119+i]x84x(8/2)132 =255.00 Cew = 0.1143 x (801.41 +255.00) 199].64 PLF TnTAI SFISMIC LOAD 99.76+97.89 F­Swry Wx(PLF) Hx(fl) W hx /wm(Wixhl) Fx (PLF) Sum(FI) Sum(WI) F,(PLF) F Min F Max F De 9n D2X_ROOF 872.75 15.99 0.6707 132.56 132.56 872.75 132.56 132.38 264.72 132.56 D2X 1 FLR 856.41 8 0.3293 65.08 197.64 1729.16 97.69 129.88 259.76 129.88 fw 1.aa Width Depth Seismic Wnd Diaphragm Chord Story (0) (ft) Shear(plf) Chord (1b) Shear(plf) Chad (1b) 15132 Sheathing and le -Floor Unblocked w/8d (10) i6d sinter per D2X ROOF 14.5 41.5 23.2 83.9 16.2 58.7 COMMON NAILS at 6', 6', 12' O.C. (Shear Capacil : E=240M=335) lop plate splice 19/323heathingand Single -Floor Unblocied w/10d (10)18tldnierper D2X 1 _ FLR 14.5 41.5 22.7 82.3 15.5 56.2 hearCapacity:E=285/W=400) COMMON NAILS at 6°, 6, 12'O.C. (S top plate splice Page 11 of 23 W_1FLR: Load_Floor ) = 15 x 1283141.6 Wall (OL)xEz (OL) =119+1]x83 z(8/2)141.5 Wall In(DL) = 10 x 41.5 x(812)/ 41.5 Cee = 0.1143 z (463.73 + 255.00 +40.00) 50 20.08 13.65 20.86 = 581.20 = 118.00 = 463.73 = 255.00 = 40.00 Baer Height = 0.5 Bees Height= 0.5 = 80.03 -86.72 =166.76 PLF Story SECTION D2- DIRECTION Y Building Dimensan(ft): B=57.75 L=48.75 vG20.21.1' FIC Structure Desi n 2021 16.58 17.31 Plate Height: ROOF=7' 1-FLR.DEPTH=11.875 Designed K.P. co Compmy Core Structure, Inc. 3418 CATAMARAN DRIVE 20 25 Checked PT 16.58 17.31 Project WalIMM P = GC'A. 10.65 11.27 11.77 Date 11/0412021 RE Job No. 21234 WDIr- OWDir+ Client N/A 26.91 54.92 94.46 66.45 Plan Gable W=46', L=35' WW 54.92 MAX TOTAL =70.52 PLF D2Y_R0OF = 110.92 = 0.6 W_1FLR: Load_Floor ) = 15 x 1283141.6 Wall (OL)xEz (OL) =119+1]x83 z(8/2)141.5 Wall In(DL) = 10 x 41.5 x(812)/ 41.5 Cee = 0.1143 z (463.73 + 255.00 +40.00) 50 20.08 13.65 20.86 = 581.20 = 118.00 = 463.73 = 255.00 = 40.00 Baer Height = 0.5 Bees Height= 0.5 = 80.03 -86.72 =166.76 PLF Story SECTION D2- DIRECTION Y Building Dimensan(ft): B=57.75 L=48.75 Mean Height= 23.75 Wind Height =21.75 Section Dimendon(ft): Width =41.5Depth=32 16.58 17.31 Plate Height: ROOF=7' 1-FLR.DEPTH=11.875 1FLR=8' 108.13 WIND LOAD:17.2 LIB =48.75/57.75=0.84, W odward Well Cpw=0.8, PSF Wall(L1h�P=GC =7.31 PLF Leeward Well CPI =-0.5, qh= 0qh WIND HEIGHT TT); 15 20 25 30 40 18.05 19.15 qi 0.0U256K1KAV2 15.66 16.58 17.31 86.72 115.07 WalIMM P = GC'A. 10.65 11.27 11.77 12.27 13.02 +GCdgS 1].86 F=OF 18.58 19.08 19.58 20.34 ROT WDiN RO ELEEMENMEN WDIr- OWDir+ OWOIr- 94.46 Gable W--46', L=35' LW 66.45 26.91 54.92 94.46 66.45 26.91 Gable W=46', L=35' WW 54.92 MAX TOTAL =70.52 PLF D2Y_R0OF = 110.92 = 0.6 x 184.87 PLF ISMIC LOAD' D2V_1_FLR =91 As =0.6x152.44 PLF MAX TOTAL =202.39 PLF Wdth Depth SEISMICLOAD: V=0.1143W Wind Diaphragm W ROOF: Load ) =15 x 00 _R (DL) Wall (DL) 83 x (711.5 = 17 x 83 x _Ex Ce.2Y 581.24+ 1 = 0.1143 x (581.20 + 119.00) 370.7 W_1FLR: Load_Floor ) = 15 x 1283141.6 Wall (OL)xEz (OL) =119+1]x83 z(8/2)141.5 Wall In(DL) = 10 x 41.5 x(812)/ 41.5 Cee = 0.1143 z (463.73 + 255.00 +40.00) 50 20.08 13.65 20.86 = 581.20 = 118.00 = 463.73 = 255.00 = 40.00 Baer Height = 0.5 Bees Height= 0.5 = 80.03 -86.72 =166.76 PLF Story TOTAL SEISMIC LOAD Wx(PLF) Hx (fl) =6U.UJ+eo.rz Waxhx /sim(Wixhi) F. (PLF) Fly Sum(Fi) Sum(Wi) Fw(PLF) Min FW FM Max Dedgn 16.58 17.31 Wallinam P=GCP.Ax 0.6465 108.13 108.13 700.2 108.13 106.19 212.38 108.13 D2Y ROOF ]00.2 15.89 ROOFELEMENT WDiN 86.72 115.07 230.13 115.07 D2Y_1 FLR 758.73 8 0.3515 58.62 166.75 1458.93 42.84 56.84 D3%_ROOF = 70.52 =0.6 x 117.53 PLF MAX TOTAL =70.52 PLF DIAPHRAGM DESIGN: ISMIC LOAD' V=0.1143W Wdth Depth Bali no Wind Diaphragm Chard Story 00 (0) Shear (pit) Chard (lb) Shear(Pit) Chard Ib) 15/32 Sheathing and Single -F1.01 Unblocked w/8tl (10) t8tl sinker per 32 49.4 361.4 50.7 370.7 NAILS atfi",8'.12"O.C.(Shear Capacify:E=180/W=252) top plate witce Y ROOF [iy 29.25 COMMON 19/32 Sheathing and Singl . Unbloclmtl w/10tl (10 )16d doter per 52.6 384.6 41.8 305.7 I- NAILS aI e',6',12- O. C. (S hear Capacity: E=215/W=301) top plate splice _i_FLR 29.25 32 COMMON Building Dimendon(ft): B=48.75 Section Dlmendan (ft): Width = 31 Plate Height: ROOF =8' WIND LOAD' SECTION D3 -DIRECTION X L=57.75 Mean Haight =23.75 Depth =16.5 Wntl Height =11.75 L/B= L/B =57.]5/48.]5=1.18, W ntlward Wall Cpw = 0.8, Leeward Wall Cpl =-0.46, WIND HEIGHT (FT): 15 20 25 q-0.00256KxK,&V2 15.66 16.58 17.31 Wallinam P=GCP.Ax 10.65 11.27 11.77 Wall P=GCP,Ax+GCdgh 17.42 18.04 18.54 ROOFELEMENT WDiN WDir. OWDir+ Gable W=35'L=17- WW 38.42 62.64 15.56 41.78 36.42 Gable W=35',, L=17' LW 41.78 42.84 56.84 D3%_ROOF = 70.52 =0.6 x 117.53 PLF MAX TOTAL =70.52 PLF ISMIC LOAD' V=0.1143W qh=17.2PSF Wall(LW)P=GCpgh=6.77PLF IUIXL SiRiS n✓LVnu 30 40 50 18.05 19.15 20.08 12.27 13.02 13.65 19.04 19.8 20A2 OWDir- Wx(PLF) 15.58 Wxxhx /aim(Wixhi) 62.64 Sum(Wi) SE W_ROOF: Load -Roof (OL) =15x634/31 Wall -E. (DL) =171 x(8/2)/31 Cx.1(D= 0.11433 z (306.7] + 88.00) -306.77 = 68.00 Baa, Height = 0.5 Base Height = 0.5 = 42.84 =42.84 PLF DIAPHRAGM I Story 13%1OOF IESIGN�153.4�413.8 IUIXL SiRiS n✓LVnu Wind -- Chord (10) ion le dnlmrper lop plate `Alice Width (ft) 37 Shear Shear pit) Chord no) 86.2 513.4 Start Wx(PLF) HAIL) Wxxhx /aim(Wixhi) Fx Sum(Fi) (PLF) Sum(Wi) F4h{PLF) F� Min Fm Max Fm Ded9a D3X ROOF 374.77 8 1 42.84 42.84 374.77 42.84 56.84 113.67 56.84 DIAPHRAGM I Story 13%1OOF IESIGN�153.4�413.8 . Wind Diaphragm 15/32 Sheathing and Single -Floor UnblocWd wl8d COMMON NAILS at 6", 6", 12" O.C. (Sheer Capacity: E=240AN=335) Chord (10) ion le dnlmrper lop plate `Alice Width (ft) 37 Shear Shear pit) Chord no) 86.2 513.4 Page 12 of 23 flC Structure Desi n2021 L=48.75 Mean Height=23.75 W,xhx VG20.21.1E Section Dimension (ft): Width =16.5 Company Core StrucWre, Inc. Fm Designed K.P. co Project 3418 CATAMARAN DRIVE Checked P.T. Sum(WI) Job No. 21234 US =48.75157.75=0.84, Wi ndward Wall Cpw=0.8, Date 11/04/2021 Plan 20 25 30 40 Client NIA SECTION D3 - DIRECTION Y Building Dimension (ft). B=57.75 L=48.75 Mean Height=23.75 W,xhx 8883 Height =0.5 Section Dimension (ft): Width =16.5 Depth =31 Wind Haight =13.75 Fm Base Height =0.5 Plate Height: ROOF =6' Slaty Wx(PLF) Hx (ft) NAND LOAD: Sum(FI) Sum(WI) FP{PLF) US =48.75157.75=0.84, Wi ndward Wall Cpw=0.8, LeOMM Well Cpl= -0.5, qh=17.2 PSF Wall(LW)P=GCdgh=7.31 PLF WIND HEIGHT (Fr): 15 20 25 30 40 50 qi 0.00256KaKaKyV2 15.66 16.58 17.31 18.05 19.15 20.08 DV ROOF Wall(WW)P=GCP.pr 10.65 11.27 11.77 12.27 13.02 13.65 81.42 Wall P=GCg,%+GCpgh 17.96 18.58 19.08 19.58 20.34 20.96 108.03 ROOF ELEMENT WDIO WDh- OWDir+ OWOif- Hip W=17', L=35', Slope =18.43° WW -2.75 33.94 67.61 30.92 Hip W=17', L=35', Slope =18.43° LW 67.61 30.92 .2.75 33.94 WV ROOF =80.06 =0.6x133.43 PLF MAX TOTAL = 80.06 PLF SEISMIC LOAD: V=0.1143W W_ROOF: Loatl_Raof (DL) =15x634/18.5 =5]8.38 Wall_Ex(DL) = 17 x 33 x(8/2)/16.5 =136.00 CAW = 0.1143 x (576.36 + 136.00) = 81.42 TOTAL SEISMIC LOAD =81.42 =81.42 PLF Story Width (ft) Depth (ft) W,xhx F. Chord Shear (pit) Chord 86) Shear (pig Chord (Ib) D3V ROOF Fm Fm Fm Slaty Wx(PLF) Hx (ft) Sum(FI) Sum(WI) FP{PLF) /e�m(Wlxh�) (pLF) Min Max .ma DV ROOF 712.36 8 1 81.42 81.42 712.36 81 A2 108.03 216.07 108.03 Story Width (ft) Depth (ft) Seianic Wind Diaphragm Chord Shear (pit) Chord 86) Shear (pig Chord (Ib) D3V ROOF 16.5 31 287 118.6 21.3 87.9 N15132 NAILSheathing antl SingleFloor Onblocl®d w/8d COMMON NAILS at 6', 6', 12' O.C. (Shear Capacity: E=180NJ=252) el splice r (18) plate top plate splice Page 13 of 23 SHEARWALL AND HARDWARE SCHEDULES (Design Code: 2019 CBC) e..AIAI I crwPn II F M1M1Panel `••� Type Sheathing Edge Nall 4G20.21.1b TIC Stmcture Desi n 2021 Company Core Structure, Inc. Shear Clip Designed K.P. C Project 3418 CATAMgM DRIVE ST2 Checked P.T. 38-16d JobPlaNo. 21234 16d Nails @ 6 Date ii/04I2021 NIA �� 131 5/8" 5090 Client TD2 SHEARWALL AND HARDWARE SCHEDULES (Design Code: 2019 CBC) e..AIAI I crwPn II F M1M1Panel `••� Type Sheathing Edge Nall Anchor It lf)Allowable(plf) Wind Sole Plate Nailing Shear Clip Mudsill Anchors Ga (k/in)5/8x10@ 2x Mudsill 3x Mudsill ST2 3/8Bd @ 6 38-16d NA 364 16d Nails @ 6 A35 @ 24 48Sheathing 4X4 131 5/8" 5090 0.113 TD2 JAIIowablej(plf) 4X6 7/8" 5/8 x 10 @23/88d 0.137 19Sheathin HDU11 4X8 @4 1" 11175 532 16d Nails @ 4 A35 @ 16 42 - 1" 14375 0.177 TD5 HD19 6X8 5-THR. BOLTS 1" 19360 5/8 x 10 @3 25Sheathing 3/8" 8d @ 3 686 16d Nails @ 3 A35 @ 8 36 - 5/8 x 10 @ 39 4 3/8" 8d @ 2 8d @ 640 896 16d Nails @ 2 A35 @ 8 24 - Sheathing 15/32" 10d @ 12 10d @ 870 1218 (2) Rows Stagg, 16d A35 @ 6 5/8 1180 @ _ 51 5 Structural 1 2 12 Nails @ 3 5B @ 50 3D 3/8" 8d @ 3 8d @ 980 1372 SDS1/4x6 @ 4 Sidest5 @ 8 - 222 Sheathing 12 5/8162 @ 78 4D 3/8„ 8d @ 2 8d @ 1280 1792 SDS1/4x6 @ 3 Sides A35 @ 8 _Both Sheathing 10d 12 'Old 2 (Both _ 5/8 x 12 @ 102 5D 15/32" @ 1740 2436 SDS1/4x6 @ Sides)A35 @ 6 8 Structural I 2 2@ 12 m — DOWN SCHEDI ll F � Holdown Min Post Connectors Anchor It Allowable {Ibs Displacement all da In Remarks ST1 STFDIO 4)(4 28-16d NA 3400 0.146 0.164 ST2 —ST HD14 4X4 38-16d NA 3815 0.135 TDI HTTS 4X4 26-16d 5/8" 5090 0.113 TD2 HDUB 4X6 20-SDS1/4X21/2 7/8" 7870 0.137 TDR HDU11 4X8 30-SDS1/4)0 1/2 1" 11175 0.069 TD4 HDU14 4X8 36-SDS1/419 1/2 1" 14375 0.177 TD5 HD19 6X8 5-THR. BOLTS 1" 1 1/4" 19360 0.18 YnIn^w eTRAPcrwFnl1LF V V Strap V v MIn. Post rs Allowable (Ibs) Displacement all da (in) Remarks GS16 2X4 Fasteners 1705 0.026 A(2 B2 CS16 2-2X43410 18-16d 10-16d sinker 0.026 CCMST14 CS14 2-2X44980 28-16d 16-16d sinker 0.031 D(3)CS14 Simpson ST6236 4X4 M22-10d 6490 0.052 C'CMST12 Simpson MST37 3-2X4 42-16d 7470 0.031 E(2)CMST14 Simpson MSTC52 4X6 62-16d 9200 0.069 F(2)CMST12 Simpson MST6010 4X8 68-16d 12980 0.052 G Simpson CMST12x72" 6X8 74-16d 18400 0.069 n eI Alts col IrF ATRAP RCHEDULE Straps Alt. Nails per top plate splice Allowable Tension Loads Remarks T e Ga Fasteners 1420 A Simpson ST22 16 18-16d 10-16d sinker B Sim son ST6224 16 28-16d 16-16d sinker 2540 C Simpson ST6236 14 40-16d 22-16d sinker 3845 D Simpson MST37 12 42-16d 24-16d sinker 5080 E Simpson MSTC52 16 62-16d 32-16d sinker 5649 F Simpson MST6010 68-16d 36-16d sinker 6730 G Simpson CMST12x72" 12 74-16d 42-16d sinker 9215 Page 14 of 23 OVERTURNING LOAD COMBINATIONS (Desllln Code: 2019 CBC) ULIFT DOWN 1.0.6D -0.6W 1.D+0.6W 2. 0.6 - 0.143ds)D - 0.7pE 2. D + 0.75(L + Lr + 0.6W) 3.D+0.75(L+S+0.6W 4. (1+0.105Sds)D + 0.75(L + S + 0.7pE) 5. (1+0.14Sds)D + 0.7pE Page 15 of 23 VG20.21.15 tructure Desi n 2021 Core IAN�DRIVE Che ked C� 7RE ProComject 3418 CAT MA 3418 021 LNIAA Job No. 21234 Date Plan Client OVERTURNING LOAD COMBINATIONS (Desllln Code: 2019 CBC) ULIFT DOWN 1.0.6D -0.6W 1.D+0.6W 2. 0.6 - 0.143ds)D - 0.7pE 2. D + 0.75(L + Lr + 0.6W) 3.D+0.75(L+S+0.6W 4. (1+0.105Sds)D + 0.75(L + S + 0.7pE) 5. (1+0.14Sds)D + 0.7pE Page 15 of 23 TIC Structure Desi n 2021 VG20.21.15 C Company Core Structure, Inc. Designed K.P. Project 3418 CATAMgM DRIVE Checked P.T. RE Job No. 21234 Date 11/04/2021 Plan Client N/A SW LINE A2 2nd Floor Passed E)derior Wall Drection X Location:(0.00, 0.00) Loads SECTION D2X ROOF: W=649 LB, E=928 LB (14ft) Wall Self.Weight Seismic = 269 LB Panel Type: USER DESGIN Total Length (ft): 35.00 Total panel Length (ft): 0.00 p =1.3 Page 16 of 23 SW_LINE Al 1st Floor Bderior Wall Direction X Location:(0.00, 0.00) Loads SW_LINEA.2: W=649LB, E=1475LB @ 16.25 ft to 41.44 ft (100%) SECTION D2X_1 FLR. W=665 LB, E=488 LB (15ft) Wall Self -Weight Seismic =731 LB W(LB)649 E(LB)1475" W(LB)1314 E(LB) 2840 1.b J.J 0.0 c.0 V.v c.v ....+ — 10 1 rVIU=0 Right Forces (Ib) MEN Left Forces (Ib) vG20.21 :Structure Desi n 2021 SW Type Remarks Panel Designed K.P. H11N Company Core Structure, Inc. Deflection (in) P.T. 7.75 Project 3418 CATM44RM DRIVE 170 367 Checked 2 RE Job No. 21234 Allowable Date 11/04/2021 (ft) Plan Client N/A SW_LINE Al 1st Floor Bderior Wall Direction X Location:(0.00, 0.00) Loads SW_LINEA.2: W=649LB, E=1475LB @ 16.25 ft to 41.44 ft (100%) SECTION D2X_1 FLR. W=665 LB, E=488 LB (15ft) Wall Self -Weight Seismic =731 LB W(LB)649 E(LB)1475" W(LB)1314 E(LB) 2840 1.b J.J 0.0 c.0 V.v c.v ....+ — 10 1 A B — 4 Fblddown : Post(stud required to transfer load from above Shearwall Design USE TYPE: 2 T„r.t r a Mlh rft)- ra nn Total nnnel Length (ft): 7.75 p =1.3 Passed rVIU=0 Right Forces (Ib) MEN Left Forces (Ib) Actual (pl Allowable Adjusted Allowable (plf) SW Type Remarks Panel Width (ft) Height (ft) H11N Wind Seismic (plf) I Wind J Seismic Deflection (in) A 7.75 8.00 1.03 A B — 4 Fblddown : Post(stud required to transfer load from above Shearwall Design USE TYPE: 2 T„r.t r a Mlh rft)- ra nn Total nnnel Length (ft): 7.75 p =1.3 Passed UVelrYnnntJ rVIU=0 Right Forces (Ib) Net Left Forces (Ib) Actual (pl Allowable Adjusted Allowable (plf) SW Type Remarks Panel Width (ft) Height (ft) H11N Wind Seismic (plf) I Wind J Seismic Deflection (in) A 7.75 8.00 1.03 170 367 380 532 380 2 ��) UVelrYnnntJ rVIU=0 Right Forces (Ib) Left Forces (Ib) Panel Dr,p Ddwn LS W E Dye Ddosn L Lr S W E A 527 181 0 0 0 1 1438 1 2390 1 527 I 181 I 0 1 0 0 1438 2390 nolaVwn a Venncuvu .nmen Panel Net Left Right Deflection (in) Panel Width (ft) Height Uplift Dow Ratio Ratio ��8 ft ��) Holddown/Post Actual Allowable (ft) Holdown/Post A 7.75 8.00 2869 3315 HT -r5/4)(40.56/0.43 2869 3315 HTTS/4X4 0.56/0.43 1.359 1.920 Page 17 of 23 Company Core Structure, Inc. Project 3418 CATAM RAN DRIVE Job No. 21234 Plan Beam ID: 5 FI Bm Over the Living Room Section type: Versa Lam 3100 Section name: 3112x11 718 Fb(+)/Fb(-) (psi): 3100/3100 Fv (psi): 285 E (psi): 2000000 Lu (ft): 0 Ignore shear within (d): True Repetitive member: False Applied Loads: Load Roof 450.625PLF =25.75 x (15+20)/2 @ 0' to 11.75' Load Roof 140PLF =B x (15+20)/2 @ 0'to 11.75' Wall Er255PLF=15x17@0'to 11.75' Load Floor 36.575PLF =1.33 x (15+40)/2 @ 0' to 11.75' SELF WEIGHT 9.74PLF From 0' to 11.75' Factors: Cf=1Cm= 1CL= I.000r=1Cv=1.00CT=1 Reactions: Lr LC Date Beam ID: 6 Fl BM@ Rear of the Living Room Section type: Versa Lam 3100 Section name: 3 112x14 Fb(+)/Fb(-) (psi): 3100/3100 Fu (ft) )15 25 E (psi): 2000000 Ignore shear within (d): True Repetitive member: False Applied Loads: Load Floor 385PLF =14 x (15+40)/2 @ 0'to 15.25' Wall Ex 136PLF =8 x 17 @ 0' to 15.25' Load_Roof 105PLF =6 x (15+20)2 @ 0' to 15.25' SELF WEIGHT 11.49PLF From 0' to 15.25' Factors: Ct=1 Cm=ICL=0.96 Cr=1 Cv=0.98 Page 23 of 23 P.T. 11/04/2021 Passed 100 14934 NhxNbment D+Lr wxShear. D+Lr 13921111PIll hbxDefteclion: D +Lr+L Passed 1' ye098 NgxMoment D +L 37LLLLYLLYYUW�+�-- 1Y1lII1 -"'ruU �� ����� 33,, "'Wttuu NbxShear. D +L W 0.495�� WxDeHecOon: D+Lr+L Architectural Responses: Project Address: 3418 Catamaran Drive Plan check number:2559-2021 1. a. Noted. 2. a. Revised. 3. a. Refer to revised site plan /A-01. b. Refer to revised site and Building note #1/A-01. 4. Revised. 5.refer to revised demo plan/ A-12. 6.refer to revised A-12. 7. refer to revised A-04 & A-05. 8.Revised. 9.refer to revised window schedule #7/A-03. 10.Refer to revised window schedule #3/A-02 and elevations A-04 & A-05. Thank you, Architectural Responses: Project Address: 3418 Catamaran Drive Plan check number:2559-2021 1. a. Noted. 2. a. Revised. 3. a. Refer to revised site plan /A-01. b. Refer to revised site and Building note #1/A-01. 4. Revised. 5.refer to revised demo plan/ A-12. 6.refer to revised A-12. 7. refer to revised A-04 & A-05. 8.Revised. 9 -refer to revised window schedule #7/A-03. 10.Refer to revised window schedule #3/A-02 and elevations A-04 & A-05. Thank you,