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Home My WebLink About805 E Clemensen Ave & Unit #2 - PlanSTRUCTURAL CALCULATIONS 805 CLEMENSEN AVE, SANTA ANA, CA 92705 ADU CONVERSION 09/04/202012/14/2024 ENGINEER OF RECORD: VENKATA ROHIT GRANDHI, P.E 7823 Boxwood Ct, Highland, CA 92346 rohith.grandi@gmail.com 01.18.2026 TABLE OF CONTENT Description page 1. Load information 2. Lateral Analysis 3. Shearwall Design 4. Framing Design 5. Foundation Design 2-6 7-10 11-17 18-26 27 1 GEN ER AL I N FO RMATI O NGENERAL INFO R MATIO N I .I .G e n e r a l:G e n e r a l : Number of stories 1 Building risk category II Design Code 2022 CBC Load standard ASCE 7-16 Design Load Combination ASD I I .I I .L a t e r a l P a r a m e t e r L o a d s :L a t e r a l P a r a m e t e r L o a d s : A . W I N DA. W I N D ASCE 7-16(Directional Procedure) Exposure C Wind Speed V 95 Enclosure Enclosed Building Velocity pressure qz 0.00256Kz Kz tKdKeV2 (26.10-1) Velocity pressure exposure coefficient Kz from (Table 26.10-1) Directionality Factor Kd 0.85 (Table 26.6-1) Topographic factor defined Kz t 1 (26.8.2) Gust Effect Factor G 0.85 (26.11) Pressures for MWFRS p qGCp - qi(GCp i)(27.3-1) External pressure coefficient Cp from (Fig. 27.3-1) Internal pressure coefficient (GCp i)0.18 (Table 26.13-1)} B . S E I S M I CB. S E I S M I C ASCE 7-16(Equivalent Lateral Force Procedure) Seismic Design Category D (Table 11.6-1) Importance factor Ie 1 (Table 1.5-2) Soil Site Class D-Default (Table 20-3-1) Response Spectral Acc. (0.2 sec) Ss 1.334 Response Spectral Acc. (1.0 sec) S1 0.475 TL (sec)8 Fa 1.2 (Table 11.4-1) Fv 1.825 (Table 11.4-2) Max. Considered earthquake acc. SMS 1.601 (11.4-1) Max. Considered earthquake acc. SM1 0.867 (11.4-2) Design spectral acc. At short period SDS 1.067 (11.4-3) Design spectral acc. at 1s period SD1 0.578 (11.4-4) Response modification coefficient R 6.5 (Table 12.2-1) System overstrength coefficient Ω2.5 (Table 12.2-1) Approximate fundamental period parameters Ct = 0.02 x = 0.75 (Table 12.8-2) Building Height (ft)11.25 Building period T=Ta (sec)0.123 (12.8-7) Base Shear Adjustment Factor 1 Minimum Cs 0.047 (12.8-5 & 12.8-6) Maximum Cs 0.724 (12.8-3 & 12.8-4) Seismic response coefficient Cs 0.164 (12.8-2) Adjusted Cs 0.164 For allowable stress design V = 0.7CsW 0.115W : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 2 R oo f L oad s [R e m a r k : R oo f ]Ro of L o a ds [Re mar k : Ro of ] Asphalt shingles 2 psf Framing 2.5 psf Sheathing (1/2" CDX)1.5 psf Ceiling 2.5 psf Insulation 1.5 psf MISC.5 psf De a d Lo a dDead Lo a d 1 515 p sfpsf Li ve Lo a dLive L o a d 2020 p sfpsf T o t a l Lo a dTotal L o a d 3535 p sfpsf I n t e r i o r Wal l [R e m a r k : I-W a l l ]In te r i or W a l l [Re mar k : I-Wal l ] Insulation 1 psf Drywall 5 psf Studs 1 psf Misc.3 psf De a d Lo a dDead Lo a d 1 010 p sfpsf E x te r i or W a l l [R e m ar k : E -W a l l ]E xte r i o r Wal l [R e m a r k : E -Wal l ] 7/8" Stucco 10 psf Insulation 1 psf Drywall 2.5 psf Studs 1 psf Misc.2.5 psf De a d Lo a dDead Lo a d 1 717 p sfpsf C e i l i n g [R e m ar k : C e i l i n g]C e i l i n g [R e m a r k : Ce i l i n g ] FRAMING 2.2 psf Gyp Board under joist 2.8 psf Insulation 1.5 psf Misc.1.5 psf De a d Lo a dDead Lo a d 88 p sfpsf Li ve Lo a dLive L o a d 1 010 p sfpsf T o t a l Lo a dTotal L o a d 1 818 p sfpsf DESI GN LO ADSDESIGN LO ADS : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 3 ASCE Hazards Report Address: 805 Clemensen Ave Santa Ana, California 92705 Standard:ASCE/SEI 7-16 Latitude:33.773645 Risk Category:II Longitude:-117.859683 Soil Class:D - Default (see Section 11.4.3) Elevation:167.8823039188215 ft (NAVD 88) Wind Results: Wind Speed 95 Vmph 10-year MRI 66 Vmph 25-year MRI 72 Vmph 50-year MRI 76 Vmph 100-year MRI 81 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Thu Jul 10 2025 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. https://ascehazardtool.org/Thu Jul 10 2025 4 SS : 1.334 S1 : 0.475 F a : 1.2 F v : N/A SMS : 1.601 SM1 : N/A SDS : 1.067 SD1 : N/A T L : 8 PGA : 0.561 PGA M : 0.673 F PGA : 1.2 Ie : 1 C v : 1.367 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Thu Jul 10 2025 https://ascehazardtool.org/Thu Jul 10 2025 5 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. 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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. https://ascehazardtool.org/Thu Jul 10 2025 6 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 8 3 .2 5 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 73 (B)6 2 (L)1 1 .2 5 0 .5 Diaph ragm 3 2 .5 18 -0 .5 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =6 2 /73 =0 .8 5 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .5 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slo p e (W in d war d ): W id th =3 2 .5 ft, Slope = 3 /12 Slo p e (Le e W ar d ): W id th =3 2 .5 ft, Slope = 3 /12 -8 .15 3 1 11.3 5 1 1 .5 3 1 -8 .15 11.5 11.3 5 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D1 (W -E )_ROOF 8 .5 .8 1 6 .7 4 73 .7 5 7 .9 257.9 2 T O T A L 5 7 .9 257.9 2 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .114 9 ) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F R oof (DL)= 15 x 6 0 0 / 3 2 .5 2 76 .9 2 3 1.8 2 E -W all (DL)= 17 x 5 0 x (8 /2 ) / 3 2 .5 10 4 .6 2 12 .0 2 I-W all (DL)= 10 x 10 x (8 /2 ) / 3 2 .5 12 .3 1 1.4 1 T O T A L SE ISM I C LOA D 4 5 .2 545.2 5 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D1 (W -E )_R O O F 3 9 3 .8 5 8 1 4 5 .2 545.2 5 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 8 3 .2 5 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 6 2 (B )73 (L )1 1 .2 5 0 .5 Diaph ragm 18 3 2 .5 -0 .5 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =73 /6 2 =1.18 W in d war d W all C p w = 0 .8 L e e war d W all C p l = -0 .4 6 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slope (W in dwar d): W idth =18 ft, Slo p e = 3 /1 2 Slope (L e e W ar d): W idth =18 ft, Slo p e = 3 /1 2 -8 .15 3 1 11.3 5 1 1 .5 3 1 -8 .15 11.5 11.3 5 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D1 (S-N )_R O O F 8 .5 .8 1 6 .7 4 71.7 5 6 .7 156.7 1 T O T A L 5 6 .7 156.7 1 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .114 9 ) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F R oof (DL)= 15 x 6 0 0 / 18 5 0 0 .0 0 5 7.4 5 E -W all (DL)= 17 x 18 x (8 /2 ) / 18 6 8 .0 0 7.8 1 I-W all (DL)= 10 x 3 5 x (8 /2 ) / 18 77.78 8 .9 4 T O T A L SE ISM I C LOA D 7 4 .274.2 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D1 (S-N )_ROOF 6 4 5 .78 8 1 7 4 .274.2 D I A P H R A G M D 1 – D I R E C T I O N W -EDIAPHRAGM D 1 – D I R E C T I O N W -E D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 4 5 .2 5 3 9 3 .8 5 4 5 .2 5 6 0 .0 5 12 0 .0 9 6 0 .0 560.0 5 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .3 2 .5 18 5 4 .2 2 4 0 0 .2 3 5 2 .3 3 3 5 0 .16 D I A P H R A G M D 1 – D I R E C T I O N S -NDIAPHRAGM D 1 – D I R E C T I O N S -N D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 74 .2 6 4 5 .78 74 .2 9 8 .4 5 1 9 6 .9 1 9 8 .4 598.4 5 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .18 3 2 .5 2 7.3 18 0 0 .1 5 1 5 .7 2 5 2 0 .0 6 : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 7 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 8 3 .2 5 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 73 (B)6 2 (L)1 1 .2 5 0 .5 Diaph ragm 15 7 -0 .5 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =6 2 /73 =0 .8 5 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .5 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slope (W in dwar d): W idth =15 ft, Slo p e = 3 /1 2 Slope (L e e W ar d): W idth =15 ft, Slo p e = 3 /1 2 -8 .15 3 1 11.3 5 1 1 .5 3 1 -8 .15 11.5 11.3 5 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D2 (W -E )_R O O F 8 .5 .8 1 6 .7 4 73 .7 5 7 .9 257.9 2 T O T A L 5 7 .9 257.9 2 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .114 9 ) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F R oof (DL)= 15 x 10 5 / 15 10 5 .0 0 12 .0 6 E -W all (DL)= 17 x 15 x (8 /2 ) / 15 6 8 .0 0 7.8 1 T O T A L SE ISM I C LOA D 1 9 .8 819.8 8 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D2 (W -E )_ROOF 173 8 1 1 9 .8 819.8 8 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 8 3 .2 5 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 6 2 (B )73 (L )1 1 .2 5 0 .5 Diaph ragm 7 15 -0 .5 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =73 /6 2 =1.18 W in d war d W all C p w = 0 .8 L e e war d W all C p l = -0 .4 6 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slope (W in dward): W idth =7 ft, Slope = 3 /12 Slope (Le e W ard): W idth =7 ft, Slope = 3 /12 -8 .15 3 1 11.3 5 1 1 .5 3 1 -8 .15 11.5 11.3 5 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D2 (S-N )_ROOF 8 .5 .8 1 6 .7 4 71.7 5 6 .7 156.7 1 T O T A L 5 6 .7 156.7 1 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .114 9 ) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F R oof (DL)= 15 x 10 5 / 7 2 2 5 .0 0 2 5 .8 5 E -W all (DL)= 17 x 14 x (8 /2 ) / 7 13 6 .0 0 15 .6 3 T O T A L SE ISM I C LOA D 4 1 .4 841.4 8 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D2 (S-N )_R O O F 3 6 1 8 1 4 1 .4 841.4 8 D I A P H R A G M D 2 – D I R E C T I O N W -EDIAPHRAGM D 2 – D I R E C T I O N W -E D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 1 9 .8 8 173 1 9 .8 8 2 6 .3 8 5 2 .75 2 6 .3 826.3 8 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .15 7 2 8 .3 2 4 0 0 .1 2 6 2 .1 3 3 5 0 .19 D I A P H R A G M D 2 – D I R E C T I O N S -NDIAPHRAGM D 2 – D I R E C T I O N S -N D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 4 1 .4 8 3 6 1 4 1 .4 8 5 5 .0 4 110 .0 7 5 5 .0 455.0 4 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .7 15 12 .8 18 0 0 .0 7 13 .2 2 5 2 0 .0 5 : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 8 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 8 6 .5 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 73 (B)6 2 (L)1 1 .2 5 0 .5 Diaph ragm 3 3 3 3 .5 -0 .5 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =6 2 /73 =0 .8 5 W in dwar d W all C pw = 0 .8 Le e war d W all C pl = -0 .5 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slo p e (W in d war d ): W id th =3 3 ft, Slope = 4 /12 Slo p e (Le e W ar d ): W id th =3 3 ft, Slope = 4 /12 -6 .8 5 78 .2 1 3 2 .1 6 3 9 .2 78 .2 1 -6 .8 5 3 9 .2 3 2 .16 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D3 (W -E )_R O O F 8 .5 .8 1 6 .7 4 73 .7 8 7 .0 387.0 3 T O T A L 8 7 .0 387.0 3 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .114 9 ) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F R oof (DL)= 15 x 110 0 / 3 3 5 0 0 .0 0 5 7.4 5 E -W all (DL)= 17 x 3 3 x (8 /2 ) / 3 3 6 8 .0 0 7.8 1 I-W all (DL)= 10 x 5 5 x (8 /2 ) / 3 3 6 6 .6 7 7.6 6 T O T A L SE ISM I C LOA D 7 2 .9 272.9 2 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D3 (W -E )_ROOF 6 3 4 .6 7 8 1 7 2 .9 272.9 2 G E N E R A L :G E N E R A L : Sto r y T op Plate He igh t (ft) Roof He ig h t (ft) / Floor De pth (in ) I gn or e d W W wall I gn or e d LW wall R O O F 8 6 .5 N o N o Dim e n sion (ft)W id th De pth He igh t B ase He igh t B u ildin g 6 2 (B )73 (L )1 1 .2 5 0 .5 Diaph ragm 3 3 .5 3 3 -0 .5 W I N D L O A D :W I N D L O A D : K d = 0 .8 5 G = 0 .8 5 L/B =73 /6 2 =1.18 W in d war d W all C p w = 0 .8 L e e war d W all C p l = -0 .4 6 , qh = 16 .6 7 (PSF) qz = 0 .0 0 2 5 6 K zK ztK dV 2 (P SF) W all pr e ss. = (GC pwqz+GC plqh)h T (P LF) R O O F E LE M E N T (P LF) W Dir (+C pi) W Dir (-C pi) O W Dir (+C pi) OW Dir (-C p i) Slo p e (W in d war d ): W id th =3 3 .5 ft, Slope = 4 /12 Slo p e (Le e W ar d ): W id th =3 3 .5 ft, Slope = 4 /12 -6 .8 5 78 .2 1 3 2 .1 6 3 9 .2 78 .2 1 -6 .8 5 3 9 .2 3 2 .16 Diaph _Stor y z (ft)K z qz h T (ft)W all pre ss W in d_A SD (PLF) D3 (S-N )_ROOF 8 .5 .8 1 6 .7 4 71.7 8 5 .8 285.8 2 T O T A L 8 5 .8 285.8 2 S E I S M I C L O A D :S E I S M I C L O A D :(C s_A SD = 0 .114 9 ) Sto r y Load T ype W e igh t W (P LF) C s*W (PLF) R O O F R oof (DL)= 15 x 110 0 / 3 3 .5 4 9 2 .5 4 5 6 .5 9 E -W all (DL)= 17 x 6 7 x (8 /2 ) / 3 3 .5 13 6 .0 0 15 .6 3 I-W all (DL)= 10 x 4 5 x (8 /2 ) / 3 3 .5 5 3 .73 6 .17 T O T A L SE ISM I C LOA D 7 8 .3 978.3 9 Diaph _Story W x (PLF)Hx (ft) W xx h x /su m (W ix h i) Fx (P LF) D3 (S-N )_R O O F 6 8 2 .2 7 8 1 7 8 .3 978.3 9 D I A P H R A G M D 3 – D I R E C T I O N W -EDIAPHRAGM D 3 – D I R E C T I O N W -E D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 72 .9 2 6 3 4 .6 7 72 .9 2 9 6 .76 19 3 .5 2 9 6 .7 696.7 6 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .2 0 3 3 .5 2 8 .9 2 4 0 0 .1 2 2 6 3 3 5 0 .0 8 D I A P H R A G M D 3 – D I R E C T I O N S -NDIAPHRAGM D 3 – D I R E C T I O N S -N D I A P H R A G M D E S I G N :D I A P H R A G M D E S I G N : Diaph ragm se ism ic loadin g: Story Su m (Fi) (P LF)Su m (W i) (P LF)Fpx (P LF)Fpx M in (P LF)Fpx M ax (PLF)Fpx De sig n (P LF) ROOF 78 .3 9 6 8 2 .2 7 78 .3 9 10 4 .0 2 2 0 8 .0 3 1 0 4 .0 2104.0 2 C ode c h e ck : Story Diaph r ag m Se ism ic sh e ar W in d sh e ar Sh e ath in g N ail W idth (ft)De p th (ft)A pplie d (L B )A lo w. (L B )R atio A p p lie d (LB )A lo w. (L B )Ratio ROOF 15 /3 2 Sh e ath in g an d Sin gle -Floor U n block e d 8 d @ 6 ”, 6 ”, 12 ” O .C .2 0 3 3 3 1.5 18 0 0 .1 8 2 6 2 5 2 0 .1 : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 9 DW D1 D2 D3 C B A 1 2 3 ROOF SHEAR WALL LAYOUT SHEARWALL LAYOUT JOB NO.: SHEET: 10 A . O VE R T U R N I N G LO A D C O M B I N A TIO N SA. O VE R T U R N I N G LO A D C O M B I N A T I O N S U P LI F TUPLIFT DO W NDOWN 1. 0.6D - 0.6W 1. D + 0.6W 2. (0.6 - 0.14Sds)D - 0.7ρE 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 + 0.7ρE) 5. (1+0.14Sds)D + 0.7ρE B . S HE A R W A LL S C HE DU LE (De si g n C o d e : 2022 C B C )B . S HE A R W A LL S C HE DU L E (De si g n C o d e : 2022 C B C ) P a ne lPanel T yp eType S he a t hi ngSheathing E d g eEdge N a i lNail F i e l dField N a i lNail S he a r C l i pShear C l i p S i l l p l a t e a t ta c hm e ntSill p l a t e a t t a c hm e nt GaGa (k /i n)(k /i n) S e i sm i cSeismic A l l o wa b l e (p l f )A l l o wa b l e (p l f ) W i ndWind A l l o wa b l e (p l f )A l l o wa b l e (p l f )Framed Floor Concrete 1 3/8" Sheathing 8d @ 6 8d @ 12 A35 @ 24 16d Nails @ 6 5/8 x 10 @ 48 13 260 364 2 3/8" Sheathing 8d @ 4 8d @ 12 A35 @ 16 16d Nails @ 4 5/8 x 10 @ 42 19 380 532 3 3/8" Sheathing 8d @ 3 8d @ 12 A35 @ 8 16d Nails @ 3 5/8 x 10 @ 36 25 490 686 4 3/8" Sheathing 8d @ 2 8d @ 12 A35 @ 8 16d Nails @ 2 5/8 x 10 @ 24 39 640 896 5 15/32" Structural I 10d @ 2 10d @ 12 A35 @ 6 (2) Rows Stagg, 16d Nails @ 3 5/8 x 10 @ 18 51 870 1218 3D 3/8" Sheathing 8d @ 3 8d @ 12 (Both Sides)A35 @ 8 SDS1/4x6 @ 4 5/8 x 12 @ 22 50 980 1372 4D 3/8" Sheathing 8d @ 2 8d @ 12 (Both Sides)A35 @ 8 SDS1/4x6 @ 3 5/8 x 12 @ 16 78 1280 1792 5D 15/32" Structural I 10d @ 2 10d @ 12 (Both Sides)A35 @ 6 SDS1/4x6 @ 2 5/8 x 12 @ 8 102 1740 2436 : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 11 S W _LI N E ASW_L I N E A 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection W-E ρ = 1 .3ρ = 1 .3 Total Length (ft): 33.00 Total panel Length (ft): 8.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (W-E)_ROOF (Span=32.5ft): W=941 LB, E=735 LB DIAPHRAGM D3 (W-E)_ROOF (Span=12.5ft): W=544 LB, E=456 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 8.00 ft Width W = 8.00 ft Max. wind shear = 186 plf Allowable Wind = 364 plf Ratio = 5151 % Max. seismic shear = 194 plf Allowable Seismic = 260 plf Ratio = 7 575 % Max. Deflection = 0.914 in at Panel P1 Allowable Deflection = 1.920 in Ratio = 4848 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.L o c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 8.00 8.00 LE 544 181 0 0 0 1541 1236 1362/1815 HDU2/4X4 3075/7656 0.44/0.24 RE 544 181 0 0 0 1541 1236 1362/1815 HDU2/4X4 3075/7656 0.44/0.24 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 12 S W _LI N E BSW_L I N E B 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection W-E ρ = 1 .3ρ = 1 .3 Total Length (ft): 25.00 Total panel Length (ft): 3.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D2 (W-E)_ROOF (Span=15ft): W=434 LB, E=149 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 8.00 ft Width W = 3.00 ft Max. wind shear = 145 plf Allowable Wind = 334 plf Ratio = 4343 % Max. seismic shear = 65 plf Allowable Seismic = 238 plf (Adjusted by 1.25-0.125h/bs)Ratio = 2727 % Max. Deflection = 1.052 in at Panel P1 Allowable Deflection = 1.920 in Ratio = 5555 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.L o c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 3.00 8.00 LE 204 181 0 0 0 1283 440 1161/1464 HDU2/4X4 3075/7656 0.38/0.19 RE 204 181 0 0 0 1283 440 1161/1464 HDU2/4X4 3075/7656 0.38/0.19 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 13 S W _LI N E CSW_L I N E C 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection W-E ρ = 1 .3ρ = 1 .3 Total Length (ft): 25.00 Total panel Length (ft): 8.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (W-E)_ROOF (Span=32.5ft): W=941 LB, E=735 LB DIAPHRAGM D2 (W-E)_ROOF (Span=15ft): W=434 LB, E=149 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 8.00 ft Width W = 8.00 ft Max. wind shear = 172 plf Allowable Wind = 364 plf Ratio = 4747 % Max. seismic shear = 144 plf Allowable Seismic = 260 plf Ratio = 5555 % Max. Deflection = 0.794 in at Panel P1 Allowable Deflection = 1.920 in Ratio = 4141 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.L o c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 8.00 8.00 LE 544 181 0 0 0 1428 918 1101/1609 HDU2/4X4 3075/7656 0.36/0.21 RE 544 181 0 0 0 1428 918 1101/1609 HDU2/4X4 3075/7656 0.36/0.21 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 14 S W _LI N E 1SW_L I N E 1 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection S-N ρ = 1 .3ρ = 1 .3 Total Length (ft): 15.00 Total panel Length (ft): 4.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D2 (S-N)_ROOF (Span=7ft): W=198 LB, E=145 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 8.00 ft Width W = 4.00 ft Max. wind shear = 50 plf Allowable Wind = 364 plf Ratio = 1 414 % Max. seismic shear = 47 plf Allowable Seismic = 260 plf Ratio = 1 818 % Max. Deflection = 0.277 in at Panel P1 Allowable Deflection = 1.920 in Ratio = 1 414 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 4.00 8.00 LE 272 181 0 0 0 428 313 285/615 HDU2/4X4 3075/7656 0.09/0.08 RE 272 181 0 0 0 428 313 285/615 HDU2/4X4 3075/7656 0.09/0.08 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 15 S W _LI N E 2SW_L I N E 2 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection S-N ρ = 1 .3ρ = 1 .3 Total Length (ft): 32.00 Total panel Length (ft): 4.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (S-N)_ROOF (Span=18ft): W=510 LB, E=668 LB DIAPHRAGM D2 (S-N)_ROOF (Span=7ft): W=198 LB, E=145 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 2USE P A N E L T Y P E 2 Maximum shear check at Panel P1 Height H = 8.00 ft Width W = 4.00 ft Max. wind shear = 177 plf Allowable Wind = 532 plf Ratio = 3333 % Max. seismic shear = 264 plf Allowable Seismic = 380 plf Ratio = 6969 % Max. Deflection = 1.392 in at Panel P1 Allowable Deflection = 1.920 in Ratio = 7 272 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.L o c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 4.00 8.00 LE 272 181 0 0 0 1530 1754 2158/2488 HDU2/4X4 3075/7656 0.70/0.32 RE 272 181 0 0 0 1530 1754 2158/2488 HDU2/4X4 3075/7656 0.70/0.32 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 16 S W _LI N E 3SW_L I N E 3 1 st F l o o r1st F l o o r De si g n O KDesign O K Drection S-N ρ = 1 .3ρ = 1 .3 Total Length (ft): 32.00 Total panel Length (ft): 8.00 A p p l i e d Lo a d sApplied Lo a d s DIAPHRAGM D1 (S-N)_ROOF (Span=18ft): W=510 LB, E=668 LB Strap Shear panel DE S IGN S U M M A R YDESIGN S U M M A R Y S he a r & De f l e ct i o n:S he a r & De f l e ct i o n:U S E P A N E L TY P E 1USE P A N E L T Y P E 1 Maximum shear check at Panel P1 Height H = 8.00 ft Width W = 8.00 ft Max. wind shear = 64 plf Allowable Wind = 364 plf Ratio = 1 818 % Max. seismic shear = 109 plf Allowable Seismic = 260 plf Ratio = 4242 % Max. Deflection = 0.495 in at Panel P1 Allowable Deflection = 1.920 in Ratio = 2626 % O ve r tur ni ng c a l cul a t i o nOverturning c a l cul a t i o n P a ne lPanel W i d t hWidth (f t)(f t ) N e tNet He i g htHeight (f t )(f t ) R e a ct i o n (L B )R e a c ti o n (LB )A p p l i e dApplied U p l i f t /Do wnUplift/Do wn (LB )(L B ) Ho l d d o wn/P o stHolddown/P o st A l l o wa b l eAllowable U p l i f t/Do wnUplift/Do wn (LB )(LB ) R a t i oRatio U p l i f t /Do wnUplift/Do wnLoc.Lo c .DDu pup DDd o w ndown LL LrLr SS WW EE P1 8.00 8.00 LE 544 181 0 0 0 530 693 656/1109 HDU2/4X4 3075/7656 0.21/0.14 RE 544 181 0 0 0 530 693 656/1109 HDU2/4X4 3075/7656 0.21/0.14 Dup: us e d for upl ift force cal cul at ion Ddow n: used for down force cal cul at ion LE: l e ft e dge of s he arwall R E : right e dge of s he arwall : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 17 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : Yes E (ps i): 1600000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 9 ft, Trib W id th = 1 .33 ft 2 x 8 -D o u g la s F i r -L a r c h N o .22x8-D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, CF = 1.2, Cfu = 1, Ci = 1, Cr = 1.15 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:2 9 %2 9 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :4.5 ft A pp lied M oment:497 lb -ft A llowab le Mo m ent :1700 lb -ft M ax. Shear Ratio :1 2 %1 2 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:190 lb A llowab le Shear:1631 lb M ax. Live Deflect ion:1 7 %1 7 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;4.5 ft A pp lied Deflect ion:0.052 in A llowab le Deflectio n:0.3 in M ax. To t al Deflectio n:2 1 %2 1 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:4.5 ft A pp lied Deflect ion:0.095 in A llowab le Deflectio n:0.45 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 101 0 120 0 0 0 0 0 221/0 2 101 0 120 0 0 0 0 0 221/0 B E A M I DBEAM I D : 1: 1 Des crip t ion: R after R1 : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 18 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : Yes E (ps i): 1600000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : Ceiling : D = 8, L = 1 0 p sf, fro m: 0 --> 1 7.5 ft, Trib W id th = 1 .33 ft 2 x 1 0 -D o u g l a s F ir -L a r c h N o .22x10-D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, CF = 1.1, Cfu = 1, Ci = 1, Cr = 1.15 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:5 1 %5 1 % Lo ad Co m binatio n:D + L Lo ad Durat ion CD:1 Lo catio n o f M ax. Mo m ent :8.75 ft A pp lied M oment:1041 lb -ft A llowab le Mo m ent :2029 lb -ft M ax. Shear Ratio :1 3 %1 3 % Lo ad Co m binatio n:D + L Lo ad Durat ion CD:1 Lo catio n o f M ax. Shear:17.5 ft A pp lied Shear:218 lb A llowab le Shear:1665 lb M ax. Live Deflect ion:3 0 %3 0 % Lo ad Co m binatio n:L Lo catio n o f M ax. Deflectio n;8.75 ft A pp lied Deflect ion:0.177 in A llowab le Deflectio n:0.583 in M ax. To t al Deflectio n:4 1 %4 1 % Lo ad Co m binatio n:D + L Lo catio n o f M ax. Deflectio n:8.75 ft A pp lied Deflect ion:0.363 in A llowab le Deflectio n:0.875 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 122 116 0 0 0 0 0 0 238/0 2 122 116 0 0 0 0 0 0 238/0 B E A M I DBEAM I D : 2: 2 Des crip t ion: Cl'g jo ists CJ : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 19 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : N o E (ps i): 1600000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 1 2 ft, Trib W id th = 8 --> 1 ft 4 x 1 0 -D o u g l a s F ir -L a r c h N o .24x10-D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, CF = 1.2, Cfu = 1, Ci = 1, Cr = 1 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:5 4 %5 4 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :5.28 ft A pp lied M oment:3016 lb -ft A llowab le Mo m ent :5615 lb -ft M ax. Shear Ratio :2 1 %2 1 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:1016 lb A llowab le Shear:4856 lb M ax. Live Deflect ion:2 9 %2 9 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;5.76 ft A pp lied Deflect ion:0.114 in A llowab le Deflectio n:0.4 in M ax. To t al Deflectio n:3 5 %3 5 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:5.88 ft A pp lied Deflect ion:0.209 in A llowab le Deflectio n:0.6 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 556 0 680 0 0 0 0 0 1236/0 2 346 0 400 0 0 0 0 0 746/0 B E A M I DBEAM I D : 3: 3 Des crip t ion: HIP B M : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 20 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 3100/3100 Ig nore shear wit hin (d): Yes F v (p si): 285 Rep et it ive m em ber : N o E (ps i): 2000000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : PO IN T Sup p . 1 o f Beam 3 @ 8.5ft, (D =556 L r=680) PO IN T Sup p . 1 o f Beam 3 @ 8.5ft, (D =556 L r=680) P o int Load 3 1 /2 x 1 1 1 /4 -V e r s a L a m 3 1 0 03 1 /2 x 1 1 1 /4 -V e r s a L a m 3 1 0 0 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, Cr = 1, Cv = 1.01 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:4 7 %4 7 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :8.5 ft A pp lied M oment:11155 lb -ft A llowab le Mo m ent :23840 lb -ft M ax. Shear Ratio :1 4 %1 4 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:1352 lb A llowab le Shear:9352 lb M ax. Live Deflect ion:5 4 %5 4 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;8.75 ft A pp lied Deflect ion:0.316 in A llowab le Deflectio n:0.583 in M ax. To t al Deflectio n:6 8 %6 8 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:8.75 ft A pp lied Deflect ion:0.597 in A llowab le Deflectio n:0.875 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 652 0 699 0 0 0 0 0 1352/0 2 620 0 661 0 0 0 0 0 1281/0 B E A M I DBEAM I D : 4: 4 Des crip t ion: Cl'g B m : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 21 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : N o E (ps i): 1600000 B eam B racing: N o A p p li e d L o a d s :A p p li e d L o a d s : R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 6.25 ft, Trib W id th = 5 --> 2.5 ft E-W all: D = 1 7 p sf, fro m: 0 --> 6.25 ft, H eig ht = 2 ft PO IN T Sup p . 2 o f Beam 4 @ 0.6ft, (D =620 L r=661 ) P o int Load 4 x 8 -D o u g la s F i r -L a r c h N o .24x8-D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 0.99, CF = 1.3, Cfu = 1, Ci = 1, Cr = 1, CT = 1 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:3 5 %3 5 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :2.31 ft A pp lied M oment:1281 lb -ft A llowab le Mo m ent :3697 lb -ft M ax. Shear Ratio :4 2 %4 2 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:1605 lb A llowab le Shear:3806 lb M ax. Live Deflect ion:1 2 %1 2 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;2.94 ft A pp lied Deflect ion:0.024 in A llowab le Deflectio n:0.208 in M ax. To t al Deflectio n:1 6 %1 6 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:2.94 ft A pp lied Deflect ion:0.051 in A llowab le Deflectio n:0.312 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 881 0 858 0 0 0 0 0 1739/0 2 341 0 272 0 0 0 0 0 612/0 B E A M I DBEAM I D : 5: 5 Des crip t ion: Hd r : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 22 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 900/900 Ig nore shear wit hin (d): Yes F v (p si): 180 Rep et it ive m em ber : N o E (ps i): 1600000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 1 0 ft, Trib W id th = 7 --> 1 ft 4 x 1 0 -D o u g l a s F ir -L a r c h N o .24x10-D o u g la s F i r -L a r c h N o .2 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, CF = 1.2, Cfu = 1, Ci = 1, Cr = 1, CT = 1 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:3 3 %3 3 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :4.4 ft A pp lied M oment:1870 lb -ft A llowab le Mo m ent :5615 lb -ft M ax. Shear Ratio :1 5 %1 5 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:723 lb A llowab le Shear:4856 lb M ax. Live Deflect ion:1 5 %1 5 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;4.9 ft A pp lied Deflect ion:0.049 in A llowab le Deflectio n:0.333 in M ax. To t al Deflectio n:1 8 %1 8 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:4.9 ft A pp lied Deflect ion:0.090 in A llowab le Deflectio n:0.5 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 413 0 500 0 0 0 0 0 913/0 2 263 0 300 0 0 0 0 0 563/0 B E A M I DBEAM I D : 6: 6 Des crip t ion: HIP B M : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 23 M a t e r ia l p r o p e r t i e s :M a t e r ia l p r o p e r t i e s : F b(+)/Fb (-) (p si): 3100/3100 Ig nore shear wit hin (d): Yes F v (p si): 285 Rep et it ive m em ber : N o E (ps i): 2000000 B eam B racing: Yes A p p li e d L o a d s :A p p li e d L o a d s : R o o f: D = 1 5, L r = 20 p sf, fro m : 0 --> 5 ft, Trib W id th = 9 ft R o o f: D = 1 5, L r = 20 p sf, fro m : 5 --> 1 4.25 ft, Trib W id th = 5 --> 1 ft Ceiling : D = 8, L = 1 0 p sf, fro m: 0 --> 1 4.25 ft, Trib W id th = 3.5 ft PO IN T Sup p . 1 o f Beam 6 @ 7ft, (D =41 3 L r=500) PO IN T Sup p . 1 o f Beam 6 @ 7ft, (D =41 3 L r=500) PO IN T Sup p . 1 o f Beam 4 @ 5ft, (D =652 L r=699) PO IN T Sup p . 2 o f Beam 3 @ 1 3.75ft, (D =346 L r=400) P o int Load 3 1 /2 x 1 1 1 /4 -V e r s a L a m 3 1 0 03 1 /2 x 1 1 1 /4 -V e r s a L a m 3 1 0 0 Deflect ion M oment Shear D E S I G N S U M M A R YDESIGN S U M M A R Y A p p li e d F a c t o r s :A p p li e d F a c t o r s : Ct = 1, Cm = 1, CL = 1.00, Cr = 1, Cv = 1.01, CT = 1 C o d e c h e c k : C o d e c h e c k : D e s ig n O KDesign O K M ax. B ending R at io:6 5 %6 5 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Mo m ent :7 ft A pp lied M oment:15439 lb -ft A llowab le Mo m ent :23840 lb -ft M ax. Shear Ratio :3 8 %3 8 % Lo ad Co m binatio n:D + Lr Lo ad Durat ion CD:1.25 Lo catio n o f M ax. Shear:0 ft A pp lied Shear:3555 lb A llowab le Shear:9352 lb M ax. Live Deflect ion:6 7 %6 7 % Lo ad Co m binatio n:Lr Lo catio n o f M ax. Deflectio n;6.84 ft A pp lied Deflect ion:0.319 in A llowab le Deflectio n:0.475 in M ax. To t al Deflectio n:6 6 %6 6 % Lo ad Co m binatio n:D + Lr Lo catio n o f M ax. Deflectio n:6.84 ft A pp lied Deflect ion:0.624 in A llowab le Deflectio n:0.95 in R e a c t io n s (lb ):R e a c t io n s (lb ): Sup p .D L Lr S W S N W W E ESN EW E M ax. LC (Do wn/U p ) 1 1843 249 1939 0 0 0 0 0 3782/0 2 1603 249 1615 0 0 0 0 0 3218/0 B E A M I DBEAM I D : 7: 7 Des crip t ion: Cl'g B m : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Prin t date : 0 7/11/2 0 2 5 24 Project: Location: CT1 page of StruCalc 9.0 StruCalc Version 10.0.1.5 7/11/2025 2:54:43 PM Collar Tie 1.5 IN x 7.25 IN x 9.5 FT (9 + 0.5) @ 16 O.C. #2 - Douglas-Fir-Larch - Dry Use 1.5 x 9.25 Solid Sawn Lumber with minimum Ft = 575 DEFLECTIONS Live Load Dead Load Total Load Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 0.06 0.04 0.10 IN L/1953 in IN L/1116 Center -0.01 -0.01 -0.02 IN 2L/1214 in IN 2L/694 Right RAFTER REACTIONS Lower Live Load @ A & B Lower Dead Load @ A & B Lower Total Load @ A & B Collar Tie Tension LOADS 196 147 343 plf plf plf REACTIONS 261 196 457 865 lb lb lb lb RAFTER SUPPORT DATA Bearing Length B 0.49 in RAFTER DATA Span Length Unbraced Length-Bottom Rafter Pitch Collar Tie Location Roof Duration Factor Peak Notch Depth Base Notch Depth 9 9.28 3 2.49 1.25 0.00 0.00 ft ft Interior :12 ft 0.5 0.52 ft ft Eave MATERIAL PROPERTIES Bending Stress: Shear Stress: Modulus of Elasticity: Comp. ┴ to Grain: Controlling Moment: 4.501 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8.731 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Fb = Cd=1.25 CF=1.20 Cr=1.15 Fv = Cd=1.25 E = Fc - ┴ = 486 ft-lb -420 lb 900 180 1600 625 psi psi ksi psi Base Values Fb' = Fv' = E' = Fc - ┴' = 1553 225 1600 625 psi psi ksi psi Adjusted 3.75 2.8 12.36 486 -420 in3 in2 in4 ft-lb lb Req'd 13.14 10.88 47.63 1700 1631 in3 in2 in4 ft-lb lb Provided RAFTER LOADING Uniform Floor Loading Roof Live Load: Roof Dead Load: Non-Snow Roof Loaded Area: Slope Adjusted Spans And Loads Interior Span: Eave Span: Rafter Live Load: Eave Live Load: Rafter Dead Load: Rafter Total Load: Eave Total Load: LL = DL = RLA = L-adj = L-Eave-adj = wL-adj = wL-Eave-adj = wD-adj = wT-adj = wT-Eave-adj = 20 15 0 9.28 0.52 25 25 19 45 45 psf psf sf ft ft plf plf plf plf plf LOADING DIAGRAM 0.5 ft 9 ft 2.49 ft 18 ft 0.39 ft COLLAR TIE DESIGN 1.5 x 9.25 Solid Sawn Lumber with minimum Ft = 575 Tension Parallel to Grain Collar Tie Location Collar Tie Tension Collar Tie Capacity Nailing Required @ Both Ends 16d Common 16d Sinker 16d Box Ft = Cd=1.25 Cf=0.00 575 2.49 865 14959 5 Nails 6 Nails 7 Nails psi ft lb lb Base Values Ft' = 1078 psi Adjusted 25 Project: Location: CT1 page of StruCalc 9.0 StruCalc Version 10.0.1.5 7/11/2025 2:54:44 PM Collar Tie 1.5 IN x 7.25 IN x 9.5 FT (9 + 0.5) @ 16 O.C. #2 - Douglas-Fir-Larch - Dry Use 1.5 x 9.25 Solid Sawn Lumber with minimum Ft = 575 LOADING DIAGRAM 0.5 ft 9 ft 2.49 ft 18 ft 0.39 ft VMD DIAGRAM A B9 ft 0.5 ft 500 250 0 -250 -500 Shear (lbs) 209 lbs @ 0 ft -420 lbs @ 9 ft 500 250 0 -250 -500 Moment (ft-lb) 486 ft-lbs @ 4 ft -3 ft-lbs @ 9 ft -0.1 -0.05 0 0.05 0.1 Deflection (in) -0.018 in @ 9.5 ft 0.1 in @ 4.5 ft 26 Weight of Footing Roof E-Wall Weight of Footing Weight of Pad POINT E-Wall P a d /F o o t i ng IDPad/F o o t i ng I D : 1: 1 Description: FOOTING DESIGN Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Lo a d i ng :Lo a d i ng : 300.00 PLF = 150 x 1.00' x 2.00' D = 15, Lr = 20 psf, Trib Width = 10 ft D = 17 psf, Height = 8 ft F o o t i ng C he c k:F o o t i ng C he c k : Total Weight: Wto t al = 786 PLF Footing Width Required: Bf = Wt otal / SB = 786/1500 x 12 = 6.29 in U S E 1 2" W I DE X 24" DE E P C o nt i nuo us F o o t i ng wi t h #4 C o nt . @ T & B (U .N .O )U S E 1 2 " W I DE X 2 4" DE E P C o nt i nuo us F o o t i ng wi t h #4 C o nt . @ T & B (U .N .O ) P a d /F o o t i ng IDPad/F o o t i ng I D : 2: 2 Description: BM 7 (1) Soil Bearing: SB = 1500 PSF Post with parallel to footing: Bp = 3.5 in Lo a d i ng :Lo a d i ng : 300.00 PLF = 150 x 1.00' x 2.00' 1200.00 LB = 150 x 2.00' x 2.00' x 2.00' From Support 1 of Beam 7 (4031LB) D = 17 psf, Height = 8 ft F o o t i ng C he c k:F o o t i ng C he c k : Total Weight: Wto t al = 436 PLF Footing Width Required: Bf = Wt otal / SB = 436/1500 x 12 = 3.49 in U S E 1 2" W I DE X 24" DE E P C o nt i nuo us F o o t i ng wi t h #4 C o nt . @ T & B (U .N .O )U S E 1 2 " W I DE X 2 4" DE E P C o nt i nuo us F o o t i ng wi t h #4 C o nt . @ T & B (U .N .O ) P a d C he c k:P a d C he c k : Total Point Load (Pt otal) = 5231 LB Footing Length to check point load L = 3.5 + 2 x (24 + 6) = 63.50 in Footing Width B = 12 in Capacity of Point Load on Footing: Pcap = (SB x L x B) / 144 = 7937.50 LB Allowable Point Load on Footing: Pallo w= Pcap - (Wt otal x L / 12) = 5630.33 LB >= Ptotal N O P A D I S N E E D !N O P A D I S N E E D ! : : P r oje ct N o.A DU C ON V E R SI O N P r oje ct Location 8 0 5 C LE M E N SE N A V E SA N T A A N A C A 9 2 70 5 : : De sign e d C h e c ke d Pr in t date : 0 7/11/2 0 2 5 27 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 2 P M A01 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT COVER SHEET NEW ATTACHED ADU PROJECT 805 CLEMENSEN AVE SANTA ANA VICINITY / TRANSIT MAP PROJECT OVERVIEW BUILDING INFO BUILDING CODES 2022 California Residential Code (CRC) 2022 California Electrical Code (CEC) 2022 California Mechanical Code (CMC) 2022 California Plumbing Code (CPC) 2022 California Energy Code (CESC) 2022 California Green Building Standards Code (CalGreen) Santa Ana Municipal Code (with applicable local amendments) ADU : 805 Clemensen Ave Santa Ana, CA 92705 UNIT 2 Lillian Granillo (909) 241-2095 lescutia18@aol.com MAIN: 805 Clemensen Ave Santa Ana, CA 92705 396-411-15 7,600 SqFt / 0.174 Acres SINGLE FAMILY RESIDENCE Orange County R1 (Single Family Residential) Lot Coverage = (1616+388+716) / 7600 = ~36% NONE N TR 4226 BLK LOT 28 R-3/U RESIDENTIAL V-B NONE 1 SINGLE 14'-6" (E) SFR ; ~1,616 SF (E) GARAGE ; ~ 388 SF (N) ADU; 716 SFSCOPE OF WORK Construction of a new attached 716 SF ADU with 1-bedroom, 1- bathroom unit with kitchen, dining, living area, stacked washer/dryer hookups, tanked water heater, and ductless minisplit HVAC. Unit to be fully electric with shared water and sewer lines to primary residence. Includes demolition of existing assumed unpermitted ~450 SF sunroom. Utility Note: Utilities will be underground per SAMC Section 41-626. PROJECT INFO PROJECT ADDRESS: OWNER(S): APN: PARCEL AREA: PROPERTY TYPE: JURISDICTION: ZONING: LOT COVERAGE DEFERRED SUBMITTALS: LEGAL DESCRIPTION: OCCUPANCY GROUP: USE: CONSTRUCTION TYPE: SPRINKLERS: UNITS: NUMBER OF STORIES: BUILDING HEIGHT FLOOR AREA: DISCLAIMER The contract drawings and specifications depict the finished structure. Unless otherwise noted, they do not specify construction methods. The contractor is solely responsible for supervising and directing the work, including all construction means, methods, techniques, sequences, and procedures. Any site observations by the designer or their engineers are solely to assess general compliance with the design intent and do not include oversight of safety measures or construction procedures, which remain the contractor's sole responsibility. If any discrepancy, omission, or ambiguity is found in the calculations, drawings, or specifications, the contractor must immediately notify the designer or engineer for clarification. Any failure to do so, or any attempt by the contractor to resolve such issues without consulting the designer or engineer, shall place full responsibility for any resulting consequences, including delays or defects, on the contractor. Support services provided by the designer or their engineers, whether during or after construction, are intended to assist with quality control and achieving conformance with contract documents. These services do not include continuous inspection or guarantee the contractor ’s performance and shall not be interpreted as supervision of construction A01 COVER SHEET A02 SITE & LANDSCAPE PLAN A03 PROPOSED FLOOR PLAN A04 EXISTING & DEMO PLAN A05 CROSS SECTIONS & ROOF PLAN A06 MEP PLANS A07 ELEVATIONS AD ARCH DETAILS GN CAL GREEN SHEETS (GN1 & GN2) T24 TITLE 24 SHEETS (T24.1 & T24.2) S-0 GENERAL NOTES & REQUIREMENTS. S-1 FRAMING & FOUNDATION PLANS SD.0 TYPICAL DETAILS. SD.1 FOUNDATION DETAILS SD.2 STRUCTURAL DETAILS PROJECT INDEX DESIGNER INFO: MICHAEL BARBER DESIGN@MICHAELSDRAFTING.COM 909-486-3789 STRUCTURAL ENGINEER INFO: ROHIT GRANDHI 908-858-6325 ROHITH.GRANDI@GMAIL.COM Main Address 805 CLEMENSEN AVE SANTA ANA UNIT 2 ADU ADDRESS 1 1 1 THE ADU SF / SFD SF RATIO IS FOR PARK & REC FEE PURPOSE ONLY. THE APPLICANT IS RESPONSIBLE FOR THE GIVEN “SFR SF” OF THE EXISTING PRIMARY RESIDENCE ; BUILDING SAFETY STAFF ARE NOT RESPONSIBLE FOR THE ACCURACY OF THE GIVEN “SFR SF” OF THE EXISTING RESIDENCE. CITY SQUARE FOOTAGE NOTEPARK & REC NOTE TITLE24 CONSULTANT: OSCAR BAUTISTA 626-434-0930 CONTACT@T24PRO.COM 3 3 (E) SFR (E) GARAGE (N) ADU 3 No.Description Date 1 BLDG PC1 11/19/2025 2 BLDG PC2 1/30/2026 3 BLDG PC3 2/24/2026 WH (E) SFR ~1,616 SF (N) ADU 716 SF CL E M E M S E N A V E . PL PLPL PL PL PL PL PL PL PL (E) PATIO WM 6 93.81 '40. 3 1 ' 67 . 1 6 ' 95.42 ' 55 . 0 3 ' (E) CONCRETE (E) DRIVEWAY 8 GAS EP 9 7 EP 5 4 1 (E) FENCE ALONG PL(E) FENCE ALONG PL (E ) F E N C E A L O N G P L (E ) F E N C E A L O N G P L (E ) F E N C E A L O N G P L (E) F E N C E A L O N G P L (E) FEN C E A L O N G P L (E) FEN C E A L O N G P L (E ) G A T E (E ) S U N R O O M D E M O (E ) S U N R O O M D E M O (E) SUNROOM DEMO (E) SUNROOM DEMO (E ) S U N R O O M D E M O (E ) S U N R O O M D E M O (E) SUNROOM DEMO(E) SUNROOM DEMO (E) STO R A G E 100 SF 30' - 5 1/4" 26 ' - 4 1 / 4 " 44 ' - 4 " 6' - 1 1 / 4 " 5' - 4 1/4" 52' - 3 1/4" 68' - 0 1/2" NOTE: NO EXISTING EASEMENTS ON SITE Land Scaped Area (Verify Existing Plants) 3' - 0 3 / 4 " 3' - 2 1 / 2 " 3' - 1 3 / 4 " 2' - 1 1 1 / 4 " 2' - 1 0 1 / 4 " 3' - 0 3 / 4 " 3' - 0 3 / 4 " 3' - 0 3 / 4 " 2' - 7"2' - 4"2' - 7"2' - 4"2' - 10" 805 E Clemensen Ave Unit# 2 805 E Clemensen Ave 1 SE W E R SE W E R SE W E R SEWERSEWERSEWERSEWER NEW CONNECTION SE W E R SEWERSEWERSEWER NEW CONNECTION WA T E R WA T E R WA T E R WA T E R WATERWATERWATERWATER WA T E R WATER VIF VIF VIF VIFVIF VIF 5% 5% 5%5%5% 5% 5% 5% 5%5% 5% 5% 2% 2%2% 2% 2% 2% 2% 2% 2%2%2% 2% 2% 2% 2% 1 6' - 7 1 / 4 " 6" E A V E S 6" EAVES 6" EAVES 6" E A V E S 7' - 9 1/4" 7' - 3 1/4" 44 ' - 1 0 " EAVES SHALL BE A MINIMUM OF 5' FROM PROPERTY LINES TO AVOID FIRE SEPERATION DETAILS. REFER TO DETAIL 2/AD WHERE APPLICABLE & FIRE TABLE 2 2 VIFVIF (N) CONCRETE (E) GARAGE ~388 SF 3 LANDSCAPE LEGEND Canopy Tree (24" Box) Landscape Area / Ground Cover 5-Gallon Shrub 1-Gallon Shrub 3/16" = 1'-0" SITE & LANDSCAPE PLAN1 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 3 P M A02 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT SITE PLAN 1.(E) SUNROOM TO BE DEMOLISHED FOR (N) ADU. ASSUMED TO BE UNPERMITTED AS NO PUBLIC BUILDING PERMIT IS SHOWN ON PUBLIC PORTAL. 2. WATER AND WASTE LINES TO BE SHARED BETWEEN ADU AND MAIN RESIDENCE. 3. ADU REQUIRES NO GAS LINES (FULLY ELECTRIC). 4. (N) MINI SPLITS TO BE INSTALLED PER TITLE 24 SPECIFICATIONS. 5. (N) 100 AMP SUBPANEL FOR THE ADU TO BE CONNECTED TO (E) 200 AMP PANEL. 6. (N) ELECTRIC TANKED WATER HEATER TO BE INSTALLED FOR ADU PER TITLE 24 SPECS. 7. (E) WATER METER 8. (E) GAS METER 9. (E) ELECTRIC METER SITE PLAN NOTES LANDSCAPE NOTES FRONT YARD LANDSCAPING (PER SAMC §41-240): Provide minimum of one (1) 24" box canopy tree, ten (10) 5-gallon shrubs, six (6) 1-gallon shrubs, and groundcover for remaining yard area. Final plant species and drought-tolerant landscaping to comply with SAMC §41-240 prior to final inspection. SHARED WATER AND SANITARY SEWER LINES SERVING THE PRIMARY RESIDENCE AND ADU ARE SHOWN SCHEMATICALLY. SANITARY SEWER SIZE SHALL MATCH EXISTING, 3" MINIMUM. DOMESTIC COLD WATER SUPPLY TO ADU SHALL BE 3/4" MINIMUM, OR SIZED PER CPC. FINAL ROUTING, SIZING, AND POINT OF CONNECTION TO BE VERIFIED IN FIELD BY LICENSED PLUMBING CONTRACTOR AND APPROVED BY INSPECTOR. SHARED WATER & SEWER 1 LOT SHALL BE GRADED TO DRAIN SURFACE WATER AWAY FROM THE FOUNDATION. THE GRADE SHALL FALL NOT FEWER THAN 6 INCHES WITHIN THE FIRST 10 FEET. IMPERVIOUS SURFACE MAY BE MIN 2% SLOPE. DRAINS OR SWALES SHALL BE PROVIDED WHERE 10' DISTANCE CAN'T BE PROVIDED(CRC R401.3). PLEASE SHOW. SITE DRAINAGE1 No.Description Date 1 BLDG PC1 11/19/2025 2 BLDG PC2 1/30/2026 3 BLDG PC3 2/24/2026 WH DW 3 3 5 C A 7 6 B 3 A05 8 1 A05 16LIVING AREA BEDROOM DINING & KITCHEN 5' - 3"1' - 9" 16 ' - 1 1 " 25' - 0 1/2" 25 ' - 1 1 1 / 4 " 6' - 6 1 / 4 " 16 ' - 0 " 3' - 7 " 8' - 5 1 / 2 " 3' - 1 1 1 / 2 " 10 ' - 7 1 / 2 " 6' - 3 1 / 2 " 32 ' - 5 1 / 2 " 17' - 1 1/2" 13 ' - 8 " 5' - 7 1 / 2 " 6' - 10" BATH WIC LNDRY 4' - 4 " 12 ' - 1 1 / 2 " 1' - 3" 1 AD 1' - 3 " LOUVERED1 LOUVERED1 1 1 1 MI N 3' - 0 " MIN 3' - 0" 7' - 0" 12 ' - 1 0 1 / 2 " Wall Legend New Wall Existing Wall Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 4 P M A03 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT PROPOSED FLOOR PLAN 1/4" = 1'-0" PROPOSED PLAN1 Door Schedule Tag Width Height Count 3 3' - 0"6' - 8"2 5 4' - 6"6' - 8"1 6 3' - 0"6' - 8"1 7 3' - 0"6' - 8"1 8 1' - 11"5' - 0"1 16 11' - 0"7' - 6"1 Window Schedule Tag Width Height Count A 4' - 0"4' - 0"1 B 2' - 0"2' - 0"1 C 3' - 0"3' - 0"1 160 CFM RANGE EXHAUST FAN TO BE INSTALLED OVER ELECTRIC COOKTOP MINISPLITS TO BE INSTALLED PER TITLE24 CALCULATION SPECIFICATIONS STACKED/COMBO LAUNDRY MACHINE ALL STRUCTURES WILL MATCH IN COLOR, MATERIAL, AND AESTHETIC. ALL ROOFLINES MATCH IN SIMILAR PITCH, COLOR, AND MATERIAL FOR ALL UNITS. DUCTS FOR DRYER VENTS SHALL BE A MINIMUM OF 4 ” IN DIAMETER. THE EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LENGTH OF 14 FEET, INCLUDING TWO 90 DEGREE ELBOWS. (CMC 504.4.2). RECYCLE AND/OR SALVAGE FOR REUSE A MINIMUM OF 65 PERCENT OF THE NONHAZARDOUS CONSTRUCTION AND DEMOLITION WASTE IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE, CHAPTER 4, DIVISION 4.4." CRC R334.1 ENCLOSED ELECTRIC TANKED WATER HEATER OUTSIDE OF RESIDENCE. *VIEW DEMO PLAN FOR DEMO WALLS MAXIMUM THRESHOLD AND A LANDING OF NOT LESS THAN 36 ” MEASURED IN THE DIRECTION OF TRAVEL FOR DOORS #6 AND #16 (CRC R311.3). R311.3.1 FLOOR ELEVATIONS AT THE REQUIRED EGRESS DOORS LANDINGS OR FINISHED FLOORS AT THE REQUIRED EGRESS DOOR SHALL BE NOT MORE THAN 11/2 INCHES (38 MM) LOWER THAN THE TOP OF THE THRESHOLD. EXCEPTION: THE LANDING OR FLOOR ON THE EXTERIOR SIDE SHALL BE NOT MORE THAN 7 3/4 INCHES (196 MM) BELOW THE TOP OF THE THRESHOLD PROVIDED THAT THE DOOR DOES NOT SWING OVER THE LANDING OR FLOOR. FLOOR PLAN NOTES COMMON AREA: 372 SF PRIVATE AREA: 344 SF TOTAL AREA: 716 SF COMMON AREA: 51.7% PRIVATE AREA: 48.3% COMPLIES WITH 50/50 SPACE REQUIREMENT. COMMON VS. PRIVATE SPACE CALCULATION 1 Interior View 12 Interior View 23 2 No.Description Date 1 BLDG PC1 11/19/2025 2 BLDG PC2 1/30/2026 (E) SUN ROOM TO BE DEMOLISHED 20 ' - 4 " 18' - 1" (E) FRONT PORCH Demo Plan Legend New Wall Existing Wall Demo 1/4" = 1'-0" EXISTING & DEMO PLAN1 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 4 P M A04 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT EXISTING & DEMO PLANS DEMO PLAN NOTES THE PROJECT CONSISTS OF THE COMPLETE DEMOLITION OF THE EXISTING SUNROOM STRUCTURE AND CONSTRUCTION OF A NEW DETACHED ACCESSORY DWELLING UNIT (ADU) IN ITS PLACE. WORK SHALL COMPLY WITH ALL APPLICABLE CODES AND STANDARDS ENFORCED BY THE ORANGE COUNTY BUILDING DEPARTMENT. EXISTING SUNROOM , INCLUDING SLAB/FOUNDATION, WALLS, ROOF STRUCTURE, WINDOWS, AND FINISHES, TO BE FULLY DEMOLISHED AND REMOVED FROM SITE. DEMOLITION WORK TO BE PERFORMED IN ACCORDANCE WITH 2022 CALIFORNIA BUILDING CODE (CBC), CALIFORNIA RESIDENTIAL CODE (CRC), AND ORANGE COUNTY DEMOLITION GUIDELINES. DISCONNECT, CAP, AND SECURE ALL UTILITIES (ELECTRICAL, PLUMBING, GAS, HVAC) PER APPLICABLE CODES AND UTILITY PROVIDER REQUIREMENTS. CONTRACTOR IS RESPONSIBLE FOR SAFE DISPOSAL OF ALL DEBRIS AND PROVIDING PROOF OF COMPLIANCE WITH ORANGE COUNTY CONSTRUCTION & DEMOLITION (C&D) WASTE MANAGEMENT PROGRAM (MINIMUM 65% DIVERSION RATE). No.Description Date 4" / 1 2 " 4" / 12"4" / 12" 4" / 12" 4" / 1 2 " 4" / 1 2 " 4" / 12" 4" / 1 2 " 4" / 1 2 " 4" / 12" 4" / 12" 4" / 1 2 " 4" / 12" (E) ROOF (N) ROOF 2 AD Typ SO F F I T V E N T I N G 17 ' - 7 " 14 ' - 4 " 31 ' - 8 " SO F F I T V E N T I N G SO F F I T V E N T I N G SO F F I T V E N T I N G 2 PROVIDE APPROX. 40 –45 LINEAR FEET TO ACHIEVE MIN. ≈ 399 IN² NFVA 2 Finished Floor 0' - 0" Ceiling Height 8' - 0" Roof Peak 14' - 6" R-15 PER T24 R-30 PER T24 Finished Grade -0' - 8" 9 AD 2 Finished Floor 0' - 0" Ceiling Height 8' - 0" Roof Peak 14' - 6" 1 AD 1 1 R-15 PER T24 R-30 PER T24 Typ 2 AD Finished Grade -0' - 8" 8 AD 3/16" = 1'-0" Roof Plan2 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 5 P M A05 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT Cross Sections & Roof 3/8" = 1'-0" Section 13 3/8" = 1'-0" Section 21 FLOOR PLAN NOTES ~ADU ROOF SHALL MATCH EXISTING SFR~ ROOF MANUFACTURER DETAILS: GAF TIMBERLINE SERIES, CLASS A ASPHALT SHINGLE, ICC-ES EVALUATION REPORT ESR-1475. MATERIAL: ASPHALT SHINGLES WILL BE USED AS THE PRIMARY ROOFING MATERIAL. UNDERLAYMENT: ROOFING FELT UNDERLAYMENT WILL BE INSTALLED BENEATH THE ASPHALT SHINGLES FOR ADDED WATERPROOFING. INSTALLATION: SHINGLES, UNDERLAYMENT, AND FLASHINGS MUST BE INSTALLED IN ACCORDANCE WITH IBC SECTION 1507.2 OR IRC SECTION R905.2, EXCEPT AS NOTED IN THE RELEVANT REPORT. INSTALLATION WILL FOLLOW MANUFACTURER INSTRUCTIONS AND LOCAL BUILDING CODES. FLASHING & FASTENERS: FLASHING WILL BE APPLIED AT PENETRATIONS, VALLEYS, AND SIDEWALLS. GALVANIZED ROOFING NAILS WILL SECURE THE SHINGLES TO THE ROOF DECK. COMPLIANCE: INSTALLATION MUST COMPLY WITH §R905 CRC AND ALL APPLICABLE LOCAL CODES. ATTIC VENT NOTES LOAD CALCS LOAD CALCULATION SUMMARY (NEC 220) MAIN RESIDENCE (2,016 SF, MIXED FUEL): • GEN. LIGHTING & RECEPTACLES: 6,048 VA • APPLIANCES, HVAC, MISC.: 22,000 VA • SUBTOTAL: 28,048 VA → ~117A @ 240V ADU (705 SF, ALL-ELECTRIC): • GEN. LIGHTING & RECEPTACLES: 2,115 VA • RANGE, DRYER, HVAC, WH, MISC.: 20,625 VA • SUBTOTAL: 22,740 VA → ~95A @ 240V COMBINED LOAD ESTIMATE: • TOTAL CONNECTED LOAD: ~50,788 VA • DEMAND-ADJUSTED LOAD: ~41,000 VA • ESTIMATED AMPERAGE: ~171A @ 240V PROPOSED SERVICE: • EXISTING 200A MAIN PANEL TO REMAIN. • NEW 100A SUBPANEL TO SERVE THE FULLY ELECTRIC ADU, FED FROM MAIN PANEL. • LOAD CALCULATIONS CONFIRM EXISTING SERVICE CAPACITY IS SUFFICIENT. ATTIC / ROOF AREA ≈ 716 SF REQUIRED NET FREE VENT AREA (NFVA): 716 SF ÷ 150 = 4.77 SF NFVA REQUIRED 4.77 SF × 144 = 687 IN² NFVA REQUIRED (MIN.) HIGH VENTING: – (4) ROOF VENTS (O ’HAGIN OR EQUAL / GREATER), INSTALLED WITHIN 3'-0" OF RIDGE – ≈ 72 IN² NFVA EACH – TOTAL HIGH VENTING PROVIDED ≈ 288 IN² NFVA LOW VENTING: – CONTINUOUS / LINEAR SOFFIT VENTS (OR EQUIVALENT) PROVIDED ALONG EAVE LINE – PROVIDE APPROX. 40 –45 LINEAR FEET TO ACHIEVE MIN. ≈ 399 IN² NFVA TOTAL PROVIDED NFVA ≈ 687 IN² (MEETS 1/150 REQUIREMENT). VENTILATION IS DISTRIBUTED BETWEEN HIGH AND LOW LOCATIONS TO PROVIDE CONTINUOUS AIRFLOW IN ACCORDANCE WITH CRC R806.2. FINAL VENT TYPES, SIZES, AND NFVA RATINGS SHALL MATCH MANUFACTURER SPECIFICATIONS. FINAL VENT LOCATIONS AND EXACT COUNTS MAY BE ADJUSTED IN THE FIELD, PROVIDED THE MINIMUM REQUIRED 687 IN² TOTAL NFVA AND HIGH/LOW DISTRIBUTION ARE MAINTAINED. 1 2 No.Description Date 1 BLDG PC1 11/19/2025 2 BLDG PC2 1/30/2026 SM S/C WH EL E C T M E T E R ELECTRICAL LEGEND LIGHT SYMBOLS EXHAUST FAN GFCI OUTLET AFCI DUPLEX SWITCH SMOKE / CARBON DETECTORC/S 3 A05 1 A05 LOUVERED1 VS 1 1 2 4 6 7 8 9 9 5 LOUVERED 1 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 5 P M A06 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT MEP Plan 1/4" = 1'-0" MEP PLANS1 MEP NOTES 1.160 CFM RANGE EXHAUST FAN TO BE INSTALLED OVER ELECTRIC COOKTOP 2. 240V OUTLET FOR WH, DRYER AND COOKTOP. 3. 120V GFCI OUTLET PER CEC 210.52E, 210.8A, AND 406.9B 4. ALL BATHROOMS WITH A BATHTUB OR SHOWER SHALL BE MECHANICALLY VENTILATED WITH MINIMUM 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS FANS. ALL FANS SHALL BE HUMIDITY-CONTROLLED PER CALGREEN 4.506.1. 5. DISCONNECTS TO BE PROVIDED TO CONDENSOR UNITS PER CEC 440.14 6. BATHTUB AND SHOWER FLOORS AND WALLS ABOVE BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPARTMENTS SHALL BE FINISHED WITH A NONABSORBENT SURFACE. SUCH WALL SURFACES SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 FEET ABOVE THE FLOOR (CRC R307.2). 7. OPENING OF NOT LESS THAN 100 SQ. IN. FOR MAKEUP AIR SHALL BE PROVIDED IN THE DOOR OR BY OTHER APPROVED MEANS TO THE LAUNDRY ROOM (CMC 504.4.1 & 701.3). 8. IN BATHROOMS, LAUNDRY ROOMS, AND WALK-IN CLOSETS, AT LEAST ONE INSTALLED LUMINAIRE SHALL BE CONTROLLED BY AN OCCUPANCY OR VACANCY SENSOR PROVIDING AUTOMATIC-OFF FUNCTIONALITY. (SECTION 150.0(K)2EI). 9. OUTDOOR LIGHTING (ABOVE LANDINGS AND ENTRY DOORS) ATTACHED TO A BUILDING AND SEPARATELY CONTROLLED FROM THE INSIDE OF A DWELLING UNIT SHALL MEET THE REQUIREMENT IN ITEM I AND THE REQUIREMENTS IN EITHER ITEM II OR ITEM III (SECTION 150.0(K)3A): I. CONTROLLED BY A MANUAL ON AND OFF CONTROL SWITCH THAT PERMITS THE AUTOMATIC ACTIONS OF ITEM II OR III BELOW ; AND II. CONTROLLED BY A PHOTOCELL AND EITHER A MOTION SENSOR OR AN AUTOMATIC TIME SWITCH CONTROL; OR III. CONTROLLED BY AN ASTRONOMICAL TIME CLOCK CONTROL. CONTROLS THAT OVERRIDE TO ON SHALL NOT BE ALLOWED UNLESS THE OVERRIDE AUTOMATICALLY RETURNS THE AUTOMATIC CONTROL TO ITS NORMAL OPERATION WITHIN 6 HOURS. AN ENERGY MANAGEMENT CONTROL SYSTEM THAT PROVIDES THE SPECIFIED LIGHTING CONTROL FUNCTIONALITY AND COMPLIES WITH ALL REQUIREMENTS APPLICABLE TO THE SPECIFIED CONTROLS MAY BE USED TO MEET THESE REQUIREMENTS. 1 1 No.Description Date 1 BLDG PC1 11/19/2025 Finished Floor 0' - 0" Ceiling Height 8' - 0" Roof Peak 14' - 6" ADU Finished Grade -0' - 8"0' - 7 1 / 2 " LANDING HEIGHT Finished Floor 0' - 0" Ceiling Height 8' - 0" Roof Peak 14' - 6" ADU Finished Grade -0' - 8"0' - 7 1 / 2 " Finished Floor 0' - 0" Ceiling Height 8' - 0" Roof Peak 14' - 6" ADU WH ENCLOSURE Finished Grade -0' - 8"0' - 7 1 / 2 " LANDING HEIGHT2 ADU WH ENCLOSURE Finished Grade -0' - 8"0' - 7 1 / 2 " LANDING HEIGHT Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 6 P M A07 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT ELEVATIONS 1/4" = 1'-0" West Elevation3 1/4" = 1'-0" South Elevation1 1/4" = 1'-0" East Elevation2 1/4" = 1'-0" North Elevation4 ELEVATION NOTES NEW ADU EXTERIOR ELEVATIONS SHALL MATCH THE ARCHITECTURAL STYLE, PROPORTIONS, MATERIALS, AND FINISHES OF THE EXISTING PRIMARY RESIDENCE TO MAINTAIN COHESIVE AESTHETICS AND NEIGHBORHOOD CHARACTER. EXTERIOR WALL FINISH TO MATCH EXISTING RESIDENCE IN TEXTURE, MATERIAL, AND COLOR (E.G., SMOOTH STUCCO, SKIP TROWEL, BOARD AND BATTEN, OR HORIZONTAL LAP SIDING). FINISH COAT TO MATCH EXISTING COLOR USING MANUFACTURER’S SPECIFICATION OR FIELD COLOR MATCH. MATCH EXISTING WINDOW AND DOOR TRIM IN SIZE, PROFILE, AND MATERIAL. PROVIDE MATCHING FASCIA BOARDS, CORNER TRIM, AND OTHER DECORATIVE ARCHITECTURAL ELEMENTS CONSISTENT WITH THE EXISTING RESIDENCE. ROOF OVERHANGS, EAVES, RAKE DETAIL, AND RIDGE LINE HEIGHTS TO REFLECT PROPORTIONS OF THE EXISTING RESIDENCE. PROVIDE CONSISTENT EAVE DEPTH AND SOFFIT TREATMENT (E.G., VENTED OR CLOSED SOFFITS). FASCIA SIZE AND PROFILE TO MATCH EXISTING (E.G., 2X6 WITH DRIP EDGE FLASHING). WINDOW AND DOOR STYLES TO MATCH EXISTING IN OPERATION TYPE, GRID PATTERN (IF ANY), AND FRAME MATERIAL/COLOR. MAINTAIN CONSISTENT HEAD HEIGHTS AND ALIGNMENT WITH HORIZONTAL BANDS OF THE EXISTING STRUCTURE, WHERE APPLICABLE. NEW FENESTRATION TO MEET CURRENT TITLE 24 ENERGY EFFICIENCY ADU PLATE HEIGHTS AND RIDGE ELEVATIONS SHALL BE PROPORTIONAL TO THE MAIN HOUSE AND WITHIN THE ALLOWABLE HEIGHT LIMITS SET BY ORANGE COUNTY ZONING CODE. EXTERIOR LIGHT FIXTURES TO COMPLEMENT THOSE ON THE EXISTING RESIDENCE. No.Description Date 2 BLDG PC2 1/30/2026 1 HOUR RATED AND STC 50 TO 54 PER GA FILE No. WP 3242 1 LAYER 5/8" TYPE 'X' GYP. BD. EACH SIDE 3" MIN. BATT INSULATION MIN. 2X4 STUDS AT 24" O.C., SEE STRUCTURAL DRAWINGS RESILIENT CHANNELS PERPENDICULAR TO JOISTS AT 16" O.C. PROVIDE FIRE BLOCKING AT 10'-0" HORIZONTALLY AND VERTICALLY FIRE-RESISTANCE-RATED FLOOR/CEILING AND WALL ASSEMBLIES SHALL EXTEND TO AND BE TIGHT AGAINST THE EXTERIOR WALL, AND WALL ASSEMBLIES SHALL EXTEND FROM THE FOUNDATION TO THE UNDERSIDE OF THE ROOF SHEATHING. NOTE: WHERE PENETRATIONS OCCUR, PROVIDE UL-LISTED FIRESTOP AND ACOUSTICAL SEALANT SYSTEMS TO MAINTAIN REQUIRED FIRE-RESISTANCE AND STC RATING. NOTE: CONTRACTOR MAY PROVIDE ANY EQUIVALENT 1- HOUR FIRE-RATED INTERIOR PARTITION ASSEMBLY MEETING STC 50 –54. DETAIL SHOWN IS A BASELINE REFERENCE (GA WP 3242). CONTRACTOR MAY SUBMIT MANUFACTURER CUT SHEETS OF THEIR SELECTED SYSTEM TO THE BUILDING INSPECTOR FOR FINAL APPROVAL. PENETRATIONS SHALL BE PROTECTED BY AN APPROVED PENETRATION FIRESTOP SYSTEM INSTALLED AS TESTED IN ACCORDANCE WITH ASTM E814 OR UL 1479, WITH A POSITIVE PRESSURE DIFFERENTIAL OF NOT LESS THAN 0.01 INCH OF WATER (3 PA) AND SHALL HAVE AN F RATING OF NOT LESS THAN THE REQUIRED FIRE-RESISTANCE RATING OF THE WALL OR FLOOR- CEILING ASSEMBLY PENETRATED (CRC R302.4.1.2). 2 SEE PLAN ROOFING (SEE PLAN) 2X BLK'G 1x4 OVER 2x6 FASCIA 1X4 ''V'' GROOVE T+G SOFFIT OVER 5/8'' TYPE 'X' GYP. BD WHEN LESS THAN 5'-0" TO PROPERTY LINE FOR 1 HOUR FIRE RATING STUCCO EXT. FINISH 1/2" GYP. WHERE SLOPE CEILING OCCURS. GA P1" IF EAVE IS < 5' TO PL: 1-HR FIRE RATED ROOF EAVE IS PROVIDED. NO OPENINGS ARE ALLOWED ON THE UNDERSIDE OF THE EAVES. THE FIRE-RESISTANCE RATING SHALL BE REDUCED TO 0 HRS ON THE UNDERSIDE OF THE EAVE OVERHANG IF FIREBLOCKING IS PROVIDED FROM THE WALL TOP PLATE TO THE UNDERSIDE OF THE ROOF SHEATHING 2 FLOOR LEVEL OPENABLE AREA EMERGENCY ESCAPE/ RESCUE OPENING (R310) SINGLE CASEMENT: 2-4 X 4-0, 2-6 X 3-6 DOUBLE CASEMENT: 4-8 X 4-0 CASEMENT/ FIXED COMBO: 7-0 X 4-0 OTHER WINDOW TYPES REQUIRE MNFR. DATA SINGLE/ DOUBLE HUNG: 3-0 X 5-0, 3-0 X 5-6 ,3-4 X 5-0, 3-8 X 5-0, 4-0 X 5-0 SLIDER: 4-0 X 4-0, 5-0 X 3-6, 6-0 X 3-0 SLIDER/ FIXED COMBO: 8-0 X 4-0, 10-0 X 4-0, 12-0 X 3-0 5.7 S.F. • • • 20" MIN. CLEAR WIDTH 24" MIN. CLEAR HEIGHT 5.0 SF MIN. OPENABLE AREA AT GRADE FLOOR ONLY, 5.7 SF MIN. ELSEWHERE. APPROXIMATE WINDOW SIZES ALLOWING FOR 5.0 SF. TO MEET MINIMUM EGRESS REQUIREMENTS OPENABLE AREA 5. 7 S . F . 41 " C L E A R CLR. 20" MIN. CLEAR 34" CL R . 24 " M I N . VERIFY ACTUAL WINDOW DIMENSIONS WITH MANUFACTURER. MA X . 4 4 " 5.0 S.F. 5. 0 S . F . 5" 4" ? SLOPE GRADE 2% MIN. FOR 60" SHEARWALL PER PLAN 3/ 8 " STUD WALL PER PLAN 7/8" (3) COAT CEMENT STUCCO INSTALL PER CRC SECTION R703 MI N . 8" CORROSION RESISTANT WEEP SCREED 26 GAUGE MIN. MI N . 4" SHEARWALL PER PLAN 3/ 8 " STUD WALL PER PLAN 7/8" (3) COAT CEMENT STUCCO INSTALL PER CRC SECTION R703 2" M I N . SLOPE 2% MIN. FOR 60" WEEP SCREED 26 GA MIN. "J" or "L" PROFILE EXTERIOR FLATWORK PER PLAN BACKER ROD & SEALANT 2" M I N . NTS 1 HOUR STC 50 TO 54 INTERIOR PARTITION1 NTS EAVE TYP.2 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 7 P M AD ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT ARCHITECTURAL DETAILS NTS AIP - Doorbell3 NTS AIP - Electrical4 NTS AIP - Grab Bars5 NTS AIP - Interior Doors6 NTS EGRESS REQUIREMENTS7 NTS WEEP SCREED TYPICAL8 2 NTS WEEP SCREED @ HARDSCAPE TYPICAL9 2 No.Description Date 2 BLDG PC2 1/30/2026 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 0 9 P M GN1 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT Green Notes 1 No.Description Date 1 BLDG PC1 11/19/2025 Scale THESE PLANS ARE THE PROPERTY OF MICHAEL'S DRAFTING LLC. THEY ARE PROVIDED AS A SERVICE AND ARE PROTECTED BY COPYRIGHT. ANY COPYING, REPRODUCTION, OR REDISTRIBUTION OF THESE PLANS WITHOUT EXPLICIT WRITTEN PERMISSION FROM THE OWNER IS STRICTLY PROHIBITED. AS NOTED Michael Barber michaelsdrafting (909) 486-3789 Drafter / Designer Rohit Grandhi Grandhi Consults. (908) 858-6325 Structural Engineer Oscar Bautista T24 PRO (626) 434-0930 T24 Consultant 3/3/2026 3/ 3 / 2 0 2 6 1 : 1 3 : 1 1 P M GN2 ADU: 805 E Clemensen Ave Unit# 2 ADU PROJECT Green Notes 2 No.Description Date 1 BLDG PC1 11/19/2025 1 2 1 CONCRETE NOTES 1.ALL STRUCTURAL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE MIN 2500 PSI, U.N.O. 2.CONCRETE IS REINFORCED AND CAST-IN-PLACE UNLESS OTHERWISE NOTED. WHERE REINFORCING IS NOT SPECIFICALLY SHOWN OR WHERE DETAILS ARE NOT GIVEN, PROVIDE REINFORCING SIMILAR TO THAT SHOWN FOR SIMILAR CONDITIONS, SUBJECT TO REVIEW BY THE OWNER'S REPRESENTATIVE. 3.ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF ACI318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND THE LATEST EDITION OF ACI117 "SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS". 4.NO MORE THAN ONE GRADE OF CONCRETE SHALL BE ON THE JOB SITE AT ANY ONE TIME. 5.CONCRETE MIXES SHALL BE PREPARED WITH TYPE II/V PORTLAND CEMENT CONFORMING TO ASTM C150. 6.CONCRETE MIX DESIGNS CONTAINING FLY ASH MAY BE USED WHERE CONCRETE IS NOT VISUALLY EXPOSED. FLY ASH SHALL CONFORM WITH ASTM C618 AND MAY REPLACE UP TO 20% PORLAND CEMENT BY VOLUME. 7.CONCRETE MIX PROPORTIONING SHALL MEET STATISTICAL STRENGTH REQUIREMENTS OF ACI 301 AND ACI 214R. MIX DESIGNS SHOWING COMPLIANCE WITH STRENGTH REQUIREMENTS TO BE SUBMITTED TO E.O.R FOR REVIEW. 8.NORMAL WEIGHT CONCRETE AGGREGATES SHALL CONFORM TO ASTM C33. LIGHT WEIGHT CONCRETE AGGREGATES SHALL CONFORM TO ASTM C330. 9.CONCRETE STRENGTH TEST REPORTS SHALL BE IN COMPLIANCE WITH ACI 318 AND SHALL BE SUBMITTED TO E.O.R. 10.WATER USED IN MIXING CONCRETE SHALL CONFORM WITH ASTM C1602. 11.THOROUGHLY CLEAN AND ROUGHEN ALL HARDENED CONCRETE AND MASONRY SURFACES TO RECEIVE NEW CONCRETE. INTERFACE SHALL BE ROUGHENED TO A FULL AMPLITUDE OF 1/4", U.O.N. WOOD SPECIFICATIONS & NOTES 1.SAWN FRAMING LUMBER - DOUGLAS FIR-LARCH U.N.O: a.BEAMS/ POST/ RAFTERS & ALL OTHER STRUCTURAL FRAMING: ·2x, 4x MEMBERS: NO. 2 ·6x, 8x MEMBERS: NO. 1 b.STUDS: USE STUD GRADE IF HEIGHT UP TO 9'-0" AND NO. 2 IF TALLER THAN 9'-0". c.PLATES AND BLOCKING: NO. 2 d.ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY TO BE PRESSURE PRESERVATIVE TREATED. e.ALL FRAMING LUMBER SHALL HAVE 19% MAXIMUM MOISTURE CONTENT AT TIME OF INSTALLATION AND FABRICATION. 2.ENGINEERED LUMBER: ALL VERSA-LAM LAMINATED VENEER LUMBER MEMBERS (LVL) SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH ICC ES ESR-1040: a.BEAM/HEADERS WITH 1 3/4" WIDE:Fb = 2800 psi, Fv = 285 psi, E = 2.0E6 psi b.BEAM/HEADERS WITH 3 1/2" AND WIDER:Fb = 3100 psi, Fv = 285 psi, E = 2.0E6 psi c.RIMBOARD:Fb = 1750 psi, Fv = 225 psi, E = 1.3E6 psi 3.DIAPHRAGM (U.N.O. ON PLAN): a.ROOF SHEATHING: INSTALL 15/32" THICK APA-RATED EXP 1 PANELS WITH A MINIMUM SPAN RATING OF 32/16. FASTEN USING 8D COMMON NAILS SPACED AT 6" O.C. AT PANEL EDGES AND BEARING SUPPORTS, AND 12" O.C. AT INTERMEDIATE FRAMING. b.FLOOR SHEATHING: INSTALL 23/32" APA-RATED STURD-I-FLOOR TONGUE-AND-GROOVE EXP 1 PANELS WITH A MINIMUM SPAN RATING OF 24" O.C. SECURE WITH 10D COMMON NAILS SPACED AT 6" O.C. AT PANEL EDGES AND BEARING SUPPORTS, AND 12" O.C. AT INTERMEDIATE FRAMING. c.INSTALLATION AND USAGE REQUIREMENTS SHALL COMPLY WITH NER-108. d.ALL STRUCTURAL GRADE PANELS SHALL BE IDENTIFIED WITH A CERTIFICATION MARK FROM AN APPROVED AGENCY: APA, PFS/TECO, OR PITTSBURG. e.ADHESIVES USED FOR SECURING FLOOR SHEATHING TO FRAMING MEMBERS SHALL MEET APA SPECIFICATION AFG-01. f.ROOF DIAPHRAGM NAILING MUST BE VERIFIED PRIOR TO CONCEALMENT. PLYWOOD FACE GRAIN SHALL BE INSTALLED PERPENDICULAR TO SUPPORTS. FLOORS SHALL UTILIZE TONGUE-AND-GROOVE PANELS OR BLOCKED EDGES. PANEL SPANS SHALL BE IN ACCORDANCE WITH TABLE 2304.8(1). 4.STRUCTURAL GLUED LAMINATED MEMBERS: a.ALL STRUCTURAL GLUED LAMINATED MEMBERS SHALL BE COMBINATION 24F-V4 DF/DF (24F-V8 DF/DF AT ALL CONTINUOUS OR CANTILEVER APPLICATIONS) FABRICATED AND ERECTED IN ACCORDANCE WITH ANSI/ASTM STANDARD A190.1 AND ASTM D3737. b.ADHESIVE SHALL BE EXTERIOR TYPE ADHESIVE MEETING REQUIREMENTS OF US COMMERCIAL STANDARD PS-56 AND ASTM D3737. c.THE FABRICATOR SHALL FURNISH AITC CERTIFICATES TO THE STRUCTURAL ENGINEER AND THE BUILDING INSPECTION DEPARTMENT PRIOR TO FRAMING INSPECTION. 5.ALL LEDGERS SHOULD BE SPLICED WITH ST22 STRAP, U.N.O. 6.THE FRAMING CONTRACTOR SHALL NOTIFY THE E.O.R. IN WRITING PRIOR TO CONSTRUCTION IF THE ROOFING DEAD LOAD EXCEEDS 10 PSF. 7.STUD WALLS PERPENDICULAR TO CONCRETE OR MASONRY WALLS SHALL BE SECURED USING 5/8" DIAMETER x 8" LONG A307 ANCHOR BOLTS AT THE TOP, MID-HEIGHT, AND BOTTOM. 8.INSTALL WINDOWS AND DOORS IN STUD WALLS ONLY AFTER DEAD LOADS HAVE BEEN APPLIED. PROVIDE A 1/2" SHIM GAP AT THE HEAD FOR SETTLEMENT TOLERANCE. 9.ALL POSTS SHALL BE CONTINUOUS FROM FOUNDATION TO ROOF. WHERE DISCONTINUITY OCCURS AT JOIST SPACES OR ABOVE BEAMS/HEADERS TO LOWER TOP PLATES, PROVIDE SOLID BLOCKING WITH STUD POSTS. 10.ALL VERTICAL PIPES PASSING THROUGH PLATES AND/OR SOLID RIM BEAMS SHALL BE DRILLED WITH CLEAN-CUT HOLES MAINTAINING A 1/16" TOLERANCE. NOTCHING OR CUTTING OF PLATES IS STRICTLY PROHIBITED. 11.BLOCKING AND BRIDGING – PROVIDE AS FOLLOWS: a.INSTALL 2X SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL BEARING LOCATIONS. b.INSTALL 2X SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT SPACING NOT TO EXCEED 8'-0" ON CENTER, AND NOT MORE THAN 8'-0" FROM ANY SUPPORT. c.BLOCKING MAY BE OMITTED BETWEEN CEILING JOISTS AND RAFTERS THAT ARE 2X8 OR SMALLER. 2022 CBC TABLE 2304.10.2 FASTNING SCHEDULE 1. JOIST TO SILL OR GIRDER 2. BRIDGING TO JOIST 3. 1" x 6" SUBFLOOR OR LESS TO EACH JOIST 4. WIDER THAN 1" x 6" SUBFLOOR TO EACH JOIST 5. 2" SUBFLOOR TO JOIST OR GIRDER 6. SOLE PLATE TO JOIST OR BLOCKING SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL 7. TOP PLATE TO STUD 8. STUD TO SOLE PLATE 2x4 STUD 2x6 STUD 2x8 STUD 9. DOUBLE STUDS 6-8D 4-16D 8-8D 6-16D 11. BLOCKING BETWEEN JOIST OR RAFTERS TO TOP PLATE 12. RIM JOIST TO TOP PLATE 13. TOP PLATES, LAPS AND INTERSECTIONS 14. CONTINUOUS HEADER, TWO PIECES 15. CEILING JOISTS TO PLATE 16. CONTINUOUS HEADER TO STUD 17. CEILING JOISTS, LAPS OVER PARTITIONS 18. CEILING JOISTS TO PARALLEL RAFTERS 19. RAFTER TO PLATE 20. 1" DIAGONAL BRACE TO EACH STUD AND PLATE 21. 1" x 8" SHEATHING TO EACH BEARING 22. WIDER THAN 1" x 8" SHEATHING TO EACH BEARING 24. BUILT-UP GIRDER AND BEAMS 20D AT 32" O.C. 2-20D 2. JOIST CAN BE EITHER SAWN LUMBER OR I-JOIST PER PLAN NOTES: 1. COMMON NAILS SHALL BE USED (U.N.O.) 3-8D 2-8D 2-8D 3-8D 2-16D 16D (BOX) AT 16" O.C. (3) 16D (BOX) AT 16" 2-16D 4-8D 2-16D 16D (BOX) AT 24" O.C. 10. DOUBLED TOP PLATES 16D (BOX) AT 16" O.C. DOUBLE TOP PLATES 8-16D 3-8D 8D AT 6" O.C. 2-16D 16D 3-8D 4-8D 3-16D 3-16D 3-8D 2-8D 3-8D 3-8D 23. BUILT-UP CORNER STUDS 16D 25. 2" PLANKS 16D CONNECTION NAILING 26. COLLAR TIE TO RAFTER 27. JACK RAFTER TO HIP 28. ROOF RAFTER TO 2-BY RIDGE BEAM 29. JOIST TO BAND JOIST 30. LEDGER STRIP 3-10D 3-10D 2-16D 2-16D 2-16D 3-16D 3-16D LOCATION TOENAIL TOENAIL EA. END FACE NAIL FACE NAIL BLIND AND FACE NAIL TYPICAL FACE NAIL BRACED WALL PANELS BLIND AND FACE NAIL TOENAIL END NAIL TOENAIL END NAIL TOENAIL END NAIL FACE NAIL TYPICAL FACE NAIL TOENAIL TOENAIL 24" O.C. 16" O.C. AT EACH BEARING FACE NAIL FACE NAIL 16" O.C. ALONG EDGE TOENAIL TOENAIL FACE NAIL FACE NAIL LAP SPLICE TOENAIL FACE NAIL FACE NAIL FACE NAIL FACE NAIL AT TOP & BOTTOM STAGGERED ON OPPOSITE SIDES FACE NAIL AT ENDS & ATEACH SPLICE TOENAIL FACE NAIL TOENAIL FACE NAIL FACE NAIL FACE NAIL NAILING & HARDWARE NOTES 1.CONNECTORS FOR WOOD CONSTRUCTION NOTED ON PLANS AND DETAILS SHALL BE SIMPSON COMPANY STRONG-TIE CONNECTORS OR APPROVED EQUAL. 2.ALL JOIST HANGERS SHALL BE SIMPSON U HANGER, ALL BEAM HANGERS SHALL BE SIMPSON HU HANGERS U.N.O. ON PLAN OR DETAIL. FOLLOW MANUFACTURER'S RECOMMENDATIONS FOR INSTALLATION. 3.ALL MACHINE BOLTS SHALL CONFORM TO ASTM A307. 4.TYPICALLY SILLS ON CONCRETE FOOTING SHALL BE ANCHORED WITH 5/8" DIAMETER X 12" MIN. LENGTH MACHINE BOLTS WITH 7" EMBEDMENT AT 72" O.C.. LOCATE BOLTS 6" MIN. AND 12" MAX. FROM EACH END OF EACH STICK. THERE SHALL BE AT LEAST 2 BOLTS IN EACH STICK. 5.AT SHEAR WALLS, ANCHOR BOLT SPACING NOT OVER 48" O.C. SEE SHEAR WALL SCHEDULE FOR SPECIFIC SPACING OF ANCHOR BOLTS WHICH MAY BE NOTED AS LESS THAN 48" O.C.. ANCHOR BOLTS SHALL BE INSTALLED WITH PLATE WASHERS OF MIN. 3" SQ. x 0.229" THICK BETWEEN SILL PLATE AND NUT. EDGE(S) OF PLATE WASHERS SHALL BE 1/2" MAX. FROM INSIDE FACE OF SHEAR PANEL(S) PER DETAIL 1/SD.0. 6.AT NON SHEAR WALL, ROUND WASHERS SHALL BE USED ON ALL BOLTS AND SHOULD CONFORM WITH ANSI/ASME B 18.22.1. USE MIN. 1 3/8" Ø x 7/64" THICK WASHER FOR 1/2" Ø BOLT, 1 3/4" Ø x 9/64" THICK WASHER FOR 5/8" Ø BOLT AND 2 1/2" Ø x 11/64" THICK WASHER FOR 1" Ø BOLT. U.N.O. 7.AT INTERIOR NON-SHEAR WALLS, USE SIMPSON PHNW SERIES 0.145 Ø PINS WITH A PENETRATION OF 1 1/4" INTO SLAB AT 16" O.C. TO BE INSTALLED IN ACCORDANCE WITH ICC ESR-2138. 8.WHERE NOTCHES FOR PIPES, ETC. , EXCEED 1/3 THE WIDTH OF THE SILL, PLACE A BOLT WITHIN 6" OF EACH SIDE OF NOTCH. TIEDOWN BOLTS SHALL NOT BE CONSIDERED AS SILL BOLTS. 9.BOLT HOLES IN WOOD AND STEEL SHALL BE THE DIAMETER OF THE BOLT PLUS 1/16" 10.FASTENERS PENETRATING PRESSURE-PRESERVATIVE TREATED AND FIRE-RETARDANT TREATED WOOD SHALL BE HOT DEPPED GALVANIZED PER ASTM A153, CLASS D. 11.ALL NAILS SHALL BE SINKER NAILS AND STAGGERED U.N.O., EXCEPT AS SHOWN IN NAILING SCHEDULE. 12.ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. 13.LAG SCREWS PER ANSI/ASME STANDARD B18.2.1 PROVIDE LEAD HOLE SAME DIAMETER AND DEPTH AS SHANK AND THEN DRILL HOLE 60%-70% OF SHANK DIAMETER FOR THREADED PORTIONS. FOUNDATION NOTES 1.REFER TO NOTE #1 UNDER REINFORCED CONCRETE FOR CONCRETE STRENGTH SPECIFICATIONS. 2.THE REQUIREMENTS OUTLINED IN CHAPTER 18 OF THE CBC MUST BE ADHERED TO AS THE MINIMUM STANDARD UNLESS MORE STRINGENT REQUIREMENTS ARE SPECIFIED IN THE DRAWINGS OR TECHNICAL SPECIFICATIONS. 3.ALL CONCRETE SHALL MEET THE REQUIRED STRENGTH AND SLUMP PER STRUCTURAL DESIGN. WHEN EXPOSED TO SULFATE-CONTAINING SOLUTIONS, IT SHALL CONFORM TO ASTM C-150 TYPE V PORTLAND CEMENT AND COMPLY WITH CBC SECTION 1904 (ACI 318 SECTION 19.3.2.1). AGGREGATES MUST MEET ASTM C-33 STANDARDS, AND MIXING WATER MUST BE CLEAN AND POTABLE. 4.CONCRETE PLACEMENT MUST BE PERFORMED AS A CONTINUOUS OPERATION UNLESS OTHERWISE SPECIFIED. THE SLAB SURFACE SHALL BE CURED USING 'HUNTS' COMPOUND OR AN EQUIVALENT PRODUCT, OR BY OTHER METHODS IN ACCORDANCE WITH INDUSTRY BEST PRACTICES. 5.CALCIUM CHLORIDE-CONTAINING ADMIXTURES SHALL NOT BE USED IN THE CONCRETE MIX. 6.BEFORE PLACING CONCRETE, THE CONTRACTOR SHALL MOISTEN THE SAND/MEMBRANE UNDERLAYMENT TO ENSURE UNIFORM CURING. CONCRETE SLABS SHALL NOT BE POURED DURING OR IMMEDIATELY AFTER RAINFALL. THE SAND LAYER BENEATH VISQUEEN MUST NOT BE SATURATED AT THE TIME OF THE POUR, AND ANY STANDING WATER MUST BE REMOVED PRIOR TO PLACEMENT. 7.EXCAVATED FOOTING BOTTOMS MUST BE LEVEL, CLEAN, AND FREE OF LOOSE MATERIALS OR WATER BEFORE CONCRETE IS POURED. OVER-EXCAVATED AREAS MUST BE BACKFILLED WITH CONCRETE OR PROPERLY COMPACTED FILL. BACKFILLING SHOULD NOT OCCUR UNTIL THE SUPPORTING FOUNDATION, WALLS, AND SLAB HAVE REACHED ADEQUATE STRENGTH TO RESIST LATERAL SOIL PRESSURE. 8.FOOTINGS MUST REST ON UNDISTURBED NATIVE SOIL. 9.ALL EXCAVATIONS MUST BE PROPERLY BACKFILLED WITH NON-EXPANSIVE SOIL. HOWEVER, BACKFILL BEHIND RETAINING WALLS MUST ONLY BE PLACED AFTER THE CONCRETE OR MASONRY HAS REACHED ITS FULL DESIGN STRENGTH. 10.IF NO GEOTECHNICAL REPORT IS PROVIDED, IT IS THE RESPONSIBILITY OF THE LICENSED GENERAL CONTRACTOR OR OWNER-BUILDER TO VERIFY THAT THE STRUCTURE IS ENTIRELY SITUATED ON UNDISTURBED, NON-EXPANSIVE NATIVE SOIL. IF FILL, EXPANSIVE SOIL, OR ANY SIGNS OF GEOLOGICAL INSTABILITY ARE SUSPECTED, THE GEOTECHNICAL ENGINEER AND THE ENGINEER OF RECORD MUST BE CONSULTED TO MODIFY THE DESIGN ACCORDINGLY. 11.PRESATURATION REQUIREMENTS FOR SUBGRADE SOILS AND SETBACK DISTANCES FOR EXTERIOR FOOTINGS FROM DESCENDING SLOPES MUST BE FOLLOWED. 12.THE FINISHED GRADE AROUND THE PERIMETER OF THE SLAB SHALL BE CONSTRUCTED TO ENSURE THAT RAIN AND IRRIGATION WATER DRAINS AWAY FROM THE STRUCTURE. 13.SITE AND PAD PREPARATION, INCLUDING BUT NOT LIMITED TO GRADING, FILL COMPACTION, PRESATURATION, AND CONCRETE SLAB BASE PREPARATION, SHALL BE COMPLETED AS REQUIRED. 14.FOUNDATION DRAWINGS PREPARED BY THE ENGINEER OF RECORD REFLECT STRUCTURAL REQUIREMENTS. FOR DIMENSIONS, SLOPES, RECESSES, SHELVES, PATIOS, STOOPS, AND PORCHES NOT INDICATED IN THE FOUNDATION DRAWINGS, REFER TO THE ARCHITECTURAL PLANS. THE CONTRACTOR AND ARCHITECT MUST VERIFY ALL DIMENSIONS BEFORE CONSTRUCTION TO ENSURE PROPER FIT. 15.WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING SURFACE SHALL BE ROUGHENED TO A MINIMUM AMPLITUDE OF 1/4". 16.GRADE BEAMS SHALL BE POURED MONOLITHICALLY ALONG THEIR ENTIRE LENGTH. 17.ALUMINUM CONDUIT, SLEEVES, AND EMBEDS ARE NOT PERMITTED IN CONCRETE. 18.NO PIPES OR CONDUITS SHALL PASS BENEATH ISOLATED COLUMN FOOTINGS OR CONTINUOUS WALL FOOTINGS UNLESS SPECIFICALLY DETAILED AND APPROVED BY THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL. 19.ALL CONDUITS SHALL BE PLACED WITHIN THE MIDDLE ONE-THIRD OF THE SLAB THICKNESS. THE MAXIMUM CONDUIT DIAMETER SHALL BE 1-1/4", AND CONDUITS MUST BE SPACED AT LEAST 4 INCHES APART FROM EACH OTHER AND FROM REINFORCING STEEL UNLESS OTHERWISE APPROVED BY THE STRUCTURAL ENGINEER. 20.A MINIMUM OF ONE #4 REINFORCING BAR SHALL BE PROVIDED FOR ELECTRICAL GROUNDING, WITH THE LOCATION VERIFIED WITH THE ELECTRICAL CONTRACTOR. 21.ALL HOLDOWNS AND POST ANCHORS MUST BE SECURED IN PLACE PRIOR TO THE FOUNDATION INSPECTION. SHEET INDEX GENERAL NOTES & REQUIREMENTS. FOUNDATION DETAILS. S-0 S-1 FRAMING PLANS. SD.0 TYPICAL DETAILS. SD.1 STRUCTURAL DETAILS.SD.2 GENERAL NOTES DESIGN CRITERIA BUILDING CODE A. GENERAL 2022 CBC RISK CATEGORY II SOIL ENGINIEER SOILS REPORT EXEMPTIONS REPORT NUMBER PCC-06 DATE 7/1/2024 ALLOWABLE SOIL BEARING PRESSURE 1500 psf SITE CLASS D SHORT PERIOD SPECTRAL ACCELERATION, Ss 1 1ST PERIOD SPECTRAL ACCELERATION, S1 D-DEFAULT SHORT PERIOD ACCELERATION PARAMETER, SDS 1.334 1 SECOND ACCELERATION PARAMETER, SD1 0.475 SEISMIC RESPONSE COEFFIECIENT, Cs 1.067 0.578 RESPONSE MODIFICATION FACTOR, R 6.5 SEISMIC DESIGN CATEGORY 0.164 SEISMIC IMPORTANCE FACTOR, Ie DESIGN BASE SHEAR V = 0.7CsW 0.115W B. SOIL PARAMETERS D. LATERAL DESIGN PARAMETERS DESIGN SPEED EXPOSURE CATEGORY 95 mph C C. GRAVITY DESIGN PARAMETERS (psf) DEAD ROOF LIVE LIVE 15 20 ROOF EXTERIOR WALL INTERIOR WALL 17 - LOAD 10 1.REFERENCE TO CODES, RULES, REGULATIONS, STANDARDS, MANUFACTURER'S INSTRUCTIONS OR REQUIREMENTS OF REGULATORY AGENCIES IS TO THE LATEST PRINTED EDITION OF EACH IN EFFECT AT THE DATE OF SUBMISSION OF BID UNLESS THE DOCUMENT DATE IS SHOWN. 2.STRUCTURAL INFORMATION SHOWN ON FRAMING PLANS IS FOR THE MAIN STRUCTURAL ELEMENTS. NON-STRUCTURAL ELEMENTS SHALL BE CONSTRUCTED PER APPROVED CODE REQUIREMENTS. 3.DETAILS OF CONSTRUCTION NOT SHOWN SHALL BE OF SAME NATURE AS THOSE SHOWN FOR SIMILAR CONDITIONS. REFER TO THE TYPICAL DETAIL SHEETS FOR TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS APPLY TO ALL CONSTRUCTION UNLESS SPECIFICALLY NOTED OR SHOWN OTHERWISE. WHERE CONDITIONS REQUIRE MODIFICATIONS OF A TYPICAL DETAIL, THE CONTRACTOR SHALL SUBMIT MODIFIED DETAIL FOR APPROVAL BY THE EOR TO FABRICATION AND INSTALLATION. 4.DO NOT USE SCALED DIMENSIONS, USE WRITTEN DIMENSIONS. WHERE NO DIMENSION IS PROVIDE, CONSULT THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH THE WORK. FIELD MEASURE EXISTING DIMENSIONS NOT NOTED. 5.OMISSIONS OR CONFLICTS BETWEEN VARIOUS ELEMENTS OF THE DRAWINGS, NOTES, AND DETAILS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND RESOLVED BEFORE PROCEEDING WITH THE WORK. 6.THE CONTRACTOR SHALL VERIFY THE LOCATION OF EXISTING UTILITIES BEFORE BEGINNING WORK. SPECIAL CARE SHALL BE TAKEN TO PROJECT UTILITIES THAT ARE TO REMAIN IN SERVICE DURING CONSTRUCTION. 7.THE CONTRACTOR SHALL INFORM THE ENGINEER IN WRITING OF ANY DEVIATION FROM THE CONTRACT DOCUMENTS. 8.DRAWINGS AND SPECIFICATIONS REPRESENT FINISHED STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION, INCLUDING BUT NOT LIMITED TO SHORING AND TEMPORARY BRACING. THE CONTRACTOR SHALL TAKE ALL NECESSARY MEASURES TO INSURE SAFETY OF ALL PERSONS AND STRUCTURES AT THE SITE AND ADJACENT TO THE SITE. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT, ENGINEER OR CONSTRUCTION MANAGER SHALL NOT RELIEVE THE CONTRACTOR OF SUCH RESPONSIBILITY. 9.SPECIFICATIONS RELATED TO WATERPROOFING, INCLUDING BUT NOT LIMITED TO MEMBRANES, WATERSTOPS, SEALANTS, FLASHING, VAPOR BARRIER, ARE AS SPECIFIED BY ARCHITECT/WATER PROOFING CONSULTANT. 10.CONSTRUCTION MATERIALS SHALL BE DISTRIBUTED WHEN PLACED ON THE STRUCTURE SUCH THAT LOADS DO NOT EXCEED DESIGN LIVE LOADS OR RESULT IN AN UNBALANCED CONDITION. 11.APPROVAL FROM THE AUTHORITY HAVING JURISDICTION MUST BE OBTAINED PRIOR TO INSTALLATION OF ITEMS REQUIRING DEFERRED SUBMITTAL. 12.STRUCTURAL ELEMENTS INDICATED AS "BY OTHERS" ARE NOT INCLUDED IN THIS SCOPE OF WORK. 13.THE GENERAL CONTRACTOR SHALL PROVIDE SEPARATE SUBMITTALS FOR SUCH ELEMENTS TO THE ENGINEER OF RECORD FOR REVIEW. UPON EOR ACCEPTANCE, SUBMITTALS SHALL BE FORWARDED TO THE BUILDING DEPARTMENT FOR FINAL REVIEW AND APPROVAL. WIND PARAMETERS SEISMIC PARAMETERS MAIN LATERAL RESISTING SYSTEM WOOD SHEARWALL 8 - CEILING 10 1 1 SPECIAL INSPECTION: INSPECTION SCHEDULE SOIL CONDITION (SOIL REPORT) POST INSTALLED ANCHORS STRUCTURAL STEEL STRUCTURAL STEEL WELDING HIGH STRENGTH BOLTING MASSONRY WORK COLD FORMED STEEL CAST IN PLACE DEEP FOUNDATION REQ'D INSPECTION ITEMS CODE REFERENCE CBC Table 1705.3.8, ICC APPROVAL CBC 1705.2 CBC 1705.2 CBC 1705.2 CBC 1705.4 CBC 1705.12.2, 1705.13.3 CBC Table 1705.8 CBC Table 1705.6 EPOXY DOWELS ESR 4057 1.SPECIAL INSPECTIONS SHALL BE CONDUCTED IN ACCORDANCE WITH CBC CHAPTER 17. REFER TO THE INSPECTION SCHEDULE BELOW - ONLY THE MARKED ITEMS ARE REQUIRED. 2.THE OWNER MUST HIRE ONE OR MORE QUALIFIED SPECIAL INSPECTORS TO OVERSEE CONSTRUCTION INSPECTIONS. THESE INSPECTORS MUST DEMONSTRATE COMPETENCY IN THEIR SPECIFIC FIELD OF INSPECTION TO THE SATISFACTION OF THE BUILDING OFFICIAL. 3.WHEN WORK IS PERFORMED AT AN APPROVED AND REGISTERED FABRICATION FACILITY, SPECIAL INSPECTIONS MAY NOT BE NECESSARY. APPROVED FABRICATORS MUST PROVIDE A COMPLIANCE CERTIFICATE FOR OFFSITE FABRICATION OF STRUCTURAL COMPONENTS SUCH AS PRECAST CONCRETE, GLUED LAMINATED TIMBER, AND STRUCTURAL STEEL. 4.INDEPENDENT SPECIAL INSPECTORS MUST CONDUCT ALL REQUIRED INSPECTIONS. SITE VISITS BY THE STRUCTURAL ENGINEER OR BUILDING OFFICIAL DO NOT REPLACE OR FULFILL THE SPECIAL INSPECTION REQUIREMENTS. 5.INSPECTION REPORTS SHALL BE SUBMITTED TO BOTH THE BUILDING OFFICIAL AND THE ENGINEER OF RECORD (E.O.R.). FINAL REPORTS FROM SPECIAL INSPECTORS MUST VERIFY THAT THE STRUCTURAL SYSTEM CONFORMS TO THE APPROVED DESIGN DOCUMENTS. 6.ENSURING THAT ALL REQUIRED INSPECTIONS ARE COMPLETED IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 7.WORK REQUIRING SPECIAL INSPECTION MUST BE REVIEWED BY THE DESIGNATED SPECIAL INSPECTOR BOTH DURING CONSTRUCTION AND UPON COMPLETION. CONTINUOUS INSPECTION REQUIRES FULL-TIME SUPERVISION, WHEREAS PERIODIC INSPECTION IS CONDUCTED INTERMITTENTLY. 8.FOR STRUCTURAL WOOD COMPONENTS, PERIODIC INSPECTIONS ARE REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, DIAPHRAGMS, AND THEIR FASTENING SYSTEMS, INCLUDING NAILING, BOLTING, ANCHORING, AND CONNECTIONS OF SEISMIC FORCE-RESISTING ELEMENTS SUCH AS DRAG STRUTS, BRACES, AND HOLDOWNS. EXCEPTION: SPECIAL INSPECTION IS NOT NEEDED WHEN THE SHEATHING FASTENER SPACING EXCEEDS 4 INCHES ON CENTER. INSPECTIONS MUST TAKE PLACE BEFORE THE WORK IS COVERED. 9.THE SPECIAL INSPECTIONS LISTED ARE IN ADDITION TO THOSE PERFORMED BY THE BUILDING OFFICIAL. THIS LIST IS NOT EXHAUSTIVE. STRUCTURAL WOOD (NOTE #8)CBC 1705.12.1, 1705.13.2 CONCRETE/SHOTCRETE WORK CBC Table 1705.3 REINFORCING STEEL CBC Table 1705.2.2, 1705.3 HIGH-STRENGTH NON-SHRINK GROUT CBC 1705.2, 1705.3 REINFORCING STEEL NOTES 1.REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 FOR ALL SIZES. 2.ALL REINFORCING TO BE ACCURATELY AND SECURELY LOCATED PRIOR TO POURING CONCRETE. 3.ALL HORIZONTAL REINFORCEMENT TO HAVE MATCHING DOWELS AT CORNERS OF WALLS. ALL VERTICAL REINFORCEMENT TO HAVE MATCHING DOWELS TO FOOTING, U.O.N. 4.COVERAGE SHALL BE: 3" CLEAR FOR CONCRETE CAST AGAINST EARTH, 2" CLEAR FOR CONCRETE EXPOSED TO MOISTURE BUT NOT CAST AGAINST EARTH, AND 1 1/2" FOR ALL OTHER CONDITIONS. (U.N.O) GENERAL NOTES S-0 DESCRIPTIONREV.DATE STAMP: SHEET TITLE: SHEET NUMBER: AD U C O N V E R S I O N PROJECT: 80 5 C L E M E N S E N A V E , S A N T A A N A , CA 9 2 7 0 5 1 PC1 01-17-2026 ENGINEER OF RECORD: VENKATA ROHIT GRANDHI, P.E 7823 Boxwood Ct, Highland, CA 92346 rohith.grandi@gmail.com 09/04/202012/14/202401.18.2026 PROVIDE STAGGERED NAILING AT ALL PANEL EDGES. SHEAR CLIPS (A35 OR LTP4) SHEAR WALL SCHEDULE 2022 CALIFORNIA BUILDING CODE WALL TYPE SHEATHING APA-RATED EDGE (E.N.) FIELD (F.N.) ALLOWABLE SHEAR (PLF)FRAMED FLOOR CONCRETE SILL PLATE ATTACHMENT 3/8" sheathing 8d @ 6" O.C. 8d @ 12" O.C.1 15/32" Struc. I 8d @ 4" O.C. 8d @ 3" O.C. 8d @ 2" O.C. 10d @ 2" O.C. 8d @ 12" O.C. 8d @ 12" O.C. 8d @ 12" O.C. 10d @ 12" O.C. 2601/4"∅x6" SDS @ 16" O.C. 5/8" ∅ A.B. @ 48" O.C. @ 16" O.C. @ 24" O.C. @ 8" O.C. @ 8" O.C. @ 6" O.C. (1) (2)STUDS ARE SPACED @ 16" O.C. MAX., UNO. NAILING 2 3 4 5 3/8" sheathing 3/8" sheathing 3/8" sheathing 1/4"∅x6" SDS @ 12" O.C. 1/4"∅x6" SDS @ 8" O.C. 1/4"∅x6" SDS @ 6" O.C. 1/4"∅x6" SDS @ 5" O.C. 5/8" ∅ A.B. @ 42" O.C. 5/8" ∅ A.B. @ 36" O.C. 5/8" ∅ A.B. @ 24" O.C. 5/8" ∅ A.B. @ 18" O.C. 380 490 640 870 15/32" Struc. I BOTH SIDES 8d @ 3" O.C. 8d @ 2" O.C. 10d @ 2" O.C. 8d @ 12" O.C. 8d @ 12" O.C. 10d @ 12" O.C. @ 4" O.C. @ 4" O.C. @ 3" O.C. 3D 4D 5D 3/8" sheathing BOTH SIDES 3/8" sheathing BOTH SIDES 1/4"∅x6" SDS @ 4" O.C. 1/4"∅x6" SDS @ 3" O.C. 1/4"∅x6" SDS @ 2.5" O.C. 5/8" ∅ A.B. @ 18" O.C. 5/8" ∅ A.B. @ 12" O.C. 5/8" ∅ A.B. @ 9" O.C. 980 1280 1740 BLK'G & STUD SIZE AT ADJ. PANEL EDGES 2x NOTES: 3x 3x 3x 3x 3x 3x 3x (3)FOR SHEARWALL TYPE 3D, 4D, 5D, SILL PLATE SHALL BE 3x MIN. SHEARWALL NOTES 1.SEE SHEET S-0 FOR RELATED NOTES AND REFERENCES. 2.SHEAR WALLS CANNOT BE USED AS PLUMBING WALLS, UNLESS APPROVED BY E.O.R IN WRITING. 3.AT DOUBLE SIDED SHEAR WALLS, POST W/E.N. PER PLAN TO RECEIVE E.N. FROM BOTH SIDES. 4.WHEN MULTIPLE STUDS ARE USED INSTEAD OF A SINGLE POST, PLYWOOD SHEAR WALL TO BE NAILED TO ALL STUDS RECEIVING HOLDOWNS. 5.DO NOT BREAK SHEAR WALL AT PERPENDICULAR WALL LOCATIONS UNLESS SPECIFICALLY DETAILED ON PLANS. INSTALL SHEAR WALL PRIOR TO FRAMING OF PERPENDICULAR WALLS. 6.THE CONTRACTOR SHALL VERIFY THAT THE TOP OF HARDY FRAMES ALIGNS WITH THE TOP PLATE HEIGHT SHOWN ON THE PLANS. ANY DISCREPANCIES MUST BE REPORTED TO THE ENGINEER OF RECORD. 7.ALL SHEAR PANELS SHALL HAVE CONTINUOUS SHEATHING MATERIAL FROM ONE END TO THE OTHER AND FROM PLATE TO PLATE AS SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL COORDINATE FRAMING SUCH THAT CONTINUITY OF SHEAR PANELS IS ASSURED. FRAMING SCHEDULE POST OR TRIMMER AS NOTED SYMBOLS LEGEND FRAMING KEY NOTES SHEAR PANEL LENGTH AND NUMBER. REFER TO SHEARWALL SCHEDULE FOR PANEL TYPE BEAM NUMBER, REFER TO E.O.R. CALCULATIONS DIRECTION OF FRAMING MEMBER PER SCHEDULE DETAIL SHEET NUMBER KEY NOTE NUMBER DETAIL NUMBER HEADER OR DROP BEAM PER PLAN FLUSH BEAM PER PLAN MARK MEMBER TYPE EXISTING FRAMING (V.I.F.)E X X X X SD.X DRAG DIRECTION X X X X FRAMING AREA DIVISION X FRAMING NOTES (E) PAD PAD NUMBER PER SCHEDULE DROP IN SLAB (VERIFY PRIOR TO CONSTRUCTION) X #X PAD ID, REFER TO E.O.R CALCULATIONS X HOLDOWN TYPE, FOUNDATION NOTES 1.SEE SHEET S-0 FOR RELATED NOTES AND REFERENCES. 2.APPROVED PROPRIETARY ANCHORS SUCH AS MASA OR MASAP MAY BE USED WHERE PERMITTED, IN ACCORDANCE WITH ICC-ESR #2555. MAINTAIN MINIMUM 4" END DISTANCE 3.TOP OF ALL EXTERIOR FOOTINGS, INCLUDING GRADE BEAMS, PAD FOOTINGS, AND FLAGPOLE FOUNDATIONS, SHALL BE PLACED A MINIMUM OF 6 INCHES BELOW FINISHED GRADE. 4.HOLD DOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION 5.ALL HOLDOWNS AND POST ANCHORS TO BE INSTALLED ACCORDING TO MOST CURRENT SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS OF ICC-ER REPORTS & SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. DIMENSIONS ARE NOT FURNISHED TO SIMPSON HOLDOWNS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR'S SUPERINTENDENT, THE FRAMING CONTRACTOR AND THE CONCRETE CONTRACTOR TO LOCATE THESE ANCHORS IN THE EXACT LOCATION. REFER TO DETAILS FOR PROPER INSTALLATION. 6.HOLDOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE 0.229"X3" PLATE WASHERS ON THE POST OPPOSITE THE HOLDOWN AND HOLDOWN SHALL BE TIGHTENED TO FINGER TIGHT PLUS ONE HALF WRENCH TURN JUST PRIOR TO COVERING THE WALL FRAMING. LINE OF LATERAL FORCE RESISTANCE, REFER TO E.O.R. CALCULATIONS 1.SEE SHEET S-0 FOR RELATED NOTES AND REFERENCES. 2.SEE DETAIL 3/SD.0 FOR TYPICAL HEADER W/TRIMER, U.N.O. ON PLAN. 3.ROOF WALL TOP PLATE SHOULD BE SPLICED PER DETAIL 2A/SD.0 U.N.O. ON PLANS. 4.TYPICAL STUD BEARING WALLS, 10 FT MAX HEIGHT, SHALL BE AS SCHEDULED BELOW. TYPICAL NON-BEARING WALLS, USE 2x4 UP TO 14 FT HEIGHT OR 2x6 UP TO 20 FT HEIGHT. FOR OTHER CONDITIONS, SEE CASE-BY-CASE DESIGN AND NOTES ON PLAN 6. TYPICAL CEILING JOISTS WITH DEAD LOAD DL = 8.0 psf, LIVE LOAD LL = 10.0 psf. FOR OTHER CONDITIONS, SEE CASE-BY-CASE DESIGN AND FRAMING SCHEDULE 2x6 2x8 MAX CEILING JOIST SPACING (INCHES) C.J. STUD WALL SUPPORTING ROOF ONLY ONE FLOOR & ROOF TWO FLOOR & ROOF ONE FLOOR ONLY 2x4 MAX. STUD SPACING (INCHES) 2-2x4 2-2x62x6 24 24 16 12 24 24 24 16 24 24 24 16 24 24 24 24 2x4 MAX SPAN (FT) 20'-0" 12 N/A N/A 15'-3" 24 12 N/A 14'-0"12'-0"9'-9" 24 16 N/A 24 24 24 24 12N/A 8'-6" 24 24 16 7'-6" 24 24 24 18'-0" N/A N/A 16 ALIGN STUD(S)/POST(S) WITH UPPER FLOOR STUD(S)/POST(S) AND PROVIDE SOLID BLOCKING BETWEEN FLOOR (PROVIDE E.N. WHEN POST IS LOCATED WITHIN S.W.) CONTINUOUS JOIST WITH EDGE NAILING AS REQUIRED.3 2 1 INSTALL SOLID BLOCKING AT LOCATIONS WHERE VERTICAL POSTS DO NOT ALIGN CONTINUOUSLY THROUGH JOIST SPACES AND/OR BETWEEN THE TOPS OF BEAMS OR HEADERS AND THE LOWER TOP PLATE. (N) PAD CJ 2 X 10 CEILING JOIST @ 16" O.C. R1 2 X 8 ROOF RAFTERS @ 16" O.C. (E) CONTINUOUS EDGE SLAB FOOTING (N) CONTINUOUS EDGE SLAB FOOTING CALIFORNIA FRAMING DW (N) 4x6 HDR (N ) 4 x 6 H D R 5 (N ) 4 x 8 H D R (N) 4x6 HDR (N ) 4 x 6 H D R (N ) 4 x 6 H D R 7 (N ) 3 1 / 2 " x 1 1 1 / 4 " L V L C L ' G B M 6 (N) 4 x 1 0 H I P B M 6 (N) 4 x 1 0 H I P B M (N ) 2 x 1 0 R I D G E B O A R D 3 (N) 4 x 1 0 H I P B M 3 (N) 4 x 1 0 H I P B M R1R1 R1 R1 R1 R1 RR W/EN 4A SD.2 RR W/EN (E) HDR (E) H I P B M E EE CJ 4 (N) 3 1/2"x11 1/4" LVL CL'G BM CJ MI N 6 ' - 0 " RR W / E N 4A SD.2 1 2w/ C O L L A R T I E 1 HUS 4x4 K.P. 4x4 K.P. HHSUQ 4x4 4x 4 C B A 1 2 3 1 8'-0"4x 4 4x 4 1 3'-0"4x 4 4x 4 1 8'-0"4x 4 1 4' - 0 " 4x4 2 4' - 0 " 4x4 4x4 1 8' - 0 " 4x4 4x4 2-2x4 TRIM 2-2x4 TRIM 2-2x42-2x4 3 SD.2 3 SD.2 5 SD.2 5 SD.2 5 SD.2 5 SD.2 5 SD.2 7 SD.2 8 SD.2 8 SD.2 8 SD.2 11 SD.2 12 SD.2 6 SD.2 6 SD.2 TYP. 7 SD.2 TYP. 15 SD.0 TYP. 14 SD.0 13 SD.0 3 SD.0 TYP. 8 SD.0 TYP. 10 SD.2 1B SD.2 2A SD.2 1B SD.2 1B SD.2 5 SD.2 13 SD.0 9 SD.2 TYP. 13 SD.2 1 2B SD.0 1 DW (E) SLAB ON GRADE THICK CONVENTIONAL SLAB AND UNDERLAYMENT PER DETAIL 1/SD.1 5" C B A 1 2 3 1 8'-0" HD U 2 HD U 2 1 3'-0" HD U 2 HD U 2 1 8'-0" HD U 2 HD U 2 1 4' - 0 " HDU2 2 4' - 0 " HDU2 HDU2 1 8' - 0 " HDU2 HDU2 (E) FOOTING, TYP. 1 SD.1 1 SD.1 1 SD.1 1 SD.1 1 SD.1 4 SD.1 TYP. 5 SD.1 TYP. 6 SD.1 6 SD.17 SD.1 8A SD.18B SD.1 8B SD.1 ROOF FRAMING PLAN SCALE : 1/4" = 1'-0" FRAMING PLANS S-1 DESCRIPTIONREV.DATE STAMP: SHEET TITLE: SHEET NUMBER: AD U C O N V E R S I O N PROJECT: 80 5 C L E M E N S E N A V E , S A N T A A N A , CA 9 2 7 0 5 1 PC1 01-17-2026 FOUNDATION PLAN SCALE : 1/4" = 1'-0" ENGINEER OF RECORD: VENKATA ROHIT GRANDHI, P.E 7823 Boxwood Ct, Highland, CA 92346 rohith.grandi@gmail.com 09/04/202012/14/202401.18.2026 DESCRIPTIONREV.DATE STAMP: SHEET TITLE: SHEET NUMBER: AD U C O N V E R S I O N PROJECT: 80 5 C L E M E N S E N A V E , S A N T A A N A , CA 9 2 7 0 5 1 PC1 01-17-2026 TYPICAL DETAILS SD.0 DOUBLE TOP PLATE SILL PLATE NOTE : WHERE NOTCH IS GREATER THAN 1" PROVIDE 10 GA STRAP W/ WIDTH SAME AS DBL TOP PL.TOP PL OF SHEAR WALLS SHALL NOT BE NOTCHED UNLESS SPECIFICALLY DETAILED. 8" MAX @ SHEAR WALL END OF SILL PL END OF SILL PL NOTE : WHERE DEPTH OF NOTCH "B" OS GREATER THAN D/5 PROVIDE ANCHOR BOLT EA SIDE OF NOTCH PER END REQUIREMENT. NO MORE THAN ONE NOTCH IS PERMITTED IN EVERY 12'-0" @ SHEAR WALL 5" MIN. 9" MAX. 5" MIN. 9" MAX. 5" MIN. 9" MAX. 2D MIN. D D/ 2 D/ 2 DRILLED HOLE "B" "B " D/ 3 8) 16D SIDE OF NOTCH (4PL) 5"3"5" MAX. NOTCH D/ 2 MA X . 2D MIN. D/ 3 D/ 2 D/ 2 D PLATE NOTCH AT NON SHEARWALL DBL. TOP PLATE2-16d TOE NAIL 1/ 2 " GA P 2x4 FLAT @ 48" O.C. CEILING WHERE OCCURS 2x6 BRACING W/ (3)16d EA END @ 8'-0" WHERE WALL IS: 2x4 AND H> 14'-0" 2X6 AND H> 22'-0" PROVIDE 2x6 CONT. @ MIDSPAN WHERE BRACE EXCEEDS 6'-0" W/(2) 16d FLOOR LINE H TOP OF PARTITION PARALLEL TO JOISTS DBL. TOP PLATE 1/ 2 " GA P CEILING WHERE OCCURS FLOOR LINE H TOP OF PARTITION PERPENDICULAR TO JOISTS SIMPSON DTC (SLOT VERTICAL) AT EA JOIST OR RAFTER GAP CEILING WHERE OCCURS 1/2" SIMPSON DTC (SLOT VERTICAL) CLIP @ EA RAFTER SIMPSON STCT CLIP (SLOTS VERTICAL) WHERE REQUIRED @ EA RAFTER TOP OF PARTITION TO CONC. SLAB 1/ 2 " GA P CEILING WHERE OCCURS 4x W/ 1/2" Ø HILTI KH-EZ @48" O.C. W/ 5" EMBED EA SIDE DBL. TOP PLATE SLAB PER PLAN PARTITION WALL (NON-BEARING/NON-SHEARWALL) CONCRETE FLOOR CONDITION WOOD FLOOR CONDITION 1'-0" MIN PARTIAL SHEET AT WALL END ONLY STAGGER HORIZ. PANEL JOINTS, TYP OR USE FULL HEIGHT SHEETS WHERE POSSIBLE 1' - 0 " MI N . WH E R E RE Q ' D 7"MI N . EDGE NAIL TO TOP PLATES STAGGER NAILS FULL SIZE PLYWOOD SHEET TYP. U.N.O. POST AT HD EDGE NAIL TO HOLD DOWN POST ANCHOR BOLTS SEE SCHEDULE EDGE NAIL TO SILL BLK'G AT PAN EDGES SAME SIZE AS PANEL EDGE STUD FIELD NAILING @12" O.C. EDGE NAIL AT PANEL EDGES TYP STUDS PLYWOOD FACE GRAIN PARALLEL TO STUD EDGE NAIL TO SILL PLATE SILL PLATE NAILING A35 SEE SHED. TYPICAL SHEARWALL FRAMING ELEVATION SHEARWALL WHERE OCCURS 1/2"1/2" SILL PLATE ANCHORAGE PER SHEARWALL SCHEDULE CONCRETE SLAB OR PRECAST PLANK MAX. @SHEARWALL APPLICABLE NOTE 2 MAX. @SHEARWALL APPLICABLE NOTE 2 SHEARWALL SHEATHING SEE PLAN AND SCHEDULE PLATE WASHER 3 GA x 3 x 3- .23 MIN THICKNESS NOTES: 1. INSTALL SILL PLATE ANCHORAGE AS SHOWN AND AT SPACING INDICATED IN WOOD SHEARWALL BASE CONNECTION SCHEDULE. 2. STAGGER ANCHORS AT DOUBLE SIDE SHEARWALL WOOD SHEARWALL SILL PLATE ANCHORAGE 16d @24" O.C. TYP. DOUBLE STUDS DOUBLE STUDS WALL INTERSECTION NOTCHING & BORING - CONV. JOIST NOTES: 1) FOR SOLID SAWN JOISTS, NOTCHED TO BE @ OUTER 1/3 SPAN ONLY. 2) MAINTAIN MIN. 6" SPACING BETWEEN NOTCHES/ BORED HOLES. JOIST DEPTH MAX 2" CLEAR TO EDGE OF JOIST. 1/3 OF JOIST DEPTH MAX. 1/6 OF JOIST DEPTH MAX. 1/3 OF JOIST SPAN MAX. PIPE OR CONDUIT.1/6 OF JOIST DEPTH MAX. 1/3 OF JOIST DEPTH MAX. 1/3 OF JOIST SPAN MAX. JOIST DEPTH. 40% MAX. STUD WIDTH NOTCH 60% MAX. STUD WITH BORE 40% MAX. STUD WIDTH NOTCH 60% MAX. STUD WITH BORE NON BEARING STUDS BEARING STUDS NOTCH/BORE % OF STUDS 25% 40% 60% 2 x 4 2 x 6 7/8" 1 3/8" 2" 1 3/8" 2 1/8" 3 1/4" NOTES: 1. NOTCHING AND BORING SHOULD NOT OCCUR IN SAME STUD SECTION 2. NO MORE THAN TWO SUCCESSIVE DOUBLE STUDS MAY HAVE 60% MAX BORING HOLES 5/8" MIN. DISTANCE TYP. ALL STUD 1 1/2" 1 1/2" STUD NOTCHING/BORING LIMITS 5/8" MIN. DISTANCE TYP. ALL STUD 4' - 0 " M A X WOOD JOISTS PER PLAN SHEATHING PER PLAN MSTA30 W/2x BLOCK TYP. @ CORNER DOUBLE JOISTS TAIL JOIST HANGER PER PLAN BOUNDARY NAILING 1" MIN PENETRATION COMMON NAILS @ 6" O.C. EACH FACE TOP AND BOTTOM WEB STIFFENER AT HANGER (I-JOIST ONLY) SECTION OF DOUBLE JOIST PLAN VIEW NOTE: SEE ARCHITECTURAL, PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS FOR SIZE AND LOCATION OF OPENING TYPICAL DIAPHRAGM OPENING 1 3 5 6 711 10 9 EQ. NAIL SPLICE SIMPSON STRAP PER SCHEDULE SPLICED OVER STUDS MARK A B NO. OF NAILS NAIL SPLICE TYPICAL SPLICE TOP PLATE EQ. (2) 2x TOP PLATE @ RAKE WALL STRAP PER SCHEDULE ALT. STRAP SPLICE MIN. LAP (FT) ALT. STRAP SPLICE C D E F G 10 16 22 24 32 36 42 4 4 6 6 8 8 8 ST22 ST6224 ST6236 MST37 MST48 MST60 CMST12-72" ALL NAILS ARE 16d SINKER OR 10d COMMON NAILS PER SCHEDULE EQUALLY SPACED, STAGGERED SPLICED OVER STUDS TOP PLATES STUDS PER PLAN 4'-0" MIN. LAP 4'-0" MIN. LAP NAILS PER SCHEDULE EQUALLY SPACED, STAGGERED 2 NOTES: 1) NAILS SHALL BE DRIVEN TIGHT BUT SHALL NOT FRACTURE SURFACE OF SHEATHING. 2) PLYWOOD OSB PIECES SHALL CONTAIN NOT LESS THAN 8 SQ. FT. NOR BE LESS THAN 2-0" WIDE. 3) MAXIMUM UNSUPPORTED SHEATHING TO BE 24". 4) FRAMING AT ADJOINING PANEL EDGE SHALL BE 3" NOMINAL OR WIDER AND NAILS AT ALL PANEL EDGES SHALL BE STAGG. WHERE PANEL EDGE NAILING IS SPECIFIED AT 2 1/2" 0.C. OR LESS 5) ALL PANEL EDGES OF THE FLOOR SHEATHING SHALL HAVE APPROVED T AND G JOINTS OR SHALL BE SUPPORTED BY BLK'G. PER IBC TABLE 2304.8(3) IN 2022 CBC. 4'-0"x8-0" SHEETS, STAGG. AS SHOWN EDGE NAILING FIELD NAILING DIRECTION OF FACE GRAIN PERPENDICULAR TO SUPPORT GAP PANEL JOINT 2x MIN. FRAMING EDGE NAILSSHEATHING PLAN DISCONTINUOUS EDGE W/2x MIN. FRAMING BLK'G CONT. EDGE W/2x MIN. BLK'G. AT BLOCKING DIAPHRAGM JOIST PER PLAN CONT. EDGE W/0 BLK'G. @ UNBLK'G. DIAPHRAGM 1/8" ROOF OR FLOOR SHEATHING LAYOUT SIMPSON A34 AT OPENING WIDER THAN 8'-0" (2)16d MIN. (ADD (2)16d FOR EA. 2" OF ADDITIONAL HEADER DEPTH) OPENING WIDTH MAX. MIN. NOMINAL HEADER ''D'' HEADER SCHEDULE 4'-0" 6'-0" 8'-0" 10'-0" 12'-0" 4" 6" 8" 10" 12" SILL PL 2x WINDOW SILL WHERE OCCURS (2)2x SILL AT OPENING WIDER THAN 4'-0") 2x STUDS PER SCHEDULE ON PLAN DOUBLE STUDS OR POST PER PLAN WIDTH SAME AS STUD WIDTH SOLID BUILT-UP (AT OPENINGS UP TO 6'-0" ONLY) '' D ' ' HD R DE P T H 2x EA. SIDE AND CONT. PLYWD. SHIM w/ 16d @ 12"o.c. EA. SIDE STAGGER (2)2x TOP PL'S HEADER PER SCHEDULE U.N.O. ON PLANS TRIMMER PER SCHEDULE, U.N.O. ON PLANS 16d @ 12"o.c. STAGGER (2)10d TOE NAILS TYPICAL STUD WALL FRAMING AT OPENING DETAIL HEADER PER SCHEDULE U.N.O. ON PLANSTRIMERS 4" WALL 6" WALL 2x4 2x4 2-2x4 2-2x4 2-2x4 2x6 2x6 2x6 2-2x6 2-2x6 STUDS WALL 2x LEDGER w/ (2) 16d'S NAIL @ 16" OC INTO STUDS NEW CEILING JOIST PER PLAN. 2x LEDGER w/ (2) 16d'S NAIL @ 16" OC INTO STUDS NEW CEILING JOIST PER PLAN. 1/2" DRYWALL AT BOTTOM OF CEILING JOISTS CEILING JOIST PARALLEL TO WALL SIMPSON HANGER JOIST. CEILING JOIST PERPENDICULAR TO WALL CEILING JOIST TO WALL DETAIL 2x RIDGE BOARD W/ DEPTH GREATER THAN JACK RAFTER 2x CALI. FRAMING RAFTER USE 2x4 @24" O.C. FOR MAX SPAN 4'-0" USE 2x6 @24" O.C. FOR MAX SPAN 8'-0" W/(3) 8d TOE NAILS TO VALLEY PLATE 2x VALLEY PLATE W/(3) 16d INTO EACH RAFTER OR TRUSS ADD 2x4 STRUT FROM JACK RAFTER TO RAFTER OR TRUSS BELOW TO LIMIT CALI. FRAMING RAFTER SPAN ROOF TRUSSES OR RAFTER PER PLAN NOTE: - USE PRE-FAB. STEP-DOWN TRUSSES PERPENDICULAR TO ROOF TRUSSES IN-LIEU OF 2x JACK RAFTERS CALIFORNIA FRAMING PLYWOOD AT DOUBLE-SIDED WALL POST AT PER PLAN16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD INTERSECTION w/ POST 16d @ 12" O.C. INTERSECTION w/o POST OUTSIDE CORNER w/ POST POST AT PER PLAN PLY. CONT. THRU WALL INTERSECTION ATDOUBLE-SIDED WALL 2x OR 3x STUD AS REQ'D., TYP. PER S.W. SCHED. 16d @ 12" O.C. FOR 2x STUD 20d @ 6" O.C. FOR 3x STUD OUTSIDE CORNER w/o POST 16d @ 12" O.C. DOUBLE 2x, MIN. NOTE: SEE FRAMING PLAN FOR SHEAR WALL LOCATIONS, ORIENTATIONS AND SCHEDULE REFERENCES SHEARWALL @ INTERSECTION 13 14 NOTCH @ BEAM DE33 BEAM DEPTH PER PLAN NOTCH TO MATCH ROOF SLOPE, (DO NOT OVER CUT) MIN. 5" FOR 14" DEEP BEAM & MIN. 4" FOR 11 7/8" DEEP BEAM. BEAM PER PLAN TO BE NOTCHED AS SHOWN MIN. 3" FOR 9 1/2" DEEP BEAM. 15 ENGINEER OF RECORD: VENKATA ROHIT GRANDHI, P.E 7823 Boxwood Ct, Highland, CA 92346 rohith.grandi@gmail.com 09/04/202012/14/202401.18.2026 DESCRIPTIONREV.DATE STAMP: SHEET TITLE: SHEET NUMBER: AD U C O N V E R S I O N PROJECT: 80 5 C L E M E N S E N A V E , S A N T A A N A , CA 9 2 7 0 5 1 PC1 01-17-2026 FOUNDATION DETAILS SD.1 STUD WALL SIMPSON PHNW SERIES 0.145Ø PINS @ 16" O.C. INSTALLED IN ACCORDANCE WITH ICC ESR - 2138 NON - BEARING INTERIOR WALL SLAB PER PLAN 3 2 1 5 le le 6" MIN. 6" MIN. 3" CL R TY P . EXTERIOR NEW HOLDOWN, PER TABLE. THREADED ROD (THRU BOLT) W/ HEAVY HEX NUT TACK WELDED TO PLATE WASHER. SEE SCHEDULE FOR PLATE SIZE. ALT. TO TACK WELDING APPLY DOUBLE HEX NUTS TO SECURE PLATE WASHER. NOTCH CONC. ALONG FTG. LENGTH TO 6" MAX. EA. SIDE OF HOLDOWN/ ROD. DO NOT CUT FTG. HORIZ. REINF. SOLID GROUT, WITHOUT ANY VOID, WITH HIGH STRENGTH NON-SHRINK GROUT W/ f'c=5000 psi MIN. CONT. SPECIAL INSPECTION IS REQUIRED. THREADED ROD (THRU BOLT) W/ HEAVY HEX NUT TACK WELDED TO PLATE WASHER. SEE SCHEDULE FOR PLATE SIZE. ALT. TO TACK WELDING APPLY DOUBLE HEX NUTS TO SECURE PLATE WASHER. 2 1/2" THK. MIN. DRY PACKED NON-SHRINK GROUT ALL AROUND. SURFACE IN CONTACT WITH GROUT SHALL BE CLEANED, FREE OF GREASE AND LAITANCE. PROVIDE MIN. 3" CONC./NON-SHRINK GROUT COVER ALL AROUND FOR ALL METAL PARTS. THREADED ROD (THRU BOLT) W/ HEAVY HEX NUT TACK WELDED TO PLATE WASHER. SEE SCHEDULE FOR PLATE SIZE. ALT. TO TACK WELDING APPLY DOUBLE HEX NUTS TO SECURE PLATE WASHER. NOTCH CONC. ALONG FTG. LENGTH TO 6" MAX. EA. SIDE OF HOLDOWN/ ROD. DO NOT CUT FTG. HORIZ. REINF. SOLID GROUT, WITHOUT ANY VOID, WITH HIGH STRENGTH NON-SHRINK GROUT W/ f'c=5000 psi MIN. CONT. SPECIAL INSPECTION IS REQUIRED. BOLT THROUGH FTG. BOTT. 2 1/2" THK. MIN. DRY PACKED NON-SHRINK GROUT ALL AROUND. SURFACE IN CONTACT WITH GROUT SHALL BE CLEANED, FREE OF GREASE AND LAITANCE. MULTI-STUD OR POST PER PLAN 2 1/2" THK. MIN. DRY PACKED NON-SHRINK GROUT ALL AROUND. SURFACE IN CONTACT WITH GROUT SHALL BE CLEANED, FREE OF GREASE AND LAITANCE. HOLDOWN RETROFIT DETAIL INTERIOR HDU2 & HDU5 2 1/2" SQ.x1/4"18" HDU8 HDU 11 5/8" Ø 7/8" Ø 1" Ø 3 1/4" SQ.x3/8" 4" SQ.x3/8" 18" 24" IeASTM-A36 ROD Ø A36 PLATE WASHERHD. REPLACE EQ.EQ. EMBED. 4" 5 1/4" BOLT SIZE 1/2"Ø 5/8"Ø EMBED. 2", 2X4 WALL 3 1/2", 2X6 WALL EMBED. PLATE WASHER PER NAILING & HARDWARE NOTES ON S-0 SHEETS. PLATE WASHER PER NAILING & HARDWARE NOTES ON S-0 SHEETS. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR ANCHOR INSTALLATION. ANCHOR BOLT TO EXISTING FOOTING (2)1/2"Ø SIMPSON TITEN HD (ICC ESR#2713) OR ANCHOR BOLTS PER SCHEDULE W/SIMPSON SET - 3G (ICC ESR#4057). THE SPACING PER SHEARWALL SCHEDULE ON PLAN 7 8 STANDARD HOOKS AND BENDS D 12 d D D D45° 45°90°4d OR 2 1/2" MIN 180° D= 6d FOR #3 THRU #8 D= 8d FOR #9, #10 AND #11 D= 10d FOR #14 AND #18 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS D D 6d O R 3' M I N . d 180° D D d 135° 6d O R3' M I N . D D d 12d 90° STIRRUP STIRRUP OR TIE D= 4d FOR #3, #4 AND #5 D= 6d FOR #6, #7 AND #8 d 135° 6d O R 3' M I N . D D 90° 6d O R 3' M I N . d 180°90° D D 6d O R 3' M I N . 6d OR 3' MIN. BEAM OR COLUMN CROSSTIES BEAM STIRRUPS AND COLUMN TIES NOTES: TIES AND CROSSTIES FOR SHEARWALL BOUNDARY ELEMENTS SHALL BE DETAILED AS COLUMN TIES/CROSSTIES TYPICAL EXTERIOR FOOTING 8" DE P T H = 2 4 " SHEARWALL WHERE OCCURS PER PLAN 2X STUDS PER PLAN MI N N.G. E.N. CONT. G.I. WEEP SCREED TYP. (26 GAGE MIN) E.N. 2- #5 OR 3- #4 T&B 5" CONC. SLAB ON GRADE PER PLAN W/ #4 REBARS @ 18"O.C. EW. OVER 4” BASE OF ½” OR LARGER CLEAN AGGREGATE WITH 10 MIL VAPOR RETARDER OVER 90% COMPACTED FILL. REINFORCEMENT TO BE PLACED AT CENTER OF SLAB 12" 7" EMBEDMENT MIN. 24" LAP SPLICE DOWELS #4 @ 16" O.C. MIN. (OMITTED FOR MONO POUR) 2X P.T. SILL PLATE (U.N.O) W/ A.B. PER NAILING & HARDWARE NOTES, SHEET S-0 3" CL R . FOOTING/GRADE BEAM REINF. @CORNER STANDARD HOOK. TYP. FOOTING/ GRADE BEAM CORNER REBAR. TYP. CLASS "B" LAP SPLICE STANDARD HOOK. NOTES: 1. SEE TYP. DETAIL FOR REINFORCING IN STEM WALL 2. ONLY CORNER REBAR SHOWN ON THIS DETAIL.TERMINATE REMAINING REBAR WITH STANDARD HOOK. NOTES: 1.REFER TO DETAIL 1/SD.1 FOR ADDITIONAL INFORMATION. 2.UNLESS OTHERWISE NOTED, ANCHOR BOLTS SHALL BE SECURED IN POSITION PRIOR TO PLACING FOUNDATION CONCRETE. 3.CONTRACTOR IS RESPONSIBLE FOR VERIFYING AND DETERMINING THE REQUIRED LENGTHS OF REINFORCEMENT BARS, TAKING INTO ACCOUNT ALL CONDITIONS SHOWN ON THE DRAWINGS AS WELL AS THE MEANS AND METHODS OF CONSTRUCTION TO BE USED. INTERIOR CONDITION EXTERIOR CONDITION 3" TO T A L B O L T L E N G T H 3" 1/2" GAP AT INSTALLATION OF "HDU". RETIGHTEN BOLT IMMEDIATELY PRIOR TO COVERING OF WALL EQ.EQ. MIN. SQ PAD PER SCHEDULE TO T A L B O L T L E N G T H 3" EQ.EQ. 5" Le A.B. EMBED. Le SIMPSON PRE-ASSEMBLED ANCHOR BOLT 7"PAB5 8"PAB5 11"PAB7 14"PAB8 14"PAB8 16"PAB10 CL R TYPICAL HOLDOWN DETAIL HD19 HDU14 HDU11 HDU8 HDU5 HDU2 1-1/4" 1" 1" 7/8" 5/8" 5/8" HOLDOWN TYPE A.B. DIAMETER SIMPSON HOLDOWN 5" Le ℄ MIN. SQ PAD PER SCHEDULE ℄ WOOD POST PER PLAN WOOD POST PER PLAN SIMPSON HOLDOWN MIN. PAD SIZE CL R 2'-0" SQ. w/(3) #4 E.W 2'-0" SQ. w/(3) #4 E.W 2'-6" SQ. w/(4) #4 E.W 3'-0" SQ. w/(4) #4 E.W 3'-0" SQ. w/(4) #4 E.W 3'-6" SQ. w/(5) #4 E.W ADD'L BARS @ CENTER OF HD - - (1)#4 @ T&B (L=6FT) (1)#4 @ T&B (L=6FT) (1)#5 @ T&B (L=6FT) (1)#5 @ T&B (L=8FT) 1 3 / 4 " TO 2 " EXISTING FOUNDATION MIN. 6" EMBEDMENT OF DOWELS INTO EXISTING CONCRETE W/ SIMPSON SET-3G , ESR #4057. PERIODIC SPECIAL INSPECTION IS REQ'D. CL R . TY P . NEW FOOTING PER PLAN EXISTING FOUNDATION MIN. 6" EMBEDMENT OF DOWELS INTO EXISTING CONCRETE W/ SIMPSON SET-3G , ESR #4057. PERIODIC SPECIAL INSPECTION IS REQ'D. NEW SLAB PER PLAN 2#4 DOWELS @ T&B OVERLAP MIN. 24" #4 DOWELS @ 18" O.C. BENT AS SHOWN IN FOOTING & OVERLAP MIN. 24" AS SHOWN IN SLAB ADDITION OF FTN'G./SLAB AT EXISTING FOUNDATION 3" 1 3 / 4 " TO 2 " 24" COND. B COND. A 1 1 1 ENGINEER OF RECORD: VENKATA ROHIT GRANDHI, P.E 7823 Boxwood Ct, Highland, CA 92346 rohith.grandi@gmail.com 09/04/202012/14/202401.18.2026 DESCRIPTIONREV.DATE STAMP: SHEET TITLE: SHEET NUMBER: AD U C O N V E R S I O N PROJECT: 80 5 C L E M E N S E N A V E , S A N T A A N A , CA 9 2 7 0 5 1 PC1 01-17-2026 STRUCTURAL DETAILS SD.2 EQ . EQ . COLUMN CAP CONDITION (A)STRAP CONDITION (B TO E) POST PER PLAN SIMPSON EPCZ BEAM PER PLAN STRAP EACH SIDE OVERALL LENGTH CAPACITY (LB) B C (1) CS16 (2) CS16 26" 26" MARK 3410 6820 D E (1) CMSTC16 40" 40" 9380 18760(2) CMSTC16 NOTES: 1.REFER TO SIMPSON SPEC. FOR STRAP NAILING 2.NAIL TO ALL STRAP HOLES STRAP SCHEDULE POST & BEAM CONNECTION DRAG DETAIL CAPACITY(LB) 1705 3410 4690 647510d @ 3 1/2" 10d @ 3" 8d @ 4 1/8" 8d @ 4 1/8" NAIL SIZE AND SPACINGEND LENGTH 26" 26" 40" 60"CMST14 CMSTC16 (2) CS16 CS16 STRAP TYPE D C B A FLUSH BEAM SIMPSON STRAP PER SCHEDULE W/ TWO ROWS OF NAILS FOR EA. STRAP POST PER PLAN, 2-2X MIN. DROP BEAM ALT. LOCATION FOR CMST TRAP SIMPSON STRAP PER SCHEDULE W/ TWO ROWS OF NAILS FOR EA. STRAP POST PER PLAN, 2-2X MIN. MARK 3.5" MIN. WIDE MEMBER FOR CONDITION C & D STRAP SCHEDULE SPACING AND LENGTH SEE TABLE SPACING AND LENGTH SEE TABLE A STRAP END LENGTH CS16 26" B (2)CS16 26" DRAG DETAIL MARK NAIL SIZE AND SPACING 8d@ 4 1/8" 8d@ 4 1/8" CAPACITY (LB) 1705 3410 ROOF RAFTER OR TRUSS CHORD 2x BLOCKING W/E.N. ROOF RAFTER PER PLAN W/ E.N. ROOF SHEATHING ATTACH 2x4x36" LONG TO TRUSS CHORD OR CONDITION B. W/16d @ 4" O.C. STAGGERED. END L E N G T H 3 2 15 6 7 9 10 ROOF RAFTER TO HIP BEAM A A HIP BEAM PER PLAN USE SIMP. HANGER WHERE RAFTER SPAN EXCEED 8'-0" ROOF SHEATHING B.N.B.N. A-A @ HIP BEAM HIP/ VALLEY BEAM PER PLAN (5) -16d TOE NAIL E.A. END TO BEAM TYP. 2x ROOF RAFTER WHERE OCCUR (5) -16d TOE NAIL E.A. END TO BEAM HIP BEAM PER PLAN SIMPSON TS22 EACH SIDE OF BEAM TO POST POST PER PLAN DBL. TOP PLATE WHERE OCCURS CONNECTION DETAIL NOTE:AS AN ALTERNATE TO TS (TWIST HIP BEAM PER PLAN SIMPSON HCP DBL. TOP PLATE WHERE OCCURS STRAP) USE SIMPSON HCP (HIP TO DOUBLE TOP PLATE). POST PER PLAN 11 RIDG E B R D PER P L A N WOOD C L G B M P E R P L A N SIMPSON ECC COLUMN CAP SIMPSON HL33 HEAVY ANGLE SIMPSON "HRC" HIP RIDGE CONNECTOR RIDGE BEAM TO HIP BEAM CONNECTION HIP BM PER PLAN TOP VIEW 2x F.H. BLOCKING SHEAR PANEL PER PLAN DBL TOP PLATE OR DROP BM PER PLAN 5-16d NAILS RAFTERS TO C.J. ROOF SHEATHING 16d TOE NAILS @ 8" O.C. TYP. U.O.N R.R. PER PLAN. CEILING JOISTS PER PLAN H2.5A @ 48" O.C. SHEAR TRANSFER HDR WHERE OCCURS 2x STUD B.N. B.N. A35 PER SHEAR WALL SCHEDULE E.N. 2x CONT. FASCIA w/ 2-16d FACE NAILS TO EACH RAFTER COLLAR TIE CONNECTION DETAIL EQ EQ H E.N.E.N. SIMPSON ST22 STRAP @ EACH R.R. 5-16d FACE NAILS CEILING JOIST PER PLAN @ 16" O.C. (UNO) L=18'-0" MAX. E.N.E.N. ROOF SHEATHING 2X RIDGE BOARD PER PLAN 2X R.R. PER PLAN REFER TO DETAIL 5/SD.2 REFER TO DETAIL 5/SD.2 H / 3 2x6 COLLAR TIE @ 48" O.C. 5-16d FACE NAILS AT EA. ENDS USE LRUZ HANGERS WHEN SPAN OF RAFTERS EXCEED 10'-0" OTHERWISE USE MIN. (5) 16d TOE NAILS @ EACH RAFTER TO RIDGE EQ.EQ. STRAP SPLICE SIMPSON ST6224 STRAP (U.N.O.) EXISTING STUD SPLICE TOP PLATE EXISTING TOP PLATES NEW TOP PLATES NEW STUD SHEAR TRANSFER (N) ROOF SHEATHING (N) CALIFORNIA FRAMING (E) ROOF RAFTER PER PLAN (N) SHEAR PANEL (WHERE OCCURS) EXTEND SHEAR PANEL (N) ROOF RAFTERS (E) DBL. TOP PLATES (E) STUD WALL (N) 2x BEVELED PLATE W/16d's @ 6" O.C. (N) ROOF RAFTER W/SIMPSON A35 @ 24" O.C. B.N. (N) 2x CRIPPLE WALL (N) A35 PER SHEAR WALL SCHEDULE (AT NON-SHEAR WALL, @ 48" O.C. MAX.) E.N. E.N. E.N. (N) CEILING JOISTS (E) CEILING JOISTS (E) ROOF SHEATHING E.N. E.N. SHEAR TRANSFER DETAIL (N) ROOF SHEATHING. BN. CALIF. FRAMING. 2X ROOF RAFTERS E.N. E.N. E.N. 2X BLK'G W/E.N. CL'G BEAM PER PLAN ROOF SHEATHING. APPROVED HANGER (N) 2X ROOF RAFTERS CL'G JOIST W/ APPROVED HANGER PER PLAN (WHERE OCCURS) 2X CRIPPLE WALL SHEAR PANEL TYPE 1 DBL TOP PLATE (N) 2X CEILING JOIST PER PLAN 12 SIMPSON A34 (4)16d EACH SIDE TO BM MULTI-STUD OR POST, SEE PLAN SIMPSON A34 TYP.FLUSH BEAM SILL PLATE MULTI-STUD OR POST, SEE PLAN PLYWOOD SHEATHING BEAM TO WALL DETAIL 2x STUD AT EACH SIDE w/ 16d AT 12"o.c. STAGGERED EQ.EQ. DROP BEAM PER PLAN ST6236 STRAP CONDITION A CONDITION B DROP RIDGE BEAM PER PLAN ROOF RAFTER OR BM. W/ EDGE NAILING PER PLAN ROOF RAFTER OR BM. W/ EDGE NAILING PER PLAN APPROVED HANGER SIMP. STRAP ST6236 DRAG DETAIL SIMP. STRAP ST6236 ROOF RAFTER WITH E.N. PER PLANFLUSH RIDGE BEAM PER PLAN 13 1 1 ENGINEER OF RECORD: VENKATA ROHIT GRANDHI, P.E 7823 Boxwood Ct, Highland, CA 92346 rohith.grandi@gmail.com 09/04/202012/14/202401.18.2026 O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR ORANGE UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL IMPACT FEES Applicant/Owner Information Applicant Name: Lillian Granillo Property Owner Name: Project Information CITY OF SANTA ANA Planning a� l Agency FOR PER ,S ANCE Master ID: Date:, Phone Number: (909) 241-2095 Phone Number: Project Address: 805 E Clemensen Ave, Santa Ana Ref. Number: 101125421 Project Type: Accessory Dwelling Unit (ADU) uare Footage: 716 Rate per sq/ft: 0 Developer Fee Total: $0 Developer Fee Determination ❑ Developer fees have been paid in full If waived, reason: ® Developer fees are waived Attached ADU under 750sf Additional notes: I certify that the above representations are true and correct. I agree that if it is later determined that such representations are not true, then this Certificate of Compliance shall automatically terminate, and the appropriate City/County shall be notified. NOTICE: The 90-day period in which you may protest the fee described herein will begin on the date this fee is paid. However, if the fee was imposed by the City or County as a condition of approval for your project, and you have received the requisite notice, the 90-day protest period began at the time your project was approved by the City or County. Owner/Applicant Signature District Office Use This certifies that the above -named applicant or owner has paid school impact fees in compliance with Education Code Section 17620 et seq. and Government Code Section 65995 et seq. OUSD Authorized Agent Sign a Date Rev. 03/2026 Page 1 of 1 EXISTING ONE & TWO FAMILY DWELLINGS ELECTRICAL SERVICES UNDERGROUND EXCEPTION CEC 2022 ELC-04 All new utility connections are required to be installed below grade by Santa Ana Municipal Code 41- 626(b). There is a standing exception for one and two family dwellings. This exception applies only when the new electrical service is designed to be fed from below grade as well as overhead. This diagram is a typical unit. The utility is able to feed this cabinet from the top or the bottom without interfering with the distribution wiring. All the circuit breakers and branch circuits are contained in the circuit breaker side of this cabinet. Only listed combination overhead and underground feed service boxes may be used to connect to an overhead utility drop. This exception to an underground fed service applies only to existing single family and two family residences. Planning & Building Agency Permits & Plan Check Section 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 Rigid Conduit Service Entrance Conductor Riser Underground Service Lateral METER Rev. 1/21/2020 ORANGE UNIFIED SCHOOL DISTRICT CERTIFICATE OF COMPLIANCE PAYMENT OF SCHOOL IMPACT FEES .Applicant/finer Information CITY OF SANTA ANA Planning and Building Agency d FOR UANCE �aBzrsts�w� �� Master ID: Date: Applicant Name: Lillian Granillo Phone Number: (909)241-2095 I Property Owner Name: Phone Number: I�ro�ectInfortnation '. Project Address: 805 E Ctemensen Ave, Santa Ana Ref. Number: 101125421 Proiect Tvoe: Accessory Dwelling Unit fADUt re Footage: 716 Rate per sq/ft: 0 I. Developer Fee Total: $0 Developer Fee Determination D Developer fees have been paid in full if waived, reason: ® Developer fees are waived Attached ADU under 750sf Additional notes: 1 certify that the above representations are true and correct. I agree that if it is later determined that such representations are not true, then this Certificate of Compliance shall automatically terminate, and the appropriate City/County shall be notified. NOTICE: The 90-day period In which you may protest the fee described herein will begin on the date this fee is paid. However, if the fee was imposed by the City or County as a condition of approval for your project, and you have received the requisite notice, the 90-day protest period began at the time your project was approved by the City or County. do Owner ,p icantSignature District Office Use This certifies that the above -named applicant or owner has paid school impact fees in compliance with Education Code Section 17620 et seq. and Government Code Section 65995 et seq. i OUSD Authorized Agent Sign a Date