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Home My WebLink About602 S Genoa Dr & Unit# 2 - PlanOWNER: PROJECT DATA SCOPE OF WORK 1 V - B STORY: OCCUPANCY'S: CONSTRUCTION TYPE: ZONE:GENERAL AGRICULTURAL A-1 R3 APN:0108-401-08 602 S GENOA DR, SANTA ANA, CA 92704 HANY L. MIKHAIL PHONE : (714) 696-2797 TO OBTAIN PERMIT FOR 906 SQ. FT. ADDITION ACCESSORY DWELLING UNIT. BUILDING CODE: ..................................... ** THESE PLANS SHALL COMPLY W/ THE LOCAL MUNICIPAL CODE AND 2022 EDITION OF THE CALIFORNIA BUILDING CODE WHICH ADOPTS THE 2022 IBC, 2022 CMC, 2022 CPC AND THE 2022 CEC AND CALIFORNIA AMENDMENTS. ** THIS PROJECT IS SUBJECT TO THE REQUIREMENTS OF CHAPTER 7A OF THE C.B.C. ELECTRICAL CODE: ................................ RESIDENTIAL CODE: .............................. 2022 CALIF. BUILDING CODE (C.B.C.) 2022 CALIF. RESIDENTIAL CODE (C.R.C.) 2022 CALIF. ELECTRICAL CODE (C.E.C.) MECHANICAL CODE: ..............................2022 CALIF. MECHANICAL CODE (C.M.C.) PLUMBING CODE: ...................................2022 CALIF. PLUMBING CODE (C.P.C.) ENERGY CODE (TITLE 24. PT. 6): ..........2022 CALIF. ENERGY STANDARDS GREEN CODE (TITLE 24. PART 11): ......2022 CALIF. GREEN BUILDING STANDARDS (C.G.C.) FIRE CODE: .............................................2022 CAL. FIRE CODE (C.F.C.) APPLICABLE CODES N VICINITY MAP A-2.1 A-2.2 ELEVATIONS SHEET INDEX EXISTING SITE PLAN A-0.1 FLOOR PLAN AREA TABULATION LOT AREA = 9,900 SQ. FT. BLDG COVERAGE = 34.5% GENERAL NOTES *APPROVED BUILDING ADDRESS NUMBERS, BUILDING NUMBERS OR APPROVED BUILDING IDENTIFICATION SHALL BE PROVIDED AND MAINTAINED SO AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET FRONTING THE PROPERTY. THE NUMBERS SHALL CONTRAST WITH THEIR BACKGROUND, BE ARABIC NUMERALS OR ALPHABET LETTERS, AND BE A MINIMUM OF 4 INCHES HIGH WITH A MINIMUM STROKE WIDTH OF 0.5 INCH. FIRE CODE 505.1 *THE APPLICANT/PROPERTY OWNER SHALL BE RESPONSIBLE FOR CONFIRMING ALL EXISTING UTILITY EASEMENTS AND/OR CLEARANCE ON-SITE THAT MAY AFFECT THE PROJECT. *"A FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE SHALL BE COMPLETED BY A CALIFORNIA LICENSED LAND SURVEYOR OR CALIFORNIA REGISTERED CIVIL ENGINEER WHO IS AUTHORIZED TO PRACTICE LAND SURVEYING. THE COMPLETED ELEVATION CERTIFICATE MUST BE SUBMITTED TO THE BUILDING INSPECTOR AT THE TIME OF FOUNDATION INSPECTION, AND A FINAL CERTIFICATE MUST BE SUBMITTED AT THE TIME OF FINAL INSPECTION." *MECHANICAL, ELECTRICAL AND PLUMBING ARE NOT PART OF THIS PLAN REVIEW AND APPROVAL. THE BUILDING AND SAFETY DIVISION PLAN REVIEW DOES NOT INCLUDE POTENTIAL ELECTRICAL, WATER, OR GAS REVISIONS REQUIRED BY ANY NON-CITY UTILITY COMPANY. IT IS SOLELY ON THE CONTRACTOR TO ENSURE PROPOSED ADDITION OR ALTERATION CAN AND WILL MEET UTILITY COMPANY REQUIREMENTS. MEP ARE SUBJECT TO BUILDING FIELD INSPECTION. EXISTING LIVABLE AREA EXISTING 2 CARS GARAGE GROSS BLDG.= 3,418 SQ. FT. =380 SQ.FT.= =1,812 SQ.FT. EXISTING COVERED PATIO =320 SQ.FT.= A-2.3 ROOF PLAN S-0.1 STRUCTURAL NOTES S-0.2 STRUCTURAL NOTES S-0.3 STRUCTURAL NOTES S-0.4 STRUCTURAL NOTES S-1.0 FOUNDATION PLAN S-1.1 ROOF FRAMING PLAN S-2.0 FOUNDATION DETAIL S-3.0 WOOD FRAMING DETAIL S-4.0 SHEAR WALL DETAIL T24-1 ENERGY FORMS T24-2 ENERGY FORMS T24-3 ENERGY FORMS E-1.0 ELECTRICAL FLOOR PLAN TOTAL EXISTING AREA =2,512 SQ.FT. PROPOSED ATTACHED ACCESSORY DWELLING UNIT =906 SQ.FT. SITE PLANA-0 A-3 SECTION A-1.1 A-1.2 EXITING ELEVATIONS EXITING FLOOR PLAN A-1.3 EXITING ROOF PLAN DEMOLITION OF EXISTING PERGOLA AND RELOCATE EXISTING AC UNIT. G-0 CO V E R S H E E T XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 COVER SHEETG-0 SITE PLAN - OPEN SPACEA-0.2 MIKHAIL RESIDENCE ATTACHED ACCESSORY DWELLING UNIT PROJECT LOCATION SITE PLAN - ADDRESS PLANA-0.3 MECHANICAL FLOOR PLANM2.0 GENERAL NOTES AND EQUIPMENTM1.0 PLUMING FLOOR PLANP1.0 SCHEDULE ADU/SFD = 906/1812 = 50% Bldg #'s 101120779 & 81 APPROVALS: PLNG - C. Santana BLDG - J. Lo POLICE - B. Martin PUBLIC WORKS - B. Sarlak STRUCTURAL ENGINEERING AND COSULTING 602 S Genoa Dr. Santa Ana, CA 92704 Projecct # 01-23 STRUCTURAL CALCULATIONS Date Rev. 1 # Pages 26 10/31/2024 CALCULATION INDEX PART / TITLE Page 1. Gravity Criteria 1 2. Building Weight 2 3. Wind Analysis 3 4. Seismic Analysis Site Latitude & Longitude 4 Spectral Response Coefficients 5 Seismic Analysis 2012 IBC 6 5. Lateral Force Distribution 7 6. Wood Shearwall Design Shearwall Design Tables 8 Shearwall Description 10 Shearwall Design 11 7. Beam Design Beam Design Tables 15 Simply Supported Beam Design 16 8. Column Design Column Loads Wood Column Design 25 9. Foundation Design Foundation Design 26 01-23 602 S Genoa Dr 1-Story_R3.xls, Calculation Index BUILDING LOADS 6.00 psf 2.81 psf 3.00 psf 2.63 psf 0.50 psf - psf 15.00 psf 20.00 psf 7 psf 2.25 psf 3.15 psf 3.00 psf 15.00 psf 40.00 psf 9 psf 3.15 psf 2.25 psf 1.00 psf 15.00 psf 40.00 psf 2.81 psf 1.58 psf 0.50 psf 3.00 psf 18.00 psf 1.05 psf 2.81 psf 3.00 psf 10.00 psf Framing 2x10 @ 16" O.C. DF-Larch Sheathing 15/32" Plywood ROOF LIVE LOAD TOTAL ROOF DEAD LOAD TOTAL Roofing Shingles Asphalt (1/4 in) Miscellaneous Drywall Finish Floor Finish Miscellaneous Insulation Fiber Glass Loose Sheathing 15/32" Plywood EXTERIOR WALL LOAD Wall Wood Studs 2x4 @ 16" O.C. DF-Larch INTERIOR WAL DEAD LOAD ROOF LOADS FLOOR LOADS FLOOR LIVE LOAD TOTAL Drywall Finish Sheathing 15/32" Plywood Insulation Fiber Glass Loose Floor Finish Miscellaneous DECK LIVE LOAD TOTAL DECK DEAD LOAD TOTAL Sheathing 3/4" T&G Wall Wood Studs 2x6 @ 16" O.C. DF-Larch EXTERIOR WAL INTERIOR WALL LOAD Drywall Finish Framing 2x12 @ 16" O.C. DF-Larch Sheathing 3/4" T&G OPEN DEC Framing 2x12 @ 16" O.C. DF-Larch FLOOR DEAD LOAD TOTAL 01-23 602 S Genoa Dr 1-Story_R3.xls, Gravity Loads Page 1 BUILDING WEIGHT DESIGN CRITERIA Code Used : 2020 LABC Concrete F'c : 2,500 psi Building Code : 2022 CBC Steel Fy : 60,000 psi LACit Re uirement No v SOILS REPORT No Soils Report Bearing Capacity : 1,500 psf SEISMIC DESIGN PARAMETERS Short Period, Fa : 1.0 0.2 sec Fig 1613.5(1) Latitude : 33.7327095 Long Period, Fv : 1.5 1.0 sec Fig 1613.5(2) Longitude : -117.93513 Response Spectral : 133.10% 0.2 sec Fig 1613.5(3) Site Class : D Response Spectral : 47.60% 1.0 sec Fig 1613.5(4) BUILDING SUMMARY Level Height Elevation Unit Weight psf Wall Weight ft Dead Live Type psf ROOF 8.00 8.00 18.00 20.00 Exterior 18.00 Interior 10.00 * Roof Dead Load Includes Ceiling Dead Load BUILDING WEIGHT ROOF Area Type L (ft) W (ft) H (ft) Area (ft^2) Dead Load (psf) Weight (kips) Area 1 38.00 28.00 1,133.5 18.00 20.40 Ext. Wall 76.00 56.00 4.00 18.00 9.50 Int. Wall 57.00 28.00 4.00 10.00 3.40 TOTAL ROOF AREA / LOAD 1,133.5 33.31 01-23 602 S Genoa Dr 1-Story_R3.xls, Building Weight Page 2 27.5 Directional Procedure, Part 2: Enclosed Simple Diaphragm Buildings With H ≤ 160 Ft T-27.6-2 (psf) X oof Exp adjust factor T-27.6-2 = 1 4.76 Ph =25.20 Ph = 23.50 P0 =25.20 P0 =23.50 45 62 Example will work for V =110, 115 and 120 MPH only. Wind Normal to Ridge Wind Parallel to Ridge Roof Height h =15 feet Exposure C Roof Pitch =1.00 :12 Topography factor Kzt =1.00 26.8.2, Figure 26.8-1 Building & Structure Risk Category = IBC T-1604.5 Wind Speed V = 110 mph Fig. 26.5-1A, MRI = 700 yrs Wind Normal to Ridge, L/B = 0.726 use 0.7 Wind Parallel to Ridge, L/B = 1.38 use 1.4 Since .2 ≤ L/B ≤ 5.0 = Yes Since .2 ≤ L/B ≤ 5.0 = Yes and h ≤ 60 = Yes and h ≤ 60 = Yes Building meet Class I condition ? Yes Building meet Class I condition ? Yes  Since .5 ≤ L/B ≤ 2.0 = Yes Since .5 ≤ L/B ≤ 2.0 = Yes and 60 ≤h ≤1 60 = No and 60 ≤h ≤1 60 = No Fundamental period =0.500 sec Fundamental period =0.500 sec More than h/75 sec. NG More than h/75 sec. NG Building meet Class II condition ? No Building meet Class II condition ? No From T-27.6-1, V = 110 MPH Exp C, L/B =0.7 and 15 FT. HT From T-27.6-1, V = 110 MPH Exp C, L/B =1.4 and 15 FT. HT Ph =25.20 Kzt Ph =23.50 Kzt Po =25.20 Kzt Po =23.50 Kzt T-27.6-2 V =110 Exp C, h =15 Roof slope =1:12 Zone 1 =-23.5 Adjust factor T-27.6-2, = 1.00 Design roof pressure for zone 1 = -23.50 PSF Wind Base Shear = 23.44 kips Wind Base Shear = 15.86 kips II, standard == 01-23 602 S Genoa Dr 1-Story_R3.xls, Wind Analysis MWFR<160ft Page 3 !" #$%&'"( )* +"#(, * +%(-)./%01. 1 *)12. 3 %%"%%4%%5 5%% "%%!54%%6 7 % 5%%5""%!%! .8, 9!5 :;<=>?@ABC=D<EFCA-)./%0. *)2. J )* , * 4),),)) ) )QJ .%&C>WD;AEJ .8,-=TJ ZZ0,%4!"E;=I^<MW; V;I>=FPEFCA 8_#!&`%() a) - 8_#!&`%( )a *b .%,&4%%"%"%c"!%d!"" .%,&4%%"%"%c"!% )- e!&%%&%#c"!%) . d!"" e!&%%&%#c"!% ). bBC=D<EFCA^<MW; V;I>=FPEFCAd!"" .%&%#%# .%&"44) d!"" .%&"44 )) ** %44%46`) a) * %44%46` )a) 8/%6#!%"% .%&"44/ ) -b .%&4%%6#!%"%b #,%%`a "6,#%%#!&`) a b 9%!4&,%"%"%`1"4%g%%% )%a b 9%%%&%"%c"!%`) a) - "6,#%%#!&` )a) 9%!4&,%"%"%`1"4%g%%% )%a) - 9%%%&%"%c"!%` )a) - 9%%%&%"%c"!%`/ a b ††‡ˆ‰Š‹ŒŠ ŠŽ ‘’““”•–—˜™š’˜›–‹“œ ŠšŠ‹–œœ“œ Page 4 !" #$%&'"( )* +"#(, * +%(-)./%01. 1 *)12. 34567589:5:;6::;5<=>?6@6AB7CDE9F6:G98H5C7G:5HG4489:C5IJB6:5B:97IJJ9A:<K>LMNOOPQG8B9I:H;DPRSTUVWSXYZ"%[%%2 . /%"#".![%.%&0%#\%.%[% &%%%^%%%"%[%%% !!&%%"""]! %&%"%%%!"%!%%"%!]%]"^!&%%%_&[%]]!!"""%#%%%]%" %%%!%]]&%"%%!`!#&%]!&%%]%"[#%_%%%a^"%#%%]%"]!!%]%]%%b!%]!]%"%%#"#%%!"]%%[%^%% 2%]%]&]&!&%""""#]&!!% 2%]%!!]^%%%&"["%#[%#!"#%%%"%]!"#%["]%!"#%%%"!%"#!%"%% Page 5 IBC2018 (1613), ASCE 7-16 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Response Spectral Acc. (0.2 sec) Ss =1.331 g Figure 22-1,22-3,22-5,22-6 Response Spectral Acc.( 1.0 sec) S1 =0.476 g Figure 22-2,22-4,22-5,22-6 Soil Site Class Table 20-3-1, Default = D Site Coefficient Fa = 1.200 Table 11.4-1 Site Coefficient Fv =1.525 Table 11.4-2 Max Considered Earthquake Acc. SMS =Fa.Ss = 1.597g (11.4-1) Max Considered Earthquake Acc. SM1 =Fv.S1 = 0.726g (11.4-2) @ 5% Damped Design SDS =2/3(SMS)= 1.065g (11.4-3) SD1 =2/3(SM1)= 0.484g (11.4-4) Building Risk Categories Table 1604.5 Design Category Consideration:with dist. between seismic resisting system >40ft Seismic Design Category for 0.1sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1 < .75g NA Section 11.6 Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply) IBC, Seismic Design Category D IRC, Seismic Design Category = D2 12.8 Equivalent lateral force procedure Seismic Force Resisting Systems Ct = 0.02 x =0.75 T-12.8-2 Building ht. Hn =35 ft ited Building Height (ft) =65 Cu = 1.400 for SD1 of 0.484g Table 12.8-1 Approx Fundamental period, Ta = Ct(hn)x = 0.288 12.8-7 TL =6.000 Sec Calculated T shall not exceed ≤Cu.Ta = 0.403 Use T =0.403 sec. 0.8Ts = 0.8(SD1/SDS)= 0.364 Is structure Regular & ≤ 5 stories ? 12.8.1.3 Response Spectral Acc.( 0.2 sec) Ss =1.331g Fa = 1.20 @ 5% Damped Design SDS =⅔(Fa.Ss)= 1.065g (11.4-3) Response Modification Coef. R =6.5 Table-12.2-1 Over Strength Factor 2.5 foot note g Importance factor I =1 T 1.5-2 Seismic Base Shear V =C s W SDS (12.8-2) R/I SD1 (12.8-3) (R/I).T SD1TL (12.8-4) T2(R/I) Cs shall not be less than =0.044SDS.I≥.01 = 0.047 (12.8-5) Min Cs =0.5S1I/R N/A For S1 ≥ 0.6g (12.8-6) Use Cs =0.164 Design base shear V =0.164 W Control 12.14 Simplified Seismic base shear @ 5% Damped Design SDS =1.065 SDC = D Limitations:P F =1.2 R = 6.5 V =FSDS(W)= 0.197 W (12.14-11) R A. BEARING WALL SYSTEMS < Ta Cs ==0.164 or need not to exceed, Cs == 0.185 For T≤ TL or Cs =N/A For T > TL For three story building T-12.1 T-12.2 T-R301.2.2.1.1 01-23 602 S Genoa Dr 1-Story_R3.xls, Seismic Analysis-2018 IBC Page 6 LATERAL FORCE DISTRIBUTION SEISMIC BASE SHEAR Importance Factor, I ASCE7-16 Table 11.5-1 I = 1.00 EQ Acc. @ 5% Damped Design ASCE7-16 EQ 11.4-3 SDS = 1.06 Vult = IBC 2021 SHEET = 0.164 W Vwork = Vult / 1.4 = 0.117 W Working Stress Level Vwork = 0.117 * 33.3 kips = 3.9 kips Seismic Base Shear p = 1.30 ==> Vwork = 5.1 kips Seismic Base Shear WIND BASE SHEAR Vult = MWFR < 160 ft = 12.5 kips Vwork = Vult * 0.6 = 7.5 kips WIND BASE SHEAR GOVERNS DESIGN BASE SHEAR =7.5 kips BASE SHEAR VERTICAL DISTRIBUTION Floor Height Floor Weight wx*hx Fx % Fx Story V Fx Type hx Area wx wx*hx (V-Ft)Fx%Ft+Fi Fl Area ft ft^2 kips kips-ft (wx*hx)kips kips psf ROOF 8.00 1,134 33.31 266 1.000 7.50 7.50 6.62 - - - - - - - - - Total 33.31 266 1.000 7.50 DIAPHRAGM FORCE DISTRIBUTION Floor Story V Fpx Min Max Fpx Type wpx wi Ft+Fi V*wpx/w Fpx1 Fpx2 Design kips kips kips kips kips kips kips ROOF 28.56 28.56 7.50 7.50 6.08 12.16 7.50 - - - - - - - - 1 Fpx min = 0.2*SDs*I*wpx (for Flexible Diaphragm) ASCE7-16 12.10.1.1 2 Fpx max = 0.4*SDs*I*wpx (for Flexible Diaphragm) ASCE7-16 12.10.1.1 SHEARWALL DESIGN FORCES Level Fl. Area Wall Ht. Stry Shear Shear ft2 ft kips psf ROOF 1,134 8.00 7.50 6.62 - - - - - Weight 01-23 602 S Genoa Dr 1-Story_R3.xls, Lateral Force Distribution Page 7 TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET Table 2306.4.1 Allowable Shear (plf) for Wood Shearwall Panels For Wind or Seismic Loadin (plf)(plf) 1 1 15/32" 10d @6'' @16'' 3/8'' dia Lag Screw @32''OC 5/8'' dia A.B. @48''OC 320 240 2 1 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @16''OC 5/8'' dia A.B. @32''OC 480 360 3 1 15/32" 10d @3'' @12'' 3/8'' dia Lag Screw @12''OC 5/8'' dia A.B. @24''OC 720 540 4 1 15/32" 10d @2'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 820 615 5 2 15/32" 10d @4'' @8'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @16''OC 960 720 6 2 15/32" 10d @3'' @4'' 3/8'' dia Lag Screw @9''OC 5/8'' dia A.B. @12''OC 1,440 1,080 7 2 15/32" 10 @2'' @4''3/8'' dia Lag Screw @4''O 5/8'' dia A.B. @16''OC 1,640 1,230 NOTES: 1. 2. 5. NAILS SHALL BE PLACED NOT LESS THAN 1/2" INCH FROM PANEL EDGES. 8. 9. 10. V_allow (100%) A35/LTP 4 Simpson Sill Plate @ Framed Floor Anchor @ Foundation V_allow (75%)Mark # sides Sheathing Edge Nailing 4. WHERE PLYWOOD APPLIES ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" INCHES ON CENTER ON EITHER SIDE. PANEL JOINTS SHALL HAVE MIN 3x (VERTICAL STUDS & BLOCKING) AND NAILS SHALL BE STAGGERED. OFFSET PANEL JOINTS TO FALL ON DIFFERENT FRAMING MEMBER WHERE PLYWOOD IS PLACED AT BOTH FACES. 6. FOR HOLD-DOWNS AT THE END OF THE SHEAR WALL, SEE PLANS AND SCHEDULE. PROVIDE 3"x3"x1/4" WASHER PLATE AT ALL SILL PLATE ANCHOR BOLTS AND AT ALL HOLD-DOWN BOLTS CONNECTED TO VERTICAL POSTS. ALL SHEATHING TO BE DOUGLAS FIR-LARCH STRUCT. I. ALL FIELD NAILING TO INTERMEDIATE FRAMING TO BE AT 12" O.C. 3. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" (INCH) NOMINAL OR THICKER (i.e. MIN 3x VERTICAL STUDS AND BLOCKING) NAILS SHALL BE STAGGERED IN TWO LINES ALONG PANEL EDGES WHERE NAILS ARE SPACED 2" INCHES ON CENTER OR WHEN 10d COMMON NAILS SPACED 3" O.C. PENETRATE FRAMING MORE THAN 1 5/8". SIMPSON SDS 3/8"x7" WOOD SCREWS. TYP. USE |2"x4|4" SDS INTO NAILER AT STEEL BEAMS. 11. WHERE 2-2x SILL PLATES ARE USED, SCREW LOWER PLATE TO FRAMING BELOW. DRILL HOLE IN UPPER SILL PLATE FOR SCREW HEAD SO THAT UPPER PLATE SITS FLAT ON LOW SILL PLATE. 7. USE WELDED STUD BOLTS OF SAME SIZE & SPACING AS OF SILL PLATE ANCHOR BOLTS, WHERE STEEL BEAM OCCURS UNDER SHEAR WALL. PROVIDE DOUBLE PARALLAM BLOCKING TO ACCOMODATE 2 ROWS OF SIMPSON SDS SCREWS. FOUNDATION SILL PLATE SHALL BE 3x. U.N.O. 01-23 602 S Genoa Dr 1-Story_R3.xls, Tables Refrenced in SW Design Page 8 TABLES REFERENCED IN SHEARWALL DESIGN SPREADSHEET (HOLDOWN) HD Post Type 75% Full Used Size HDU2 2,306 3,075 2,306 4x4 HDU4 3,424 4,565 3,424 4x4 HDU5 4,253 5,670 4,253 4x4 HDU8 5,903 7,870 5,903 4x6 HDU11 7,151 9,535 7,151 4x6 HDU14 10,793 14,390 10,793 4x8 NOTES: 1. USE THREADED ROD @ EXISTING FOOTING ONLY. SEE DETAIL 16/S4 LARR# 25279. 2. USE SSTB @ NEW FOOTING ONLY PER LARR# 25248. 3. PROVIDE MIN. POST SIZE AS INDICATED, INCREASE SIZE TO MATCH WALL THICKNESS. 4. ALL HOLDOWN TO BE DOUGLAS FIR-LARCH No. 1. Max Uplift Force (lbs) Holdown Capcit 01-23 602 S Genoa Dr 1-Story_R3.xls, Tables Refrenced in SW Design Page 9 SHEARWALL DESCRIPTION T3 C3 T4 C4 AT ROOF LEVEL Total Shearwall Length ft = Sum (b1 + b2 + ..) Total Shear (V_Roof) lbs = Shear Trib Width * Line Trib Length (L) * Roof Unit Shear (psf) Unit Shear (v_Roof) plf = V_Roof / Sum(b1 + b2 + ..) SW-1 Dead Load lbs = Roof_Dead_Laod + Ceiling_Dead_Load SW-1 Uplift Force T1 lbs = ( Upward Force ) - ( Downward Force ) = (v_Roof * H_2nd Fl) - (0.6 * SW-1 Dead Load /2) Drag Force at Open lbs = V_Roof / Line Trib Length (L) * L_Opening v_Roof L_Opening b2b1 L SW-1 V_Roof H_ 1 s t F l o o r SW-2 01-23 602 S Genoa Dr 1-Story_R3.xls, SW Description 1-Story Page 10 SHEARWALL DESIGN TRUE TRUE Fl. Type Story Shear Wall Type ROOF 6.62 psf Ext. 8.00 ft 1 FALSE TRUE TRUE TRUE TRUE TRUE ROOF SW-01 Shearwall Length ft 16.17 Total Shearwall Length ft 16.17 Shear Trib. Width ft 15.0 Line Trib. Length ft 42.0 Line Total Length ft 42.0 Line Total Shear lbs 4,168.1 Line Unit Shear plf 257.8 2 v = 383 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 4''-6''-12'' O.C.) Drag Length ft 6.0 Drag Force lbs 1,240.5 Strap Type MST27 ROOF DL Trib. Width ft - - Ceiling DL Trib. Width ft - - Wall Height ft - Wall Dead Load plf - Wall Shear Force lbs 4,168.1 Uplift Force (Demand) lbs 2,062.1 Holdown Type HDU4 Uplift Force (Capacity) lbs 3,424 Wall Height LINE 75% Wood Shearwall 10d 01-23 602 S Genoa Dr 1-Story_R3.xls, Shearwall Line 1 Page 11 SHEARWALL DESIGN TRUE TRUE Fl. Type Story Shear Wall Type ROOF 6.62 psf Ext. 8.00 ft 2 FALSE TRUE TRUE TRUE TRUE TRUE ROOF SW-02 Shearwall Length ft 10.92 Total Shearwall Length ft 10.92 Shear Trib. Width ft 15.0 Line Trib. Length ft 33.0 Line Total Length ft 33.0 Line Total Shear lbs 3,274.9 Line Unit Shear plf 299.9 2 v = 383 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 4''-6''-12'' O.C.) Drag Length ft 6.0 Drag Force lbs 1,240.5 Strap Type MST27 ROOF DL Trib. Width ft - - Ceiling DL Trib. Width ft - - Wall Height ft - Wall Dead Load plf - Wall Shear Force lbs 3,274.9 Uplift Force (Demand) lbs 2,399.2 Holdown Type HDU4 Uplift Force (Capacity) lbs 3,424 Wall Height LINE 75% Wood Shearwall 10d 01-23 602 S Genoa Dr 1-Story_R3.xls, Shearwall Line 2 Page 12 SHEARWALL DESIGN TRUE TRUE Fl. Type Story Shear Wall Type Wall Height ROOF 6.62 psf Ext. 8.00 ft FALSE TRUE TRUE TRUE TRUE ROOF SW-03 Total Shearwall Segments Σ Li ft 8.33 Total Shearwall Length Ltot ft 13.33 Percent Full-Height Sheathing % 62% Total Area of Openings Ao ft2 22.50 Sheathing Area Ratio 0.75 Shear Capacity Adjustment Factor 0.80 Shear Trib. Width ft 17.0 Line Trib. Length ft 30.0 Shortest Panel if Less than H/2 ft 4.0 Line Total Shear V lbs 3,374.2 Line Unit Shear V / (Σ Li x Co)plf 509.3 x 4 ft / 4 ft =509.3 pdf v = 653 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 2''-6''-12'' O.C.) ROOF DL Trib. Width ft - - - Ceiling DL Trib. Width ft - - - Wall Height ft 8.0 Wall Dead Load plf 144.0 Uplift Force (Demand)lbs 3,714.3 Holdown Type HDU5 Uplift Force (Capacity)lbs 4,253 75% Wood Shearwall 10d 4 LINE A PERFORATED   iLh oA1 1r     i tot o L L 2r3 rC  ioLC VhT 01-23 602 S Genoa Dr 1-Story_R3.xls, Shearwall Line A (Perf.) Page 13 SHEARWALL DESIGN TRUE TRUE Fl. Type Story Shear Wall Type Wall Height ROOF 6.62 psf Ext. 8.00 ft FALSE FALSE TRUE TRUE TRUE ROOF SW-04 SW-05 Total Shearwall Segments Σ Li ft 6.42 4.42 Total Shearwall Length Ltot ft 12.42 4.42 Percent Full-Height Sheathing % 52% 100% Total Area of Openings Ao ft2 27.00 - Sheathing Area Ratio 0.66 1.00 Shear Capacity Adjustment Factor 0.75 1.00 Shear Trib. Width ft 17.0 Line Trib. Length ft 30.0 Shortest Panel if Less than H/2 ft 3.3 Line Total Shear V lbs 3,374.2 Line Unit Shear V / (Σ Li x Co)plf 414.7 x 4 ft / 3.25 ft = 510.3 pdf v = 653 plf (1-Side 15/32'' Str. I w/ 10d Common Nails @ 2''-6''-12'' O.C.) ROOF DL Trib. Width ft - - - Ceiling DL Trib. Width ft - - - Wall Height ft 8.0 8.0 Wall Dead Load plf 144.0 144.0 Uplift Force (Demand)lbs 3,039.9 3,126.3 Holdown Type HDU5 HDU5 Uplift Force (Capacity)lbs 4,253 4,253 75% Wood Shearwall 10d 4 LINE D PERFORATED   iLh oA1 1r     i tot o L L 2r3 rC  ioLC VhT 01-23 602 S Genoa Dr 1-Story_R3.xls, Shearwall Line C-D (Perf.) Page 14 TABLES REFERENCED IN BEAM DESIGN SPREADSHEET 2015 NDS Table 4A fb fv E Select Str 1,500 180 1,900,000 No.1&Better 1,200 180 1,800,000 No.1 1,000 180 1,700,000 No.2 900 180 1,600,000 No.3 525 180 1,400,000 Stud 700 180 1,400,000 2015 NDS Table 4D fb fv E Dense Str 1,900 170 1,700,000 Select Str 1,600 170 1,600,000 Dense No. 1 1,550 170 1,700,000 No.1 1,350 170 1,600,000 Dense No. 2 1,000 170 1,400,000 No.2 875 170 1,300,000 Other Material Prllm2.0E 2,900 290 2,000,000 Mcrlm1.8E 2,600 285 1,800,000 Mcrlm1.9E 2,600 285 1,900,000 Steel Fy=36 ksi 23,760 14400 29,000,000 Steel Fy=46 ksi 30,360 18400 29,000,000 Steel Fy=50 ksi 33,000 20000 29,000,000 1. FOR DOUGLAS FIR-LARCH USE 19% MAX. MOISTURE CONTENT LOAD SYMBOLS AND NOTATION D = Dead Load E = Earthquake Load Lr = Roof Live Load W = Wind Load L = Floor Live Load ASCE7-10 2.4 LOAD COMBINATION - ALLOWABLE STRESS DESIGN 1. D 2. D + Lr Load Duration = 1.25 3. D + L Max. (Dead + Live) 4. D + 0.75 (Lr + L) Load Duration = 1.25 5.(1.0 + 0.14SDS)D + 0.7E 6.(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr) 7.(0.6 − 0.14SDS)D + 0.7E ASCE7-10 12.4.3.2 TABLE 1604.3 (2012 CBC) DEFLECTION LIMITS Roof Members L D + L Supporting Plaster Ceiling l / 360 l / 240 Supporting Nonplaster Ceiling l / 240 l / 180 Not Supporting Ceiling l / 180 l / 120 Floor Members l / 360 l / 240 Max. (Dead + Live + Lateral) Allowable Stress Increase = 1.2  = 2.5 For Flexible Diaphragm WWPA Design Values for Visually Graded (2"-4") Design Values for Visually Graded (5" & Larger) Douglas Fir-Larch 1 WWPA Douglas Fir-Larch 1 01-23 602 S Genoa Dr 1-Story_R3.xls, Tables Refrenced in Beam Design Page 15 SIMPLY SUPPORTED BEAM DESIGN FALSE FALSE FALSE FALSE FALSE FALSE RJ CJ HDR1 HDR2 CB1 HDR3 SPAN ft 12.00 14.00 6.00 5.50 18.00 3.00 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L BEAM SECTION in 2x 8 2x 8 6x 6 6x 8 6x12 6x 6 GRADE No.2 No.2 No.2 No.2 No.1 No.2 ALLOWABLE STRESSES REPETITIVE MEMBER YES YES NO NO NO NO REPETITIVE FACTOR, Cr 1.15 1.15 1.00 1.00 1.00 1.00 SIZE FACTOR, Cf 1.20 1.20 1.00 1.00 1.00 1.00 BENDING STRESSES, F'b psi 1,242 1,242 875 875 1,350 875 SHEAR STRESSES, F'v psi 207 207 170 170 170 170 MODULUS OF ELASTICITY ksi 1,600 1,600 1,600 1,600 1,700 1,600 UNIFORM DISTRIBUTED LOAD OVER FULL SPAN ROOF TRIB. WIDTH ft 1.33 1.33 6.00 8.00 CEILING TRIB. WIDTH ft 1.33 1.33 6.00 12.00 8.00 FLOOR TRIB. WIDTH ft DECK TRIB. WIDTH ft WALL HEIGHT ft 3.50 3.50 3.50 WALL TYPE (EXT, INT)EXT EXT EXT AUTO CALC BEAM WEIGHT TOTAL DEAD LOAD (D plf 19.95 7.98 90.93 189.00 72.00 231.00 TOTAL ROOF LIVE LOAD (L plf 26.60 - 26.60 120.00 - 160.00 TOTAL FLOOR LIVE LOAD (L plf - 26.60 26.60 120.00 240.00 160.00 PARTIALLY DISTRIBUTED LOAD ROOF TRIB. WIDTH ft CEILING TRIB. WIDTH ft FLOOR TRIB. WIDTH ft DECK TRIB. WIDTH ft WALL HEIGHT ft WALL TYPE (EXT, INT) TOTAL DEAD LOAD (D plf - - - - - - TOTAL ROOF LIVE LOAD (L plf - - - - - - TOTAL FLOOR LIVE LOAD (L plf - - - - - - FROM (LEFT SUPPORT) ft LENGTH OF LOAD ft TRIANGULAR DISTRIBUTED LOAD ROOF TRIB. WIDTH ft TOTAL DEAD LOAD (D plf - - - - - - TOTAL ROOF LIVE LOAD (L plf - - - - - - CONCENTRATED LOADS P1 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P2 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft 01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 1 Page 16 SIMPLY SUPPORTED BEAM DESIGN FALSE FALSE FALSE FALSE FALSE FALSE RJ CJ HDR1 HDR2 CB1 HDR3 SPAN ft 12.00 14.00 6.00 5.50 18.00 3.00 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L BEAM SECTION in 2x 8 2x 8 6x 6 6x 8 6x12 6x 6 GRADE No.2 No.2 No.2 No.2 No.1 No.2 P3 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P4 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft LOAD CASE 1: D MAX. BENDING MOMENT lb-ft 359 196 409 715 2,916 260 MAX. DEFLECTION in 0.122 0.091 0.022 0.013 0.144 0.003 LEFT REACTION lbs 120 56 273 520 648 347 RIGHT REACTION lbs 120 56 273 520 648 347 LOAD CASE: Lr MAX. BENDING MOMENT lb-ft 479 - 120 454 - 180 MAX. DEFLECTION in 0.163 - 0.006 0.008 - 0.002 LEFT REACTION lbs 160 - 80 330 - 240 RIGHT REACTION lbs 160 - 80 330 - 240 LOAD CASE: L MAX. BENDING MOMENT lb-ft - 652 120 454 9,720 180 MAX. DEFLECTION in - 0.302 0.006 0.008 0.478 0.002 LEFT REACTION lbs - 186 80 330 2,160 240 RIGHT REACTION lbs - 186 80 330 2,160 240 LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 670 156 423 935 2,333 352 MAX. DEFLECTION in 0.285 0.091 0.028 0.021 0.144 0.006 LEFT REACTION lbs 223 45 282 680 518 469 RIGHT REACTION lbs 223 45 282 680 518 469 LOAD CASE 3: D + L Wood Load Duration Factor = 1.0 MAX. BENDING MOMENT lb-ft 359 847 529 1,168 12,636 440 MAX. DEFLECTION in 0.122 0.392 0.028 0.021 0.622 0.006 LEFT REACTION lbs 120 242 353 850 2,808 587 RIGHT REACTION lbs 120 242 353 850 2,808 587 LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 575 547 471 1,116 8,165 424 MAX. DEFLECTION in 0.244 0.317 0.031 0.025 0.502 0.007 LEFT REACTION lbs 239 196 392 1,015 2,268 707 RIGHT REACTION lbs 239 196 392 1,015 2,268 707 LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 258 140 294 513 2,094 187 MAX. DEFLECTION in 0.117 0.087 0.021 0.012 0.137 0.003 LEFT REACTION lbs 115 53 261 498 620 332 RIGHT REACTION lbs 115 53 261 498 620 332 01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 1 Page 17 SIMPLY SUPPORTED BEAM DESIGN FALSE FALSE FALSE FALSE FALSE FALSE RJ CJ HDR1 HDR2 CB1 HDR3 SPAN ft 12.00 14.00 6.00 5.50 18.00 3.00 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L BEAM SECTION in 2x 8 2x 8 6x 6 6x 8 6x12 6x 6 GRADE No.2 No.2 No.2 No.2 No.1 No.2 LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 474 441 397 922 6,583 349 MAX. DEFLECTION in 0.215 0.272 0.028 0.022 0.432 0.006 LEFT REACTION lbs 211 168 352 894 1,950 621 RIGHT REACTION lbs 211 168 352 894 1,950 621 LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 101 55 115 201 822 73 MAX. DEFLECTION in 0.046 0.034 0.008 0.005 0.054 0.001 LEFT REACTION lbs 45 21 103 195 244 130 RIGHT REACTION lbs 45 21 103 195 244 130 CHECK BENDING STRESSES MAX. BENDING MOMENT lb-ft 670.3 847.2 528.9 1,168.4 12,636.0 439.9 SECTION MODULUS, S in3 13.1 13.1 27.7 51.6 121.2 27.7 BENDING STRESS psi 612.1 773.7 228.9 271.9 1,250.8 190.4 CHECK BENDING STRESS RATIO 49% OK 62% OK 26% OK 31% OK 93% OK 22% OK CHECK SHEAR STRESSES MAX. SHEAR FORCE lbs 239.4 242.06 392.49 1,014.75 2,808.00 706.50 SECTION AREA, A in2 10.88 10.88 30.25 41.25 63.25 30.25 SHEAR STRESS, fv psi 33.02 33.39 19.46 36.90 66.59 35.03 CHECK SHEAR STRESS RATIO 16% OK 16% OK 11% OK 22% OK 39% OK 21% OK CHECK DEFLECTION MOMENT OF INERTIA, I in4 47.63 47.63 76.26 193.36 697.07 76.26 MAX. DEFLECTION, DL in 0.122 0.091 0.022 0.013 0.144 0.003 MAX. DEFLECTION, LL in 0.163 0.302 0.010 0.012 0.478 0.004 DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360 CHECK DEFLECTION LL < 0.4 OK < 0.47 OK < 0.2 OK < 0.18 OK < 0.6 OK < 0.1 OK MAX. DEFLECTION, DL+LL in 0.285 0.392 0.031 0.025 0.622 0.007 DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240 CHECK DEFLECTION (DL+LL)< 0.6 OK < 0.7 OK < 0.3 OK < 0.28 OK < 0.9 OK < 0.15 OK 01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 1 Page 18 SIMPLY SUPPORTED BEAM DESIGN FALSE TRUE TRUE TRUE TRUE TRUE CB2 CJ HDR1 HDR2 CB1 HDR3 SPAN ft 15.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L BEAM SECTION in 6x12 2x 8 6x 6 6x 8 6x12 6x 6 GRADE No.1 No.2 No.2 No.2 No.1 No.2 ALLOWABLE STRESSES REPETITIVE MEMBER NO YES NO NO NO NO REPETITIVE FACTOR, Cr 1.00 1.15 1.00 1.00 1.00 1.00 SIZE FACTOR, Cf 1.00 1.20 1.00 1.00 1.00 1.00 BENDING STRESSES, F'b psi 1,350 1,242 875 875 1,350 875 SHEAR STRESSES, F'v psi 170 207 170 170 170 170 MODULUS OF ELASTICITY ksi 1,700 1,600 1,600 1,600 1,700 1,600 UNIFORM DISTRIBUTED LOAD OVER FULL SPAN ROOF TRIB. WIDTH ft CEILING TRIB. WIDTH ft 12.00 FLOOR TRIB. WIDTH ft DECK TRIB. WIDTH ft WALL HEIGHT ft WALL TYPE (EXT, INT) AUTO CALC BEAM WEIGHT TOTAL DEAD LOAD (D plf 72.00 TOTAL ROOF LIVE LOAD (L plf - TOTAL FLOOR LIVE LOAD (L plf 240.00 PARTIALLY DISTRIBUTED LOAD ROOF TRIB. WIDTH ft CEILING TRIB. WIDTH ft FLOOR TRIB. WIDTH ft DECK TRIB. WIDTH ft WALL HEIGHT ft WALL TYPE (EXT, INT) TOTAL DEAD LOAD (D plf - TOTAL ROOF LIVE LOAD (L plf - TOTAL FLOOR LIVE LOAD (L plf - FROM (LEFT SUPPORT) ft LENGTH OF LOAD ft TRIANGULAR DISTRIBUTED LOAD ROOF TRIB. WIDTH ft TOTAL DEAD LOAD (D plf - TOTAL ROOF LIVE LOAD (L plf - CONCENTRATED LOADS P1 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P2 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft 01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 2 Page 19 SIMPLY SUPPORTED BEAM DESIGN FALSE TRUE TRUE TRUE TRUE TRUE CB2 CJ HDR1 HDR2 CB1 HDR3 SPAN ft 15.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L BEAM SECTION in 6x12 2x 8 6x 6 6x 8 6x12 6x 6 GRADE No.1 No.2 No.2 No.2 No.1 No.2 P3 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P4 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft LOAD CASE 1: D MAX. BENDING MOMENT lb-ft 2,162 MAX. DEFLECTION in 0.079 LEFT REACTION lbs 558 RIGHT REACTION lbs 558 LOAD CASE: Lr MAX. BENDING MOMENT lb-ft - MAX. DEFLECTION in - LEFT REACTION lbs - RIGHT REACTION lbs - LOAD CASE: L MAX. BENDING MOMENT lb-ft 7,208 MAX. DEFLECTION in 0.263 LEFT REACTION lbs 1,860 RIGHT REACTION lbs 1,860 LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 1,730 MAX. DEFLECTION in 0.079 LEFT REACTION lbs 446 RIGHT REACTION lbs 446 LOAD CASE 3: D + L Wood Load Duration Factor = 1.0 MAX. BENDING MOMENT lb-ft 9,370 MAX. DEFLECTION in 0.342 LEFT REACTION lbs 2,418 RIGHT REACTION lbs 2,418 LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 6,054 MAX. DEFLECTION in 0.276 LEFT REACTION lbs 1,953 RIGHT REACTION lbs 1,953 LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 1,553 MAX. DEFLECTION in 0.076 LEFT REACTION lbs 534 RIGHT REACTION lbs 534 01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 2 Page 20 SIMPLY SUPPORTED BEAM DESIGN FALSE TRUE TRUE TRUE TRUE TRUE CB2 CJ HDR1 HDR2 CB1 HDR3 SPAN ft 15.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L BEAM SECTION in 6x12 2x 8 6x 6 6x 8 6x12 6x 6 GRADE No.1 No.2 No.2 No.2 No.1 No.2 LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 4,881 MAX. DEFLECTION in 0.237 LEFT REACTION lbs 1,679 RIGHT REACTION lbs 1,679 LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 609 MAX. DEFLECTION in 0.030 LEFT REACTION lbs 210 RIGHT REACTION lbs 210 CHECK BENDING STRESSES MAX. BENDING MOMENT lb-ft 9,369.8 - - - - - SECTION MODULUS, S in3 121.2 13.1 27.7 51.6 121.2 27.7 BENDING STRESS psi 927.5 - - - - - CHECK BENDING STRESS RATIO 69% OK 0% OK 0% OK 0% OK 0% OK 0% OK CHECK SHEAR STRESSES #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! MAX. SHEAR FORCE lbs 2,418.0 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! SECTION AREA, A in2 63.25 10.88 30.25 41.25 63.25 30.25 SHEAR STRESS, fv psi 57.34 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! CHECK SHEAR STRESS RATIO 34% OK #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! CHECK DEFLECTION #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! MOMENT OF INERTIA, I in4 697.07 47.63 76.26 193.36 697.07 76.26 MAX. DEFLECTION, DL in 0.079 MAX. DEFLECTION, LL in 0.263 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360 CHECK DEFLECTION LL < 0.52 OK #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! MAX. DEFLECTION, DL+LL in 0.342 #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240 CHECK DEFLECTION (DL+LL)< 0.78 OK #VALUE! #VALUE! #VALUE! #VALUE! #VALUE! 01-23 602 S Genoa Dr 1-Story_R3.xls, Roof Beam Design 2 Page 21 SIMPLY SUPPORTED BEAM DESIGN FALSE FALSE TRUE TRUE TRUE TRUE FJ GIRDER SPAN ft 9.00 7.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD Prllm WOOD Prllm BEAM SECTION in 2x 6 4x 8 2x10 4x12 5.25x11.25 5.25x11.875 GRADE No.2 No.2 No.2 No.1 Prllm2.0E Prllm2.0E ALLOWABLE STRESSES REPETITIVE MEMBER YES YES NO NO NO NO REPETITIVE FACTOR, Cr 1.15 1.15 1.00 1.00 1.00 1.00 SIZE FACTOR, Cf 1.30 1.30 1.10 1.10 1.00 1.00 BENDING STRESSES, F'b psi 1,346 1,346 990 1,100 2,900 2,900 SHEAR STRESSES, F'v psi 207 207 180 180 290 290 MODULUS OF ELASTICITY ksi 1,600 1,600 1,600 1,700 2,000 2,000 UNIFORM DISTRIBUTED LOAD OVER FULL SPAN ROOF TRIB. WIDTH ft CEILING TRIB. WIDTH ft FLOOR TRIB. WIDTH ft 1.33 7.50 DECK TRIB. WIDTH ft WALL HEIGHT ft WALL TYPE (EXT, INT) AUTO CALC BEAM WEIGHT TOTAL DEAD LOAD (D plf 19.95 112.50 TOTAL ROOF LIVE LOAD (L plf - - TOTAL FLOOR LIVE LOAD (L plf 53.20 300.00 PARTIALLY DISTRIBUTED LOAD ROOF TRIB. WIDTH ft CEILING TRIB. WIDTH ft FLOOR TRIB. WIDTH ft DECK TRIB. WIDTH ft WALL HEIGHT ft WALL TYPE (EXT, INT) TOTAL DEAD LOAD (D plf - - TOTAL ROOF LIVE LOAD (L plf - - TOTAL FLOOR LIVE LOAD (L plf - - FROM (LEFT SUPPORT) ft LENGTH OF LOAD ft TRIANGULAR DISTRIBUTED LOAD ROOF TRIB. WIDTH ft TOTAL DEAD LOAD (D plf - - TOTAL ROOF LIVE LOAD (L plf - - CONCENTRATED LOADS P1 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P2 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft 01-23 602 S Genoa Dr 1-Story_R3.xls, 1st Floor Beam Design 1 Page 22 SIMPLY SUPPORTED BEAM DESIGN FALSE FALSE TRUE TRUE TRUE TRUE FJ GIRDER SPAN ft 9.00 7.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD Prllm WOOD Prllm BEAM SECTION in 2x 6 4x 8 2x10 4x12 5.25x11.25 5.25x11.875 GRADE No.2 No.2 No.2 No.1 Prllm2.0E Prllm2.0E P3 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft P4 DEAD LOAD (P D ) lbs ROOF LIVE LOAD (P Lr) lbs FLOOR LIVE LOAD (P L ) lbs LATERAL, P (W or 0.7E) lbs DIST. (LEFT SUPPORT) ft LOAD CASE 1: D MAX. BENDING MOMENT lb-ft 202 791 MAX. DEFLECTION in 0.089 0.045 LEFT REACTION lbs 90 422 RIGHT REACTION lbs 90 422 LOAD CASE: Lr MAX. BENDING MOMENT lb-ft - - MAX. DEFLECTION in - - LEFT REACTION lbs - - RIGHT REACTION lbs - - LOAD CASE: L MAX. BENDING MOMENT lb-ft 539 2,109 MAX. DEFLECTION in 0.236 0.120 LEFT REACTION lbs 239 1,125 RIGHT REACTION lbs 239 1,125 LOAD CASE 2: D + Lr Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 162 633 MAX. DEFLECTION in 0.089 0.045 LEFT REACTION lbs 72 338 RIGHT REACTION lbs 72 338 LOAD CASE 3: D + L Wood Load Duration Factor = 1.0 MAX. BENDING MOMENT lb-ft 741 2,900 MAX. DEFLECTION in 0.325 0.165 LEFT REACTION lbs 329 1,547 RIGHT REACTION lbs 329 1,547 LOAD CASE 4: D + 0.75 (Lr + L)Wood Load Duration Factor = 1.25 MAX. BENDING MOMENT lb-ft 485 1,898 MAX. DEFLECTION in 0.266 0.135 LEFT REACTION lbs 269 1,266 RIGHT REACTION lbs 269 1,266 LOAD CASE 5:(1.0 + 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 91 512 MAX. DEFLECTION in 0.037 0.039 LEFT REACTION lbs 65 364 RIGHT REACTION lbs 65 364 01-23 602 S Genoa Dr 1-Story_R3.xls, 1st Floor Beam Design 1 Page 23 SIMPLY SUPPORTED BEAM DESIGN FALSE FALSE TRUE TRUE TRUE TRUE FJ GIRDER SPAN ft 9.00 7.50 MATERIAL (WOOD, STEEL)WOOD DF-L WOOD DF-L WOOD DF-L WOOD DF-L WOOD Prllm WOOD Prllm BEAM SECTION in 2x 6 4x 8 2x10 4x12 5.25x11.25 5.25x11.875 GRADE No.2 No.2 No.2 No.1 Prllm2.0E Prllm2.0E LOAD CASE 6:(1.0 + 0.105SDS)D + 0.525E + 0.75(L + Lr)Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 262 1,480 MAX. DEFLECTION in 0.106 0.112 LEFT REACTION lbs 187 1,053 RIGHT REACTION lbs 187 1,053 LOAD CASE 7:(0.6 − 0.14SDS)D + 0.7E Wood Load Duration Factor = 1.6 MAX. BENDING MOMENT lb-ft 31 173 MAX. DEFLECTION in 0.012 0.013 LEFT REACTION lbs 22 123 RIGHT REACTION lbs 22 123 CHECK BENDING STRESSES MAX. BENDING MOMENT lb-ft 740.6 2,900.4 - - - - SECTION MODULUS, S in3 7.6 30.7 21.4 73.8 110.7 123.4 BENDING STRESS psi 1,175.2 1,135.1 - - - - CHECK BENDING STRESS RATIO 87% OK 84% OK 0% OK 0% OK 0% OK 0% OK CHECK SHEAR STRESSES #VALUE! #VALUE! #VALUE! #VALUE! MAX. SHEAR FORCE lbs 329.2 1,546.88 #VALUE! #VALUE! #VALUE! #VALUE! SECTION AREA, A in2 8.25 25.38 13.88 39.38 59.06 62.34 SHEAR STRESS, fv psi 59.85 91.44 #VALUE! #VALUE! #VALUE! #VALUE! CHECK SHEAR STRESS RATIO 29% OK 44% OK #VALUE! #VALUE! #VALUE! #VALUE! CHECK DEFLECTION #VALUE! #VALUE! #VALUE! #VALUE! MOMENT OF INERTIA, I in4 20.80 111.15 98.93 415.28 622.92 732.62 MAX. DEFLECTION, DL in 0.089 0.045 MAX. DEFLECTION, LL in 0.236 0.120 #VALUE! #VALUE! #VALUE! #VALUE! DEFLECTION LIMITS, LL L / 360 L / 360 L / 360 L / 360 L / 360 L / 360 CHECK DEFLECTION LL < 0.3 OK < 0.25 OK #VALUE! #VALUE! #VALUE! #VALUE! MAX. DEFLECTION, DL+LL in 0.325 0.165 #VALUE! #VALUE! #VALUE! #VALUE! DEFLECTION LIMITS, DL+LL L / 240 L / 240 L / 240 L / 240 L / 240 L / 240 CHECK DEFLECTION (DL+LL)< 0.45 OK < 0.38 OK #VALUE! #VALUE! #VALUE! #VALUE! 01-23 602 S Genoa Dr 1-Story_R3.xls, 1st Floor Beam Design 1 Page 24 COLUMN AXIAL CAPACITY WOOD PROPERTIES: Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK! E =CT =1.0 Kf = 1.00 F'c =Ct = 1.0 (for bolted or nailed members) E' = Ci =1.0 Fc* = CD =1.0 No. of 1+ Fce/Fc* Column Plies 2c Capacity C01 1 - 2x 4 1.5 3.50 8 64.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 2.45 kips C02 2 - 2x 4 3.0 3.50 8 32.0 27.4 27.4 558.27 0.597 1.00 0.498 465.79 4.89 kips C03 1 - 2x 6 1.5 5.50 8 64.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 6.22 kips C04 2 - 2x 6 3.0 5.50 8 32.0 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 12.43 kips C05 1 - 2x 8 1.5 7.50 8 64.0 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 9.57 kips C06 2 - 2x 8 3.0 7.25 8 32.0 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 18.34 kips WOOD PROPERTIES: Use Douglas Fir-Larch CF =1.1 Kce = 0.30 Buckling about x-axis?YES Species:Cm =1.0 c = 0.80 Check le/d reqmt.OK! E =CT =1.0 Kf = 1.00 F'c =Ct = 1.0 (for bolted or nailed members) E' = Ci =1.0 Fc* = CD =1.0 No. of 1+ Fce/Fc* Column Plies 2c Capacity C07 1 - 4x 4 3.5 3.50 8 27.4 27.4 27.4 558.27 0.597 1.00 0.498 465.79 5.71 kips C08 1 - 4x 6 3.5 5.50 8 27.4 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 14.50 kips C09 1 - 4x 8 3.5 7.50 8 27.4 12.8 12.8 2,563.48 2.742 2.34 0.910 850.54 22.33 kips C10 1 - 6x 6 5.5 5.50 8 17.5 17.5 17.5 1,378.58 1.474 1.55 0.806 753.41 22.79 kips C11 1 - 6x 8 5.5 7.25 8 17.5 13.2 13.2 2,395.43 2.562 2.23 0.902 843.35 33.63 kips Note: KcE = 0.510 - 0.839(COV)where COV = 0.25 - sawn lumber 0.3 - for visually graded lumber 0.15 - MEL 0.384 - for machine evaluated lumber (MEL)0.11 - MSR (machine stress rated) 0.418 - for roducts w/ COV<=0.11 0.10 - glu-lam le/dx le/dx F'cCOL(le/d) Fce Fce/Fc*CPdxlex,y 1,500 psi 1,700,000 psi 1,650 psi le/dy 935 psi Size dy Stud 1,400,000 psi 850 psi 1,400,000 psi No.1 1,700,000 psi Size le/dyCOL dy dx lex,y F'c(le/d) Fce Fce/Fc* CP 01-23 602 S Genoa Dr 1-Story_R3.xls, Column Design Page 25 FOUNDATION DESIGN ALLOW BEARING CAPACITY psf CONCRETE STRENGTH, f'c psi YEILD STRENGTH, F psi EXT. WALL FTG INT. WALL FTG F1 F2 F3 FOOTING DIMENSION WIDTH in 18.0 18.0 18.0 30.0 42.0 LENGTH in 12.0 12.0 18.0 30.0 42.0 DEPTH in 18.0 18.0 18.0 24.0 12.0 COLUMN DIMENSION WIDTH in 4.0 4.0 4.0 4.0 4.0 LENGTH in 12.0 12.0 4.0 6.0 6.0 FOOTING LOAD ROOF TRIB. AREA ft2 9.0 9.0 CEILING TRIB. AREA ft2 9.0 9.0 FLOOR TRIB. AREA ft2 9.0 9.0 DECK TRIB. AREA ft2 - - WALL AREA ft2 20.0 20.0 WALL TYPE EXT INT DEAD LOAD D lbs 684.0 524.0 1,500.0 1,206.0 7,500.0 LIVE LOAD L lbs 720.0 720.0 1,800.0 4,020.0 9,500.0 SEISMIC LOAD E lbs - - CHECK BEARING CAPACITY SERVICE LOAD, (D+L)lbs 1,404.0 1,244.0 3,300.0 5,226.0 17,000.0 SERVICE LOAD, (D+L+E)/1.33 lbs 1,055.6 935.3 2,481.2 3,929.3 12,782.0 SOIL PRESSURE, fb=P/AFTG psf 936.0 829.3 1,466.7 836.2 1,387.8 CHECK fb < Fb OK OK OK OK OK CHECK MINIMUM REINFORCEMENT REINFORCEMENT USE 2#4 2#4 2#4 3#4 4#4 AREA OF STEEL, As in2 0.40 0.40 0.40 0.60 0.80 As1 min = 0.0018*Area_Conc. in2 0.49 0.49 0.49 1.13 0.68 As2 min = 1.33*As_Required in2 0.01 0.00 0.01 0.03 0.32 As min = Min(As1,As2) in2 0.01 0.00 0.01 0.03 0.32 CHECK As > As MIN OK OK OK OK OK CHECK BENDING STRESSES FACTORED, 1.4D+1.7L lbs 2,182 1,958 5,160 8,522 26,650 FACTORED, 1.4(D+L+E)/1.33 lbs 1,966 1,742 4,620 7,316 23,800 MAXIMUM MOMENT, Mu lb-in 2,969 2,665 7,023 24,005 114,532 b in 12.00 12.00 18.00 30.00 42.00 a = As*Fy / 0.85*f'c*b in 0.94 0.94 0.63 0.56 0.54 Mn = *As*Fy*(d-a/2)lb-in 313,835 313,835 317,224 671,252 377,183 CHECK Mu < Mn OK OK OK OK OK CHECK SHEAR STRESSES MAXIMUM SHEAR, Vu lbs - - - 2,557 20,939 b in 12.00 12.00 18.00 30.00 42.00 Vc = 2**bw*d*sqrt(f'c)lbs 15,300 15,300 22,950 53,550 32,130 CHECK Vu < Vc OK OK OK OK OK 1,500.00 60,000.00 2,500.00 01-23 602 S Genoa Dr 1-Story_R3.xls, FTG Design Page 26 COVERED ENTRANCE EXISTING PORCH Site Plan SCALE 1:10 A-0 SI T E P L A N N 0 5 10 20 SCALE = 1:10 PROJECT LOCATION EXISTING SIDEWALK EXISTING GUTTER EXISTING APPROACH EXISTING 6' HI. C.M.U WALL TYP. XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 PL PL PL PL PL ℄ 0108-401-38 APN: 0108-401-07 APN: 0108-401-10 APN: GE N O A D R . PL PL PL 90.32' 99 . 9 2 ' 61 . 8 7 ' 50.10 ' 92. 7 9 ' (E. G A R D E N G R O V E - W I N T E R S B U R G C H A N N E L ) R69.3 9 EXITING SINGLE FAMILY RESIDENCE EXITING COVERED PATIO EXITING (2) CARS GARAGE 5.0 0 30.00 18.0012.00 20.3354.1715.83 12 . 4 1 16 . 5 0 EXISTING CURB 16.1728.0028.00 25 . 5 0 AC UNITS 21.83 4.00 38.00 22 . 2 5 30 . 2 5 ADDITION ACCESSORY DWELLING UNIT.906 SQ. FT. EXISTING 8'X8 NON-STRUCTURAL SHADE 15.00 DRAINAGE EA. 6.00 SCE EA. 5.00 PACIFIC . TELEPHONE & TELEGRAPH EA.10. 0 0 S T . D R . E A . 12 . 0 0 7.0 0 4.00 R E A R SET B A C K 5.0 0 10.0 0 6.0 9 5.0 0 P A C I F I C . T E L E P H O N E & T E L E G R A P H E A . EXISTING DRIVEWAY EXISTING LANDSCAPE AREA EXISTING LANDSCAPE AREA N NEAREST BUS STOP 918' FROM PROPERTY LINE EXISTING BUS STOP 918' FROM PROPERTY LINE EXISTING BUS STOP 6.0 0 S C E E A . AREA TABULATION LOT AREA = 9,900 SQ. FT. BLDG COVERAGE = 34.5% EXISTING LIVABLE AREA EXISTING 2 CARS GARAGE GROSS BLDG.= 3,418 SQ. FT. =380 SQ.FT.= =1,812 SQ.FT. EXISTING COVERED PATIO =320 SQ.FT.= TOTAL EXISTING AREA =2,512 SQ.FT. PROPOSED ATTACHED ACCESSORY DWELLING UNIT =906 SQ.FT. EXISTING CONCRETE EXISTING CONCRETE 11. 0 9 EXISTING LANDSCAPE AREA 4 4 EXISTING PORCH EXISTING SITE PLAN SCALE 1:10 A-0.1 EX I S T I N G N 0 5 10 20 SCALE = 1:10 BUILDING CODE: ..................................... ** THESE PLANS SHALL COMPLY W/ THE LOCAL MUNICIPAL CODE AND 2022 EDITION OF THE CALIFORNIA BUILDING CODE WHICH ADOPTS THE 2022 IBC, 2022 CMC, 2022 CPC AND THE 2022 CEC AND CALIFORNIA AMENDMENTS. ** THIS PROJECT IS SUBJECT TO THE REQUIREMENTS OF CHAPTER 7A OF THE C.B.C. ELECTRICAL CODE: ................................ RESIDENTIAL CODE: .............................. 2022 CALIF. BUILDING CODE (C.B.C.) 2022 CALIF. RESIDENTIAL CODE (C.R.C.) 2022 CALIF. ELECTRICAL CODE (C.E.C.) MECHANICAL CODE: ..............................2022 CALIF. MECHANICAL CODE (C.M.C.) PLUMBING CODE: ...................................2022 CALIF. PLUMBING CODE (C.P.C.) ENERGY CODE (TITLE 24. PT. 6): ..........2022 CALIF. ENERGY STANDARDS GREEN CODE (TITLE 24. PART 11): ......2022 CALIF. GREEN BUILDING STANDARDS (C.G.C.) FIRE CODE: .............................................2022 CAL. FIRE CODE (C.F.C.) APPLICABLE CODES NPROJECT LOCATION VICINITY MAP AREA TABULATION EXISTING LIVABLE AREA EXISTING 2 CARS GARAGE =380 SQ.FT.= =1,812 SQ.FT. EXISTING COVERED PATIO =320 SQ.FT.= EXISTING SIDEWALK EXISTING GUTTER EXISTING APPROACH EXISTING 6' HI. C.M.U WALL TYP. EXISTING PORCH =16 SQ.FT. XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 PL PL PL PL PL ℄ 0108-401-38 APN: 0108-401-07 APN: 0108-401-10 APN: GE N O A D R . PL PL PL 90.32' 99 . 9 2 ' 61 . 8 7 ' 50.10 ' 92. 7 9 ' (E. G A R D E N G R O V E - W I N T E R S B U R G C H A N N E L ) R69. 3 9 EXITING SINGLE FAMILY RESIDENCE EXITING COVERED PATIO EXITING (2) CARS GARAGE 5.0 0 30.00 18.0012.00 20.3354.1715.83 12 . 4 1 16 . 5 0 EXISTING CURB TOTAL EXISTING AREA =2,528 SQ.FT. EXISTING AC UNIT TO BE RELOCATED EXISTING PERGOLA TO BE DEMOED 44.16 25.83 SI T E P L A N 52 . 5 0 EXISTING 8'X8 NON-STRUCTURAL SHADE 15.00 DRAINAGE EA. 6.00 SCE EA. 5.00 PACIFIC . TELEPHONE & TELEGRAPH EA.10. 0 0 S T . D R . E A . 12 . 0 0 7.0 0 5.0 0 11. 0 9 5.0 0 P A C I F I C . T E L E P H O N E & T E L E G R A P H E A . 7.338.00 8. 0 0 3. 9 1 EXISTING DRIVEWAY EXISTING LANDSCAPE AREA EXISTING LANDSCAPE AREA 6.0 0 S C E E A . EXISTING CONCRETE EXISTING CONCRETE COVERED ENTRANCE EXISTING PORCH Site Plan - OPEN SPACE SCALE 1:10 A-0.2 SI T E P L A N OP E N S P A C E N 0 5 10 20 SCALE = 1:10 EXISTING SIDEWALK EXISTING GUTTER EXISTING APPROACH EXISTING 6' HI. C.M.U WALL TYP. XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 PL PL PL PL PL ℄ 0108-401-38 APN: 0108-401-07 APN: 0108-401-10 APN: GE N O A D R . PL PL PL 90.32' 99 . 9 2 ' 61 . 8 7 ' 50.10 ' 92. 7 9 ' (E. G A R D E N G R O V E - W I N T E R S B U R G C H A N N E L ) R69.3 9 EXITING SINGLE FAMILY RESIDENCE EXITING COVERED PATIO EXITING (2) CARS GARAGE 5.0 0 30.00 18.0012.00 20.3354.1715.83 EXISTING CURB AC UNITS 21.83 4.00 ADDITION ACCESSORY DWELLING UNIT.906 SQ. FT. EXISTING 8'X8 NON-STRUCTURAL SHADE 6.00 SCE EA. 5.00 PACIFIC . TELEPHONE & TELEGRAPH EA.10. 0 0 S T . D R . E A . 12 . 0 0 7.0 0 4.00 R E A R SET B A C K 5.0 0 10.0 0 6.0 9 5.0 0 P A C I F I C . T E L E P H O N E & T E L E G R A P H E A . NON-FRONT YARD OPEN SPACE 1921 SQ.FT. AT HATCHED AREA 15.00 MIN. 15 . 0 0 M I N . EXISTING DRIVEWAY EXISTING LANDSCAPE AREA EXISTING LANDSCAPE AREA 6.0 0 S C E E A . 11. 0 9 COVERED ENTRANCE EXISTING PORCH Site Plan - ADDRESS PLAN SCALE 1:10 A-0.3 SI T E P L A N AD D R E S S P L A N N 0 5 10 20 SCALE = 1:10 EXISTING SIDEWALK EXISTING GUTTER EXISTING APPROACH EXISTING 6' HI. C.M.U WALL TYP. XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 PL PL PL PL PL ℄ 0108-401-38 APN: 0108-401-07 APN: 0108-401-10 APN: GE N O A D R . PL PL PL 90.32' 99 . 9 2 ' 61 . 8 7 ' 50.10 ' 92. 7 9 ' (E. G A R D E N G R O V E - W I N T E R S B U R G C H A N N E L ) R69.3 9 EXITING SINGLE FAMILY RESIDENCE EXITING COVERED PATIO EXITING (2) CARS GARAGE 5.0 0 30.00 18.0012.00 20.3354.1715.83 EXISTING CURB AC UNITS 21.83 4.00 NEW ADDITION ACCESSORY DWELLING UNIT 602 S GENOA DR, SANTA ANA, CA 92704 UNIT #2 906 SQ. FT. EXISTING 8'X8 NON-STRUCTURAL SHADE 6.00 SCE EA. 5.00 PACIFIC . TELEPHONE & TELEGRAPH EA.10. 0 0 S T . D R . E A . 12 . 0 0 7.0 0 4.00 R E A R SET B A C K 5.0 0 10.0 0 6.0 9 5.0 0 P A C I F I C . T E L E P H O N E & T E L E G R A P H E A . 11. 0 9 EXISTING DRIVEWAY EXISTING LANDSCAPE AREA EXISTING LANDSCAPE AREA 6.0 0 S C E E A . 1,812 SQ.FT. 602 S GENOA DR, SANTA ANA, CA 92704 A-1.1 FL O O R P L A N XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 EX I S T I N G WALL LEGEND SYMBOL DESCRIPTION EXISTING WALL AREA TABULATION TOTAL LIVABLE EXISTING LIVABLE AREA EXISTING 2 CARS GARAGE GROSS BLDG.= 2,528 SQ. FT. =380 SQ.FT. =1,812 SQ.FT. =1,812 SQ.FT. EXISTING COVERED PATIO =320 SQ.FT. EXISTING PORCH =16 SQ.FT. (E) 2 CARS GARAGE (E) BEDROOM(E) BEDROOM (E) BEDROOM(E) CLOSET(E) BATHROOM(E) KITCHEN (E) DINING (E) BATHROOM (E) GREAT (E) COVERED PATIO (E) PORCH EX . 4 8 " X 3 6 " W D . EX . 4 8 " X 3 6 " W D . EX . 4 8 " X 3 6 " W D . EX . 4 8 " X 3 6 " W D . EX . 1 8 " X 1 8 " W D . EX . 3 6 " D R . EX. 16'-0"X7'-0" GARAGE DOOR EX . 7 2 " S L I D I N G D R . EX. 144" SLIDING DR. EX . 3 6 " D R . EX. 30" DR.EX. 30" DR. EX. 30" DR.EX. 30" DR. EX. 30" DR.EX. 30" DR. EX. 36" DR. EX. 60" X 48" WD.EX. 60" X 48" WD. EX. 60" X 36" WD.EX. 48" X 48" WD.EX. 60" X 12" WD.EX. 16" X 34" WD.EX. 16" X 34" WD. EX . 1 6 " X 3 4 " W D . EX. W.H. EX. W. & D. EXISTING PERGOLA TO BE DEMOED 54 ' - 2 " 16'-6"52'-6" 69'-0" 69'-0" 25 ' - 1 0 " 28 ' - 4 " 54 ' - 2 " EXISTING FLOOR PLAN SCALE: 1/4" = 1'-0" N (E) MASTER BED ROOM 11 ' - 8 " 16 ' - 8 " 22'-3" 1'-7"7'-9"4'-10"4'-10"3'-3" XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 A-1.2 EL E V A T I O N S EX I S T I N G 8' - 0 " 12 ' - 3 1 4" 12 4 12 4 SIDE - EXITING SOUTH ELEVATION SCALE: 1/4" = 1'-0" 13 ' - 6 " 11 ' - 1 0 1 4" EXISTING ROOF LINE OF FINISH FLOOR LINE OF FINISH GRADE FRONT - EXITING EAST ELEVATION SCALE: 1/4" = 1'-0" EXISTING ROOF LINE OF FINISH FLOOR LINE OF FINISH GRADE 8' - 0 " 12 ' - 3 1 4" 13 ' - 6 " 12 16 12 16 12 4 BACK - EXITING WEST ELEVATION SCALE: 1/4" = 1'-0" EXISTING ROOF LINE OF FINISH FLOOR LINE OF FINISH GRADE 8' - 0 " 12 ' - 3 1 4" 13 ' - 5 1 2" 8' - 0 " 11 ' - 1 0 1 4" EXISTING ROOF12 4 SIDE - EXITING NORTH ELEVATION SCALE: 1/4" = 1'-0" 12 ' - 1 0 " 13 ' - 5 " 12 4 12 4 EXISTING 1x4 SURROUND WRAP & STUCCO (TYP.) EXISTING 1x4 SURROUND WRAP & STUCCO (TYP.) EXISTING 7/8" THK STUCCO (TYP.) EXISTING SOLAR PANEL EXISTING ELECTRICAL PANEL XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 A-1.3 RO O F P L A N 4 12 SL . DN . 4 12 SL . DN . EX. RIDGE LINE (EX.) BUILDING LINE TYP. (EX.) ROOF LINE TYP. SL. DN. SL. DN. 4 12 SL . DN . 4 12 SL . DN . EX. RIDGE LINE EX. RIDGE LINE EX . R I D G E L I N E 4 12 4 12 10" 1' - 0 " 2'-0" 1' - 0 " 2' - 0 " 2' - 0 " 10" 4' - 0 " 1 1 2" 12 SL . DN . 2' - 1 0 " 1'-6" 2' - 0 " 1'-6" EXISTING ROOF PLAN SCALE: 1/4" = 1'-0" EX I S I T I N G N A-2.1 FL O O R P L A N (E) 2 CARS GARAGE WALL LEGEND SYMBOL DESCRIPTION 2X STUDS @ 16" O.C. EXISTING WALL AREA TABULATION TOTAL LIVABLE EXISTING LIVABLE AREA EXISTING 2 CARS GARAGE GROSS BLDG.= 3,433 SQ. FT. =380 SQ.FT. =1,812 SQ.FT. =1,812 SQ.FT. ADDITION ATTACHED ADU AREA =906 SQ.FT. EXISTING COVERED PATIO =320 SQ.FT. EXISTING PORCH =16 SQ.FT. 2.0 GPM @ 80 PSI FIXTURE TYPE SHOWER HEAD KITCHEN FAUCET LAVATORY FAUCET WATER CLOSET 1.8 GPM @ 60 PSI 1.2 GPM @ 60 PSI 1.28 GALLONS PER FLUSH MAXIMUM FLOW RATE WATER EFFICIENCY SCHEDULE (C.G.C. Sec. 4.303.1) XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 16'-6" A C B D 69'-0" 54 ' - 2 " (E) BEDROOM(E) BEDROOM (E) BEDROOM(E) CLOSET(E) BATHROOM(E) KITCHEN (E) DINING (E) BATHROOM (E) GREAT (E) COVERED PATIO (E) MASTER BED ROOM (E) PORCH EX . 4 8 " X 3 6 " W D . EX . 4 8 " X 3 6 " W D . EX . 4 8 " X 3 6 " W D . EX . 4 8 " X 3 6 " W D . EX . 1 8 " X 1 8 " W D . EX . 3 6 " D R . EX. 16'-0"X7'-0" GARAGE DOOR EX . 7 2 " S L I D I N G D R . EX. 144" SLIDING DR. EX . 3 6 " D R . EX. 30" DR.EX. 30" DR. EX. 30" DR.EX. 30" DR. EX. 30" DR.EX. 30" DR. EX. 36" DR. FLOOR PLAN SCALE: 1/4" = 1'-0" (N) BEDROOM 10'-0" X 10'-1" (N) BATHROOM LAV.WC 5' F I B E R G L A S S TU B / S H O W E R UN I T 6 ' H I . (N) KITCHEN 11'-8" X 12'-8" (N) LIVING AREA 11'-8" X 24'-5" EX. 60" X 48" WD.EX. 60" X 48" WD. EX. 60" X 36" WD.EX. 48" X 48" WD.EX. 60" X 12" WD.EX. 16" X 34" WD.EX. 16" X 34" WD. EX . 1 6 " X 3 4 " W D . C CENTER OF WALL SYMBOLWINDOW SCHEDULE # LOCATION A C 6'-10" X 4'-0" SIZESYM.LITES 1 2 DESCRIPTION#REQ. VINYL FRAME WINDOW VINYL FRAME WINDOW X-O LIVING ROOM 5'-0" X 3'-0"X-O NOTE: ALL WINDOWS TO BE DUAL GLAZED W/ AT LEAST ONE PANE TEMPERED PER CBC 708A.2.1 NOTE: THE NFRC TEMPORARY LABEL DISPLAYED ON WINDOWS AND SKYLIGHTS TUBULAR) MUST REMAIN ON THE UNIT UNTIL FINAL INSPECTION HAS BEEN COMPLETED. NOTE: SIZES ARE TAKEN FROM DATA SUPPLIED BY WINDOW MANUFACTURERS. HOWEVER, THESE ARE GENERAL DIMENSIONS AND MUST BE VERIFIED WITH ACTUAL WINDOWS INSTALLED TO MEET MINIMUM EGRESS REQUIREMENTS D 2'-0" X 1'-6"2 VINYL FRAME WINDOWAWNING BATHROOM 0.300.23 0.30 0.30 U-FACTORSHGC KITCHEN & BED ROOM 2'-8"X 6'-8" DOOR SCHEDULE ENTRY DOOR W/ ENTRY SET SYMBOL ENTRY CLOSET SLIDING WARDROBE DOOR # 3'-0" X 6'-8"11 3/4" 1 3/8" SYM.SIZE THK.#REQ.DESCRIPTION 1 4 LOCATION - ALL EXTERIOR DOORS W/ GLASS TO BE DUAL PANE & TEMPERED U.N.O. - ALL HARDWARE TO BE NICKEL PLATED W/ SATIN FINISH - ALL EXTERIOR & MAIN DOORS TO HAVE DEAD BOLTS - ALL BEDROOM AND BATHROOM DOORS TO HAVE PRIVACY LOCKS 26'-0"X 6'-8" BEDROOMS/BATHROOMH.C.S.41 3/8"2 5 -- -- -- U-FACTORSHGC 2 2 3 H.C.S.KITCHECN3'-0" X 6'-8"11 3/8" 4 S.D.C S.D.C S.D.C SYM.DESCRIPTION 5 AIR CHANGES PER HOUR EXHAUST FAN CAPABLE OF HUMIDITY CONTROLLED C.G.C. (4.506.1) S.D.C SMOKE & CARBON MONOXIDE DETECTORS INTERCONNECTED AND HARD-WIRED W/ BATTERY BACK-UP (C.R.C. R14.3.1) A A-3 SINK D.W. RA N G E RE F . 0.23 0.23 SHOWER B 5'-0" X 4'-0"1 VINYL FRAME WINDOWX-O BED ROOM0.300.23 (N) BEDROOM 4'-6" ℄ 5'-0" X 8'-0" 8'-0" CLG. 8'-0" CLG. 8'-0" CLG. 8'-0" CLG. 8'-0" CLG. 22'-3"30'-3" 2 EX. W.H. EX . W . & D . 97'-0" 25'-6"2'-6" 6'-10" ℄ 2 WC (N) BATHROOM 5'-0" X 8'-0" 8'-0" CLG. LAV. D 16 ' - 2 " 21 ' - 1 0 " 4' - 0 " 4' - 0 " 38 ' - 0 " 1 6'-4" ℄ 12'-8"3'-11"8'-11"2'-6" 28'-0" 97'-0" 4 2' - 9 " 2' - 9 " ℄ ℄ 38 ' - 0 " 4' - 0 " 8' - 1 1 1 2" 3' - 3 1 2" 11 ' - 4 " 10 ' - 5 " 3 CLOSET SLIDING WARDROBE DOOR 1 3/8"24'-7"X 6'-8"-- 11 ' - 8 " 16 ' - 8 " 10'-4" X 11'-11" 1'-7"7'-9"4'-10"4'-10"3'-3" WASHER & DRYER W.H. 24x30 ATTIC ACCESS 4' - 0 " 5'-10" 7 3 4" MAX 7 3 4" MAX REMARK FULLY TEMPERED 1-HR. FIREWALL 5/8" TYPE 'X' DRYWALL WALLS TAPE ALL JOINTS SEE DETAIL #1 2X STUDS @ 16" O.C. 1-HR. FIREWALL 1.WATER HEATING SYSTEM (WATER HEATER) (SECTION 150.0(N)) A.SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE INDIVIDUAL DWELLING UNITS SHALL DESIGNATE A SPACE AT LEAST 2.5 FEET BY 2.5 FEET WIDE AND 7 FEET TALL SUITABLE FOR THE FUTURE INSTALLATION OF A HEAT PUMP WATER HEATER (HPWH) BY MEETING EITHER A OR B LISTED UNDER SECTION 150.0(N). i.IF THE DESIGNATED SPACE IS WITHIN 3 FEET FROM THE WATER HEATER: a.A DEDICATED 125 VOLT, 20 AMP ELECTRICAL RECEPTACLE THAT IS CONNECTED TO THE ELECTRIC PANEL WITH A 120/240 VOLT 3 CONDUCTOR, 10 AWG COPPER BRANCH CIRCUIT, WITHIN 3 FEET FROM THE WATER HEATER. II. ISOLATE BOTH ENDS OF THE UNUSED CONDUCTOR. b.A RESERVED SINGLE POLE CIRCUIT BREAKER SPACE IN THE ELECTRICAL PANEL ADJACENT TO THE CIRCUIT BREAKER c.A CONDENSATE DRAIN THAT ALLOWS NATURAL DRAINING OF THE WATER HEATER. d.. IF THE DESIGNATED SPACE IS MORE THAN 3 FEET FROM THE WATER HEATER: SEE ADDITIONAL CODE REQUIREMENTS. B.WHEN A SECOND WATER HEATER IS INSTALLED AS PART OF THE ADDITION SHALL COMPLY WITH SECTION (150.2(A)(D). 1 HR FIRE RATE WALL - DETAIL #1 5-3/4" - INT. WALL ASSY. (1-HR FIRE RATED) 7' - 1 1 " ELECTRICAL NOTES 4'-6" WI T H V E N T AB O V E S E E KI T C H E N VE N T N O T E KITCHEN VENT NOTE - KITCHEN EXHAUST FAN FLOW OF 70% CE OR 180 C.F.M. (CEC TABLE 150.0-G) - FOR CONTINUOUS SYSTEM OPERATION, THE LOWER RATES SHALL BE PERMITTED. OTHERWISE THE HIGHER RATE SHALL BE USED. 30"X18" UNDER FLOOR ACCESS 4 4 4 4 8' - 0 " 12 ' - 3 1 4" 12 4 12 4 XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 A-2.2 EL E V A T I O N S SIDE - SOUTH ELEVATION SCALE: 1/4" = 1'-0" BACK - WEST ELEVATION SCALE: 1/4" = 1'-0" 14 ' - 8 1 2" 11 ' - 1 0 1 4"14 ' - 8 1 2" 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. EXISTING ROOF LINE OF FINISH FLOOR LINE OF FINISH GRADE SIDE - NORTH ELEVATION SCALE: 1/4" = 1'-0" FRONT - EAST ELEVATION SCALE: 1/4" = 1'-0" ROOF JOINING LINEEXISTING ROOF 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 12 4 8' - 0 " 12 ' - 3 1 4" 13 ' - 6 " EXISTING 1x4 SURROUND WRAP & STUCCO (TYP.)NEW 1x4 SURROUND WRAP & STUCCO (TYP.) TO MATCH EXISTING ON COLOR AND SHAPE EXISTING BUILDING LINE 7/8" THK STUCCO (TYP.) TO MATCH EXISTING LINE OF FINISH FLOOR LINE OF FINISH GRADE 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 2x6 FASCIA BOARD w/ 26 GA. G.I. DRIP EDGE. (TYP.) TO MATCH EXISTING F. F . T O B O T . O F H D R . 6' - 1 0 " 8' - 0 " 14 ' - 8 1 2" 12 4 12 4 8' - 0 " 11 ' - 1 0 1 4"14 ' - 8 1 2" 7/8" THK STUCCO (TYP.) TO MATCH EXISTING EXISTING LINE OF FINISH FLOOR LINE OF FINISH GRADE 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 2x6 FASCIA BOARD w/ 26 GA. G.I. DRIP EDGE. (TYP.) TO MATCH EXISTING EXISTING ROOFEXISTING ROOF NEW 1x4 SURROUND WRAP & STUCCO (TYP.) TO MATCH EXISTING ON COLOR AND SHAPE 12 4 EXISTING LINE OF FINISH FLOOR 8' - 0 " 1' - 2 " 1' - 2 " 6' - 1 0 " F. F . T O B O T . O F H D R . 6' - 1 0 " F. F . T O B O T . O F H D R . 12 4 ROOF JOINING LINE EXISTING ROOF 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 7/8" THK STUCCO (TYP.) TO MATCH EXISTING LINE OF FINISH FLOOR LINE OF FINISH GRADE 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 8' - 0 " 14 ' - 8 1 2" 2x6 FASCIA BOARD w/ 26 GA. G.I. DRIP EDGE. (TYP.) TO MATCH EXISTING 12 4 8' - 0 " 12 ' - 3 1 4" 13 ' - 5 1 2" NEW 1x4 SURROUND WRAP & STUCCO (TYP.) TO MATCH EXISTING ON COLOR AND SHAPE FULLY TEMPERED 1' - 2 " FLOOR VENTILATION CALCULATIONS 906 / 150 * 144 = 869.76 SQ. IN REQUIRED REQUIRED 14 16X8 VENTS @ 64 SQ. IN EA. PROVIDED 896 SQ. IN. PROVIDED 4 16X8 UNDER FLOOR VENT (TYP. OF 14) 4 1' - 2 " 4 4 4 4 4 NOTE: UNDER-FLOOR SPACES SHALL BE VENTILATED BY OPENINGS INTO THEUNDER-FLOOR SPACE EXTERIOR WALLS. SUCH OPENINGS SHALL HAVE A NET AREA OF NOT LESS THAN 1 SQUARE FOOT FOR EACH 150 SQUARE FEET OFUNDER-FLOOR AREA. ONE VENTILATION OPENINGS SHALL BE LOCATED WITHIN 3-FT. OF EACH CORNER OF THE BUILDING AND PROVIDE CROSS VENTILATION.VENTILATION OPENINGS SHALL BE COVERED WITH CORROSION RESISTANT MESH W/ LEAST DIMENSION NOT EXCEEDING 1/4". XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 A-2.3 RO O F P L A N N 4 12 SL . DN . 4 12 SL . DN . EX. RIDGE LINE (EX.) BUILDING LINE TYP. (EX.) ROOF LINE TYP. ROOF PLAN SCALE: 1/4" = 1'-0" SL. DN. SL. DN. A A-3 4 12 4 12 SL . DN . SL . DN . 2" X 4 " C A L I F O R N I A R O O F FR A M I N G RIDGE LINE 4 124 12 RI D G E L I N E SL. DN. SL. DN. 2"X6" CALIFORNIA ROOF FRAMING 24x30 ATTIC ACCESS EXISTING OHG. TO BE REMOVED @ HATCH AREA 2'-0" OHG. TYP. TO MATCH EX. 2'-0" OHG. TYP. 2' - 0 " O H G . 2'- 0 " O H G . (N) BUILDING LINE (N) ROOF LINE TYP. TYP. VENTILATION CALCULATIONS 906 / 300 * 144 = 434.88 SQ. IN REQUIRED REQUIRED 4 DORMER VENTS @ 168 SQ. IN EA. PROVIDED 672 SQ. IN. PROVIDED -PROVIDE VENTILATION SO THAT AT LEAST 50% IS LOCATED IN THE UPPER HALF OF THE ATTIC SPACE w/ THE REMAINDER LOCATED WITHIN THE 36" OF EAVE LINE -ALL ROOF VENTS ARE TO BE ON THE REAR OR SIDE OF ROOF (TYP.) -ALL ROOF MATERIALS WILL BE INSTALLED PER THE MANUFACTURERS SPECIFICATIONS . ATTIC & ROOF NOTES VENT THRU ROOF DETAIL ROOFING MASTIC 3-VANDAL PROOF SS SCREWS - TYP PERMASEAL - TYP STEEL REINFORCING BOOT - TYP ROOF SHEATHING SEE STRUCT PLN. PROVIDE SUPPORTS AND SECURE TIGHT SEE PLUMBING FOR SIZE 8" ROOFING MASTIC-TYP 5"5"MI N . H T . P E R C O D E "HENRYS" ROOFING PER PLAN OR COPING CAP @ CHIMNEY 4 12 SL . DN . 4 12 SL . DN . EX. RIDGE LINE EX. RIDGE LINE EX . R I D G E L I N E 4 12 4 12 10" 1' - 0 " 2'-0" 1' - 0 " 2' - 0 " 2' - 0 " 10" 4' - 0 " 2' - 0 " O H G . T Y P . 2' - 0 " O H G . T Y P . 4'-0" OHG. 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 2' - 0 " O H G . T Y P . 2' - 0 " O H G . T Y P . RI D G E L I N E 4 12 4 12 SL . DN . SL . DN . RIDGE LINE 4 ONE HIGH ONE LOW NOTE: THE NET FREE VENTILATING AREA OF ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES SHALL NOT BE LESS THAN 1/150 OF THE AREA OF THE SPACE VENTILATED, EXCEPT THAT REDUCTION OF TOTAL THE AREA TO 1/300 IS PERMITTED PROVIDED THAT AT LEAST 40% AND NOT MORE THAN 50% OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AND NOT MORE THAN 3 FT. BELOW THE RIDGE OR HIGHEST POINT OF THE SPACE MEASURED VERTICALLY WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS. A MINIMUM OF 1-INCH CLEARANCE SHALL BE PROVIDED BETWEEN THE INSULATION AND ROOF SHEATHING. 4 DORMER VENT TYP. OF 4 4 SECTION - A SCALE: 3/8" = 1'-0" XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 09-23 MI K H A I L R E S I D E N C E CITY REVISION 4/01/24 OW N E R : H A N Y L . M I K H A I L PH O N E : ( 7 1 4 ) 6 9 6 - 2 7 9 7 CITY REVISION 4/17/24 CITY REVISION 10/24/24 CITY REVISION 02/26/25 A-3 SE C T I O N 2X6 CONT. DBL. TOP PLATE W/ A35'S @ 24" O.C. 2x6 TREATED SILL PLATE 8' - 0 " EXISTING HOUSE 8' - 0 " CONT. CONC. FTG. PER STRUCTURAL PLAN EXISTING CONT. CONC. FTG. 2X4 CONT. DBL. TOP PLATE CALIFORNIA FILL FRAMING R38 INSULATION 1/2" DRYWALL @ CLG. & WALLS (TYP.) 2X6 CONT. DBL. TOP PLATE W/ A35'S @ 24" O.C. 2X8 RIDGE BOARD R19 INSULATION 12 4 12 4 FIN. GRADE 2x6 STUDS @ 16" O.C. w/ R19 INSULATION [TYP.] 7/8" THK. STUCCO TO MATCH EXISTING [TYP.] 26 GA. G.I. DRIP EDGE FLASHING 2X6 R.S. FASCIA AND OVERHANG WITH STUCCO TYPICAL 30 YR. COMP. SHINGLES OVER 15 LB. FELT UNDERLAYMENT CLASS 'A' RATED. ASPHALT ROOFING SHINGLES ICC-ES AC438 TO MATCH EXISTING BUILDING TYP. 1/2" O.S.B. PLYWOOD SHEATHING W/ RADIANT BARRIER NAIL W/ 8d @ 6" & 12" O.C. A.P.A. RATED 2X6 RAFTER @ 16 O.C. 1-HR. FIREWALL 5/8" TYPE 'X' DRYWALL WALLS ON BOTH SIDE JOISTS FLOOR PER STRUCTURAL PLAN CONC. FOOTING PER STRUCTURAL PLAN 2X CEILING JOISTS 4 4 4 4 CITY OF SANTA ANA Planning and Building Agency - GENERAL 1- ALL NOTES ARE APPLICABLE UNLESS OTHERWISE NOTED ON DRAWINGS OR IN SPECIFICATIONS. 2- TYPICAL DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT SHOWN ON THE DRAWINGS, AND ONLY WHERE A REFERENCE TO THESE DETAILS AND SECTIONS IS MADE, 3- DO NOT SCALE FROM DRAWINGS, ALL DIMENSIONS SHOULD BE READ OR COMPUTED. 4- ALL STRUCTURAL DRAWINGS SHOULD BE READ IN CONJUNCTION WITH SPECIFICATIONS, ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWINGS. 5- REFER TO ARCHITECTURAL PLANS FOR FLOOR DEPRESSIONS, OPENINGS, SLOPES, DRAINS, CURBS, PADS, EMBEDDED ITEMS, NON -BEARING PARTITIONS, ETC. REFER TO MECHANICAL AND ELECTRICAL PLANS FOR SLEEVES, OPENINGS, AND HANGERS FOR PIPES, DUCTS AND EQUIPMENT. 6- THE CONTRACTOR SHALL VERIFY AND BE RESPONSIBLE FOR ALL DIMENSIONS AND CONDITIONS WHICH IMPACT THE WORK. FIELD VERIFY SIZES, ELEVATIONS, HOLE LOCATIONS, ETC. PRIOR TO FABRICATION. 7- SITE VISITS PERFORMED BY BUILDING ENGINEER OF RECORD DO NOT INCLUDE OBSERVATION OF MEANS AND METHODS OF CONSTRUCTION PERFORMED BY CONTRACTOR. 8- STRUCTURAL OBSERVATIONS PERFORMED BY BUILDING ENGINEER OF RECORD DURING CONSTRUCTION DO NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE BUILDING NSPECTOR OR THE DEPUTY INSPECTOR. OBSERVATIONS ALSO DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE AND SHALL NOT BE CONSIDERED AS SUPERVISION. 9- SHOP DRAWINGS WILL NOT BE PROCESSED DUE TO INCOMPLETENESS, LACK OF COORDINATION WITH RELEVANT PORTION OF CONTRACT DOCUMENTS, LACK OF CALCULATIONS IF REQUIRED AND WHERE DEVIATIONS, MODIFICATIONS AND SUBSTITUTIONS ARE INDICATED WITHOUT PRIOR WRITTEN APPROVAL FROM ARCHITECT / ENGINEER. 10- SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS ALL INTERIOR AND EXTERIOR NONBEARING PARTITIONS. ALL CONCRETE CURBS, SLOPES. DEPRESSED AREAS, INSERTS, STAIR FRAMING AND DETAILS DIMENSIONS, ETC.. EXCEPT AS SHOWN ON STRUCTURAL DRAWINGS. 11- DIMENSIONS, LOCATION, LEVEL AND ANCHOR BOLTS DIAMETERS, DIMENSIONS, AND LOCATIONS OF EQUIPMENT FOUNDATIONS SHALL BE DEFINED ACCORDING TO THE SPECIFICATION OF THE EQUIPMENT 'S MANUFACTURERS. 12- STRUCTURAL ELEMENTS SUBJECTED TO ELEVATORS LOADS (GUIDE RAIL SUPPORTS & FOOTINGS, BUFFERS AND TRACTION EQUIPMENTS) SHALL BE CHECKED ACCORDING TO THE CHOSEN TYPES MANUFACTURER'S SPECIFICATIONS. 13- ALL CONSTRUCTION MATERIALS TO WHICH REFERENCE IS MADE ON THE DRAWINGS AND IN THE TYPICAL DETAILS SHALL CONFORM TO THE APPLICABLE CODES AND STANDARDS FOR CONSTRUCTION AND TO THE SPECIFICATIONS. 14- ALL INVERTED BEAMS TO BE MONOLITHICALLY POURED WITH SLABS. 15- ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD AND ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 16- THE CONSTRUCTION LOAD ON THE FLOORS SHOULD NOT EXCEED THE SPECIFIED LIVE LOADS DURING ANY STAGE OF CONSTRUCTION THE CONTRACTOR SHOULD PREPARE ALL THE SHOP DRAWINGS FOR SHORING AND STAGING WHICH SHALL COME ON ANY FLOOR BEFORE CONSTRUCTION PROCEEDS. CODES AND REFERENCES — BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY ACI 318-19 — CALIFORNIA BUILDING CODE 2022 — MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE7-16 — AMERICAN STANDARD FOR TESTING AND MATERIAL. — NATIONAL DESIGN SPECIFICATION FRO WOOD CONSTRUCTION NDS-2018 — AISC — MANUAL OF STEEL CONSTRUCTION — ALLOWABLE STRESS DESIGN FOR STEEL CONSTRUCTION, 15 th EDITION. I nArlC 1. BUILDING CODE: ALL WORK SHALL CONFORM TO THE MINIMUM REQUIREMENTS OF THE 2021 INTERNATIONAL BUILDING CODE INCLUDING LOCAL BUILDING OFFICIAL AMENDMENTS AND 2022 CALIFORNIA BUILDING CODE. 2. VERTICAL LOADS: LIVE LOAD DEAD LOAD ROOF LOAD 20 PSF 15 PSF FLOOR LOAD 40 PSF 15 PSF B— LATERAL LOADS : WIND LOADS : 1— BASIC WIND SPEED (3 SEC GUST)-----------------110 MPH 2— BUILDING RISK CATEGORY ---------------------- II, STANDARD 3— WIND EXPOSURE-----------------------------C 4— WORKING STRESS LEVEL BASE SHEAR Vw---------- 7.5 KIPS SIESMIC LOADS : — SITE CLASS ---------- - SEISMIC DESIGN CATEGORY —Fa ------------------------- -Fv ------------------------ -Ss ------------------------ —S1------------------------ —leq-------------------------------------- 1.0 —Sds------------------------------------- 1.065 —Sd1-------------------------------------- 0.476 —Sms------------------------------------- 1.598 —Sm1-------------------------------------- 1.598 —W--------------------------------------- 33.3 KIPS —Cs--------------------------------------- 0.117 —p--------------------------------------- 1.3 —V--------------------------------------- 5.1 KIPS FOR P�pEngineeringt J��'ICE 15041 Genoa Cir, Master I Huntinggton Beach, CA 92647 T: (714) 519-5027 E: atefg®fastructural.com Date: www.fastructural.com ,S No. 84252 l Z' 5�5 �IIVL ,i / Project Name z Q N W � z = � 0O o_ Q -� .. J OT) Q 0 W 0 �U Qz 0 Lu 3: _J DQ O CC 0 4_1 = G J C) N V) z Q Project ID 01-23 Drawing Title J W � Z H DATE R-2 05-14-2025 R-1 11-07-2024 R-0 08-16-2024 Rev. Desciption Date Drawing No. S�00 CITY OF SANTA ANA Planning and Building Agency - FOUNDATION: 1. THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS SHALL BE 2500 PSI UNO. 2. ALL CEMENT USED SHALL CONFORM TO A.S.T.M. C-150 TYPE V. 3. FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. C-33. 4. ALL CONCRETE UNLESS OTHERWISE NOTED ON PLANS WILL BE REGULAR WEIGHT HARD ROCK TYPE (150 LB./CU.FT.) AGGREGATE SHALL CONFORM TO A.S.T.M. C-33 WITH PROVEN SHRINKAGE CHARACTERISTICS PER A.S.T.M. C-157. 5. MAXIMUM SLUMP OF CONCRETE USED IN FLOOR SLAB AT FLAT WORK SHALL BE FOUR (41 INCHES. 6. VIBRATION: VIBRATION OF CONCRETE SHALL BE IN ACCORDANCE WITH GENERAL PROVISION OUTLINED IN PORTLAND CEMENT ASSOCIATION SPECIFICATIONS ST26. 7. CURING: CONCRETE SHALL BE MAINTAINED IN MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER ITS PLACEMENT. APPROVED CURING COMPOUND MAY BE USED IN LIEU OF MOIST CURING. 8. STRENGTH TEST OF CONCRETE SHALL BE REQUIRED AS PER CODE AND OUTLINED IN SPECIFICATION REPORT SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER. 9. ANCHOR BOLTS, DOWELS, INSERT, ETC. SHALL BE SECURELY TIED IN PLACE PRIOR TO POURING CONCRETE. 10. THE ENGINEER MUST APPROVE LOCATION OF CONSTRUCTION OR POUR JOINTS. 11. PIPES OR DUCTS EXCEEDING ONE THIRD THE SLAB, OR WALL THICKNESS SHALL NOT BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED. SEE MECHANICAL AND/OR ELECTRICAL DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES ETC. 12. PIPES MAY PASS THROUGH STRUCTURAL CONCRETE IN SLEEVES, BUT SHALL NOT BE EMBEDDED THEREIN. 13. PROVIDE 3/4 INCH CHAMFER AT ALL EXPOSED CORNERS. 14. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS, OR GROUNDS REQUIRED TO BE CAST IN CONCRETE, AND FOR LOCATIONS OF FLOOR FINISHED AND SLAB DEPRESSIONS. 15. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR ALL CONCRETE DESIGNED WITH F'C GREATER THAN 2500 PSI. - CONCRETE 1. FOUNDATIONS SHALL BE OF THE SIZE AND TYPE AS INDICATED ON THE DRAWINGS. 2. FOOTINGS ARE TO BE CARRIED A MINIMUM OF 24" INTO FIRM UNDISTURBED, NATURAL SOIL OR APPROVED COMPACTED -FILL. 3. DESIGN BEARING PRESSURE IS 1500 PSF IN UNDISTURBED NATURAL SOIL PER TABLE 1806.2. 4. DESIGN LATERAL BEARING PRESSURE IS 200 PSF./FT WITH A 33% FOR WINDS, THE FOOTINGS OF THE PROPOSED STRUCTURES SHALL BE SUPPORTED COMPLETELY BY A UNIFORM THICKNESS OF NON -EXPANSIVE COMPACTED SOIL. THE STRUCTURES SHALL NOT BE SUPPORTED OVER A CUT/FILL TRANSITION. 5. CONTRACTOR TO PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER SURFACE WATER, GROUND WATER OR SEEPAGE, 6. ALL EXCAVATIONS SHALL BE PROPERLY BACK FILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE HAS ATTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL INSTALLATION OF SUCH BRACING. 7. ALL ABANDONED FOOTINGS, UTILITIES, ETC., THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED, NEW FOOTINGS MUST EXTEND INTO UNDISTURBED SOILS. 8. FOUNDATION PLATES OR SILLS SHALL BE BOLTED TO THE FOUNDATION OR FOUNDATION WALL WITH NOT LESS THAN 5/8" NOMINAL DIAMETER STEEL BOLTS EMBEDDED AT LEAST 7" INTO THE CONCRETE OR MASONRY AND SPACED NOT MORE THAN 4'-0" APART. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PIECE WITH ONE BOLT LOCATED WITHIN 12" OF EACH END OF EACH PIECE. A PROPERLY SIZED NUT AND WASHER SHALL BE TIGHTENED ON EACH BOLT TO THE PLATE, USE 3"X3"X1/4" SQUARE WASHER SPECIFIED IN SECTION 2306, ALL INTERIOR NON -SHEAR WALLS TO HAVE HILTI X-CR (WITH A MINIMUM PENETRATION OF 1-1/4" INTO SLAB) AT 24 ON CENTER, UNLESS NOTED OTHERWISE, TO BE INSTALLED IN ACCORDANCE WITH ICC ES# ESR-1663 AND LARR# 25646. ACTUAL SLAB THICKNESS TO BE MINIMUM OF 3Y2". 9. CONTINUOUS FOOTING IN ADDITION (1) #4 BAR EXTRA FOR ELECTRICAL GROUND, LOCATION TO BE VERIFIED WITH ELECTRICAL CONTRACTOR. 10. PROVIDE 2-#4 REINFORCING BAR TOP & BOTTOM OF ALL CONTINUOUS FOOTINGS. - REINFORCING STEEL 0 3 4 5 6 7 Pal 0 10, ALL TYPICAL REINFORCING BARS SHALL CONFORM TO ASTM A-615, GRADE 60, UNLESS NOTED OTHERWISE. WELDED REBAR TO COMPLY WITH ASTM A-706 [Fy=60 KS11 AND WELDING SHALL CONFORM TO AWS D1.4. WELDING TO BE DONE BY WELDERS CERTIFIED BY BUILDING DEPARTMENT. WELDED WIRE FABRIC SHALL BE MADE OF COLD DRAWN WIRE AND SHALL CONFORM TO ASTM A-185 [Fy=65 KS11. MINIMUM LAP AT SPLICES OF 12 INCHES. PROVIDE MESH IN FLAT SHEETS ONLY. ROLLED MESH IS NOT ACCEPTABLE. OFFSET END -LAPS IN ADJACENT SHEETS TO PREVENT CONTINUOUS LAPS. SPLICES : VERTICAL WALL BARS SHALL BE SPLICED AT NEAR FLOOR LINES. SPLICE BARS IN MEMBERS SUCH AS SPANDRELS BEAMS, ETC. AS FOLLOWS: TOP BARS AT CENTERLINE OF SPAN, BOTTOM BARS AT THE SUPPORT. ALL REINFORCING STEEL SHALL BE SECURELY WIRED AND PROPERLY SUPPORTED ABOVE GROUND AND AWAY FROM THE FORMS. SPLICES IN HORIZONTAL WALL BARS SHALL BE CLASS B (30" MIN. & SHALL BE STAGGERED BY 5'-0" MIN. HORIZONTAL SPLICES IN TWO CURTAINS WHERE USED SHALL NOT OCCUR IN THE SAME LOCATION AND SHALL BE STAGGERED 5'-0" MIN. - TOLERANCES FOR REBAR PLACEMENT: TOLERANCE FOR LONGITUDINAL LOCATION OF BENDS AND ENDS OF REINFORCEMENT SHALL BE PLUS OR MINUS TWO (2) INCHES, EXCEPT AT DISCONTINUOUS ENDS OF MEMBERS WHERE TOLERANCES SHALL BE +/- 1/2 INCH. REINFORCEMENT MAY NOT BE WET SET IN CONCRETE POUR. NO ADMIXTURE SHALL BE ADDED TO THE CONCRETE WITHOUT THE APPROVAL OF THE ENGINEER, UNLESS NOTED OTHERWISE. CURING: CONCRETE SHALL BE MAINTAINED IN MOIST CONDITION FOR A MINIMUM OF FIVE (5) DAYS AFTER ITS PLACEMENT. APPROVED CURING COMPOUND MAY BE USED IN LIEU OF MOIST CURING. BARS SHALL BE FIRMLY SUPPORTED AND ACCURATELY PLACED AS REQUIRED BY THE ACI STANDARDS, USING TIE AND SUPPORT BARS IN ADDITION TO REINFORCEMENT SHOWN WHERE NECESSARY FOR FIRM AND ACCURATE PLACING. PROVIDE DOWELS TO MATCH ALL REINFORCEMENT AT POUR JOINTS, UNLESS SHOWN OR NOTED OTHERWISE. ALL DOWELS AND BOLTS SHALL BE ACCURATELY SET IN PLACE BEFORE PLACING CONCRETE. NO WELDING OF REINFORCEMENT (INCLUDING TACK WELDING) SHALL BE DONE UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY THE ENGINEER. REINFORCING STEEL SHALL HAVE THE FOLLOWING MINIMUM COVERAGE. PLACE BARS AS NEAR TO THE CONCRETE SURFACE AS THESE MINIMUMS PERMIT WHEREVER POSSIBLE, UNLESS NOTED OTHERWISE: STRUCTURAL ELEMENT CONCRETE COVER CONCRETE POURED AGAINST EARTH 3" FORMED CONCRETE IN CONTACT WITH EARTH 2" EXTERIOR FACE OF WALLS 2" ALL OTHER WALL FACES 1 > BEAMS 1-1/2" (2" FOR EXTERIOR) REINF. SLABS 1-1/2" (2" FOR EXTERIOR) COLUMNS 1-1/2" (2" FOR EXTERIOR) - MECHANICAL ANCHORS AND ADHESIVES 1. MECHANICAL ANCHORS INTO CONCRETE: HILTI CARBON STEEL KWIK-BOLT TZ2 (ESR-4266) OR RAMSET RED HEAD TRUBOLT (ESR-1799). 2. ADHESIVE ANCHORS AND DOWELS INSTALLED INTO CONCRETE AND GROUT -FILLED MASONRY UNITS: EPDXY -TIE 'SET-XP' BY SIMPSON STRONG -TIE (ESR-2508). 3. ADHESIVE ANCHORS AND DOWELS INSTALLED INTO HOLLOW MASONRY UNITS AND UNREINFORCED BRICK MASONRY (URM): EPDXY -TIE 'SET-XP' BY SIMPSON STRONG -TIE (ESR-2508). USE SCREENS AS SPECIFIED BY THE MANUFACTURER. 4. MECHANICAL FASTENERS: STAINLESS STEEL FOR EXTERIOR USE OR WHEN EXPOSED TO WEATHER. PROVIDE GALVANIZED CARBON STEEL ANCHORS AT OTHER LOCATIONS, UNLESS OTHERWISE NOTED. 5. ADHESIVE ANCHORS: ASTM A36 THREADED RODS WITH ASTM A 563 GRADE A NUTS AND ANSI B18.22.1 TYPE A WASHERS, UNLESS OTHERWISE NOTED. ANCHORS DESIGNATED AS ASTM A193 GRADE B7 THREADED RODS TO USE ASTM A 563 GRADE DH HEAVY HEX NUTS AND ASTM F 436 WASHERS. 6. ADHESIVE DOWELS: ASTM A615 GRADE 60 REINFORCING STEEL. 7. ALL ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ICC ESR REPORT AND MANUFACTURERS RECOMMENDATIONS. 8. UNLESS OTHERWISE NOTED, PROVIDE MINIMUM EMBEDMENT OF ANCHORS PER ICBO, COLA REPORTS & MANUFACTURERS RECOMMENDATIONS. 9. PRIOR TO ALL DRILLING OR CORING, THE CONTRACTOR SHALL (1) VERIFY THE EXISTING CONCRETE OR MASONRY THICKNESS TO PREVENT DAMAGE TO THE OPPOSITE FACE OF CONCRETE AND MAINTAIN 1-1/2" CLEAR COVER U.N.O., AND (2) IDENTIFY EXISTING REINFORCING LOCATIONS BY PACHHOMETER, PROBING, CHIPPING, ETC. TO AVOID DAMAGE EXISTING REINFORCING. 10. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE. FILL THE ABANDONED HOLE WITH NON -SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION. 11. IF REINFORCEMENT IS ENCOUNTERED DURING DRILLING, ABANDON AND SHIFT THE HOLE LOCATION TO AVOID THE REINFORCEMENT. PROVIDE A MINIMUM OF 2 ANCHOR DIAMETERS OR 1 INCH, WHICHEVER IS LARGER, OF SOUND CONCRETE BETWEEN THE DOWEL AND THE ABANDONED HOLE, FILL THE ABANDONED HOLE WITH NON -SHRINK GROUT. IF THE ANCHOR OR DOWEL MAY NOT BE SHIFTED AS NOTED ABOVE, THE ENGINEER WILL DETERMINE A NEW LOCATION. STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED BY AN APPROVED AND LICENSED FABRICATOR IN ACCORDANCE WITH PART I, PART III AND SUPPLEMENT NO.2 OF THE SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS, APRIL 15, 1997, PUBLISHED BY (AISC). THESE PROVISIONS SHALL BE APPLIED IN CONJUNCTION WITH CHAPTER 22, DIVISION II 2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE ASTM DESIGNATION AS INDICATED BELOW (UNO): WF SHAPES A572, GRADE 50 PIPE COLUMNS A-53, GRADE B TUBE SECTIONS A-500, GRADE B BOLTS A-325 BOLTS IN CONCRETE/MASONRY A-307 ANGLES, CHANNELS, WT SHAPES A-36 3. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS TO THE ARCHITECT OF ALL STEEL FOR ARCHITECTS AND STRUCTURAL ENGINEERS REVIEW AND APPROVAL BEFORE FABRICATION. 4. BOLT HOLES USED IN STEEL SHALL BE 1/16" LARGER IN DIAMETER THAN NOMINAL SIZE OF BOLT USED, EXCEPT AS NOTED. 5. ALL STRUCTURAL STEEL SURFACES THAT ARE ENCASED IN CONCRETE, OR MASONRY, SPRAY ON FIREPROOFING, OR ARE ENCASED BY BUILDING FINISH, SHALL BE LEFT UNPAINTED. 6. ALL WELDING IS TO BE DONE BY CERTIFIED WELDERS USING E70XX ELECTRODES (UNO). ALL WELDS SHALL BE IN CONFORMITY WITH THE PROJECT SPECIFICATIONS AND THE CODE FOR WELDING IN BUILDING CONSTRUCTION (AWS D1.1 LATEST REVISION) OF THE AMERICAN WELDING SOCIETY. SEE SPECIAL INSPECTIONS SECTION FOR WELDING INSPECTION REQUIREMENTS. 7. WELD LENGTHS CALLED FOR ON PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE FILLET WELD SYMBOL IS GIVEN WITHOUT INDICATION OF SIZE, USE MINIMUM SIZE WELDS AS SPECIFIED IN AISC MANUAL OF STEEL CONSTRUCTION 9TH EDITION, SECTION J2.1b 8. ALL EXPOSED STRUCTURAL STEEL AND MISCELLANEOUS METAL SHALL BE HOT DIP GALVANIZED AFTER FABRICATION. 9. ALL BOLTS USED IN SEISMIC FORCE RESISTING SYSTEM SHALL BE FULLY TENSIONED, HIGH STRENGTH BOLTS. 10. LADBS LICENSED FABRICATOR IS REQUIRED FOR STRUCTURAL STEEL. 11. STRUCTURAL STEEL USED IN SEISMIC LOAD RESISTING (SLRS) SHALL MEET REQUIREMENTS OF AISC 360 SECTION A 3.1A EXCEPT AS MODIFIED BY AISC 341. THE MINIMUM YIELD STRESS OF STEEL TO BE USED FOR MEMBERS IN WHICH INELASTIC BEHAVIOR IS EXPECTED SHALL NOT EXCEED 50 KSI FOR SMF AND IMF, NOR EXCEED 55 KSI FOR OMF, UNLESS THE SUITABILITY OF THE MATERIAL IS DETERMINED BY TESTING OR OTHER RATIONAL CRITERIA. THIS LIMITATION DOES NOT APPLY TO COLUMNS FOR WHICH THE ONLY EXPECTED INELASTIC BEHAVIOR IS YIELDING AT THE COLUMN BASE. - WELDING: 1. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE A SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1, 2000 AND APPROVED B ENGINEER OF RECORD. FOR CE 2, THE CONTRACTOR SHALL PROVIDE WELDING PROCEDURE SPECIFICATION (WFS) FOR a I REVIEW AND APPROVAL PRIOR TO STARTING OF FABRICATION. THE WELD NG Engineering ELECTRODE MANUFACTURERS' SPECIFICATIONS SHOULD BE ATTACHED TO T E WPS ON 15041 Genoa Cir, ALL JOBS. ALL WELDERS AND INSPECTORS SHALL BE INFORMED OF AND MUST ADHERE TO THE WPS AND SHALL RETAIN A COPY. Master I Huntinggton Beach, CA 92647 T: (714) 519-5027 E: atefg®fastructural.com 3. ALL COMPLETE -JOINT -PENETRATION GROOVE WELDS USED IN SEISMIC FORC 6ITe.G www.fastructural.com SYSTEM SHALL BE MADE WITH A FILLER METAL THAT HAS A MINIMUM V 0 TOUGHNESS OF 20 FT-LBS AT MINUS 20°F. 4. WELDING OF STRUCTURAL STEEL SHALL BE BY MANUAL SHIELD METAL ARC OR SUBMERGED ARC PROCESS USING E70XX ELECTRODES. 5. LENGTHS OF WELDS ARE EFFECTIVE LENGTHS AS SPECIFIED IN THE UNIFORM BUILDING CODE, WHERE LENGTH OF WELD IS NOT SHOWN IT SHALL BE FULL LENGTH OF JOINT. ALL BUTT WELDS SHALL BE FULL PENETRATION UNLESS NOTES OTHERWISE. 6. WELDERS SHALL BE QUALIFIED FOR THE WORK THEY WILL BE DOING AND SHALL HAVE CERTIFICATIONS CURRENT. 7. FACES OF FILLET WELDS EXPOSED TO VIEW SHALL HAVE AS -WELDED SURFACES THAT ARE REASONABLY SMOOTH AND UNIFORM. NO FINISHING OR GRINDING SHALL BE REQUIRED, EXCEPT WHERE CLEARANCES OR FIT OF OTHER ITEMS MAY SO NECESSITATE 8. ALL PARTIAL AND FULL PENETRATION WELDS THAT ARE EXPOSED TO VIEW SHALL BE GROUND SMOOTH AND FLUSH WITH FINISH SURFACE OF STEEL. HOLES SHALL BE FILLED WITH WELD METAL OR BODY SOLDER AND SMOOTHED BY GRINDING OR FILING, 9. CLEAN GROOVE PREPARATION THERMAL CUTS BY GRINDING. 10. WELDS SHALL BE TERMINATED AT THE END OF A JOINT IN A MANNER THAT WILL ENSURE SOUND WELDS. WHENEVER NECESSARY THIS SHALL BE DONE BY USE OF EXTENSION BARS AND RUN OFF TABS. RUN OFF TABS USED AT BEAM FLANGE CONNECTION SHALL BE REMOVED AND THE WELDS FINISHED TO A SMOOTH CONTOUR (1" RADIUS). NO WELD DAMS ARE ALLOWED. 11. AFTER FULL PENETRATION WELDING, THE BACKING BAR IS TO BE REMOVED, THE WELD ROOT INSPECTED AND TESTED FOR IMPERFECTIONS,WHICH IF FOUND, ARE TO BE REMOVED BY BACKGOUGING TO SOUND MATERIAL. THE BACKGOUGED AREA IS TO BE WELDED AND A FILLET WELD SHALL BE APPLIED TO REINFORCE THE JOINT. THE SIZE OF THE REINFORCING FILLET WELD SHALL BE EQUAL TO 1/4 THE PLATE THICKNESS, BUT NOT LESS THAN 1/4" NOR MORE THAN 3/8". 12. TO ASSURE THE PROPER AMPERAGE AND VOLTAGE OF THE WELDING PROCESS, THE USE OF A HAND HELD CALIBRATED AMP AND VOLT METER SHALL BE USED. THIS EQUIPMENT SHALL BE USED BY THE FABRICATOR, ERECTOR AND THE INSPECTORS. AMPERAGE AND VOLTAGE SHALL BE MEASURED AT THE ARC WITH THIS EQUIPMENT. TRAVEL SPEED AND ELECTRODE STICK OUT SHALL BE VERIFIED TO BE IN COMPLIANCE WITH THE ELECTRODE MANUFACTURER'S RECOMMENDATIONS. 13. ULTRASONIC TESTING IS REQUIRED FOR ALL PARTIAL AND COMPLETE PENETRATION WELDS. TEST GROVE WELDING ON CONTINUITY PLATES BY ULTRASONIC TESTING AFTER BEAM FLANGE WELD CONNECTION. TESTING SHALL BE PERFORMED NO SOONER THAN 24 HOURS AFTER COMPLETION OF WELDING. 14. DISCONTINUITIES IN WELD CREATED BY ERRORS OR BY FABRICATION OR ERECTION OPERATIONS SUCH AS TACK WELDS, ERECTION AIDS, AIR -ARC GOUGING AND FLAME CUTTING, SHALL BE REPAIRED AS REQUIRED BY THE ENGINEER OF RECORD. 15. FOR CONNECTIONS WITH WELDED FLANGE JOINTS, WELDED BACKING AND RUN-OFF TABS SHALL BE REMOVED AND REPAIRED INCLUDING THE USE OF REINFORCING FILLET WELD, EXCEPT THAT THE TOP -FLANGE BACKING IS PERMITTED TO REMAIN IN PLACE IF IT IS ATTACHED TO THE COLUMN FLANGE WITH A CONTINUOUS FILLET WELD ON THE EDGE BELOW THE COMPLETE -JOINT -PENETRATION GROOVE WELD. 16. FIELD WELDING TO BE DONE BY WELDERS CERTIFIED BY THE LA DBS FOR STRUCTURAL STEE, REINFORCING STEEL AND LIGHT GAGE STEEL. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED. 17. SHOP WELDS MUST BE PERFORMED IN LA CITY BUILDING DEPT, LICENSED FABRICATOR SHOP. ,S NO.84252 21� s�5 0WRL ,r / Project Name Z Q N W � Z = � 0O o_ Q -� .. J O) Q 0 W 0 �U Q Z 06 o W 3: J o DQ O - 0 +1 _ cf) E J 0 N U) Z Q 2 Project ID 01-23 Drawing Title DATE R-2 05-14-2025 R-1 11-07-2024 R-0 08-16-2024 Rev. Desciption Date Drawing No. S-002 XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 01-23 HO U S E A D D I T I O N OW N E R : HA N Y L . M I K A I L & D A L I A H E N A N R-0 08-16-2024 R-1 11-07-2024 R-2 05-14-2025 ST R U C T U R A L NO T E S S-0.3 CITY OF SANTA ANA Planning and Building Agency - FOUNDATION DESIGN FOR EXPANSIVE SOILS: FOUNDATION SYSTEMS FOR BUILDINGS ON EXPANSIVE SOILS SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE DAMAGE TO THE STRUCTURE FROM MOVEMENT OF THE SOIL. THE FOLLOWING GUIDELINES ARE INTENDED TO PROVIDE THE REQUIRED MITIGATION. NEW CONSTRUCTION IN ORDER TO MITIGATE THE POTENTIAL FOR EXPANSIVE SOILS, EITHER A SOIL REPORT SHALL BE SUBMITTED TO THE GRADING DIVISION FOR REVIEW AND APPROVAL OR THE BUILDING FOOTINGS SHALL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS. 1. DEPTH OF FOOTINGS BELOW THE NATURAL AND FINISH GRADES SHALL NOT BE LESS THAN 24 INCHES FOR EXTERIOR AND 18 INCHES FOR INTERIOR FOOTINGS. 2. EXTERIOR WALLS AND INTERIOR BEARING WALLS SHALL BE SUPPORTED ON CONTINUOUS FOOTINGS. 3. FOOTINGS SHALL BE REINFORCED WITH FOUR 1/2-INCH-DIAMETER DEFORMED REINFORCING BARS. TWO BARS SHALL BE PLACED WITHIN 4 INCHES OF THE BOTTOM OF THE FOOTINGS AND TWO BARS WITHIN 4 INCHES OF THE TOP OF THE FOOTING. 4. ON -GRADE CONCRETE FLOOR SLABS SHALL BE PLACED ON A 4-INCH FILL OF COARSE AGGREGATE OR ON A 2-INCH SAND BED OVER A MOISTURE BARRIER MEMBRANE. THE SLABS SHALL BE AT LEAST 3-1/2 INCHES THICK AND SHALL BE REINFORCED WITH 1/2-INCH-OIAMETER DEFORMED REINFORCING BARS. REINFORCING BARS SHALL BE SPACED AT INTERVALS NOT EXCEEDING 16 INCHES EACH WAY. 5. THE SOIL BELOW AN INTERIOR CONCRETE SLAB SHALL BE PRE -SATURATED TO A DEPTH OF 18 INCHES PRIOR TO PLACING THE CONCRETE. 6. ALL DRAINAGE ADJACENT TO FOOTINGS SHALL BE CONDUCTED AWAY FROM THE STRUCTURE BY A 3-FOOT-WIDE SLOPED APRON DRAINING INTO AN APPROVED NON -EROSIVE DEVICE. 7. ALLOWABLE FOUNDATION AND LATERAL PRESSURES FOR FOOTING DESIGN SHALL NOT EXCEED THE VALUES SHOWN IN TABLE 1806.2. - PARALLAM BEAMS 1. PARALLAM WOOD BEAMS (PLB) SHALL BE MANUFACTURED BY TRUSS JOIST MAC MILLAN, OR EQUAL OF BOISE, ID PER MANUFACTURER'S SPECIFICATIONS AND PER ICBO REPORT NO. 4979, LARR #25202. 2. PROPERTIES OF PLB SHALL BE AS FOLLOWS: E = 2.Ox106 PSI Fe = 1,600 PSI (PARALLEL TO GRAIN) Fb = 2,900 PSI Fv = 290 PSI - SHEAR WALL HOLD-DOWNS: 1. THE CONCRETE CONTRACTOR IS TO VERIFY LOCATION OF HOLD-DOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO ASSURE PROPER AND ACCURATE INSTALLATION, WITH THE FRAMING CONTRACTOR. 2. ALL 'HDU' HOLD-DOWNS ARE TO BE INSTALLEO ACCORDING TO SIMPSON STRONG -TIE SPECIFICATIONS AND REQUIREMENTS OF ICC-ES# ESR-2330 AND LARR# 25720. 3. 'HDU' HOLD-DOWNS SHALL BE INSTALLED IN FOOTINGS HAVING A MINIMUM WIDTH OF AT LEAST 8" (U.N.O.) 4. ALL HOLD-DOWN ANCHORS MUST BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. CONSTRUCTION IN ACCORDANCE WITH THESE REQUIREMENTS DOES NOT PREVENT THE 2 BUILDING/GRADING INSPECTOR FROM REQUIRING A SOIL REPORT AT ANY TIME, BASED UPON SITE CONDITIONS. 3 II. SLAB -ON -GROUND FOUNDATIONS SLAB -ON -GROUND FOUNDATIONS SUCH AS A POST -TENSIONED MAT OR RAFT WILL REQUIRE A SOIL REPORT AND THEY SHALL BE DESIGNED IN ACCORDANCE WITH 4 CODE SECTION 1805.8.2. III. EXISTING FOOTINGS EXISTING RESIDENTIAL BUILDINGS WHICH ARE BEING REMODELED OR ADDED ONTO 5 MAY UTILIZE THE EXISTING FOOTINGS TO SUPPORT THE PROPOSED CONSTRUCTION IN LIEU OF COMPLIANCE WITH THE REQUIREMENTS SPECIFIED ABOVE PROVIDED THE FOLLOWING CONDITIONS ARE MET: 1. THE TOTAL VALUE OF THE REMODELING PROJECT, INCLUDING ANY ADDITIONS, MUST NOT EXCEED 50% OF THE REPLACEMENT VALUE OF THE EXISTING 6 BUILDING. 2. THE PROJECT SHALL BE LIMITED TO THE EXISTING SINGLE FAMILY DWELLINGS BEING ENLARGED OR REMODELED USING THE EXISTING FOOTINGS. ALL NEW FOOTINGS MUST COMPLY WITH ALL REQUIREMENTS CONTAINED IN THIS INFORMATION BULLETIN. 3. FOR OTHER THAN ONE-STORY ADDITIONS, THE CIVIL OR STRUCTURAL ENGINEER OF RECORD SHALL PREPARE A STATEMENT TO BE INCLUDED ON THE PLANS, STATING THAT THE ENGINEER HAS INSPECTED THE SUPPORTING SOILS ON THE SITE AND IS KNOWLEDGEABLE OF THE SOILS IN THE AREA. THE STATEMENT SHALL ALSO INCLUDE THE FOLLOWING INFORMATION: A. THE TYPE OF SOIL ON THE SITE AND THE ESTIMATED CLASSIFICATION OF EXPANSIVENESS. B. THE STRUCTURAL ADEQUACY AND CONDITION OF EXISTING FOOTINGS. 4. ALL DRAINAGE ADJACENT TO EXISTING FOOTINGS SHALL BE CONDUCTED AWAY FROM THE STRUCTURE. - SPECIAL INSPECTION: PROVIDE CONTINUOUS INSPECTION FOR THE FOLLOWING: - DURING PLACING OF ALL STRUCTURAL CONCRETE F'C > 2500 PSI @ 28 DAYS - DURING ALL STRUCTURAL STEEL WELDING - DURING BOLTING WITH HIGH TENSILE BOLTS - DURING INSTALLATION OF EXPANSION ANCHORS - DURING INSTALLATION OF EPDXY ANCHORS / DOWELS JUST PRIOR TO PLACING CONCRETE FOUNDATIONS TO ENSURE SUBGRADE IS SUITABLE, FREE FROM LOOSE SOIL, AND FOUNDATIONS ARE OF PROPER DIMENSIONS - DURING INSTALLATION OF HOLD-DOWN ANCHORS AT PLYWOOD SHEAR WALLS. - ROOF AND WALLS NAILING IN PROGRESS VISUAL INSPECTION PER AWS 01.1-94 IS REQUIRED FOR ALL WELDING (CUTOUTS, CLEAN-UP, ROOT PASSES, FILL-IN PASSES ETC.). WELDING INSPECTORS ARE TO BE AWS Q.C.-1 CERTIFIED. APPROVAL BY THE INSPECTOR DOES NOT MEAN APPROVAL OF FAILURE TO COMPLY WITH THE PLANS OR SPECIFICATIONS. ANY DETAIL WHICH FAILS TO BE CLEAR OR IS AMBIGUOUS MUST BE REFERRED TO THE ENGINEER FOR INTERPRETATION OR CLARIFICATION. CONTINUOUS INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED FOR EDGE DISTANCE OF ANCHOR BOLTS. CONTRACTORS RESPONSIBLE FOR THE CONSTRUCTION OF A WIND OR SEISMIC FORCE RESISTING SYSTEM/COMPONENT LISTED INT THE "STATEMENT OF SPECIAL INSPECTION" SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE LADBS INSPECTORS AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON SUCH SYSTEM OR COMPONENT PER SEC 1706.1. CONTINUOUS SPECIAL INSPECTION BY A REGISTERED DEPUTY INSPECTOR IS REQUIRED FOR FIELD WELDING, CONCRETE STRENGTH f'c>2500 psi, HIGH STRENGTH BOLTING, SPRAYED -ON WATERPROOFING, ENGINEERED MASONRY, HIGH -LIFT GROUTING, PRE -STRESSED CONCRETE, HIGH LOAD DIAPHRAGMS AND SPECIAL MOMENT -RESISTING CONCRETE FRAMES. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHIRING, AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENER SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS. SPECIAL INSPECTION IS REQUIRED FOR EPDXY ANCHORING. HARDWARE ICC-ES ESR# HDU HOLD-DOWNS 2330 MST STRAPS CMST12 CMST14 2105 A34 A35 ER-112 LTP4 2606 JOIST HANGERS 1866 2549 2553 SIMPSON 'SET-XP' EPDXY 2508 H2.5 2105 HARDY FRAME WALL 2089 PARALLAM BEAMS 1 1387 COPIES OF THE ICC- ES ESR REPORT SHALL BE MADE AVAILABLE AT THE JOB SITE. COR F 0 Master I Date- nglneering 15041 Geno, Cv, Huntinggton Beaeh. CA 92699 T'. (915) 519-5029 E. alafg®fastmc[ural.com www.(astru cturel.e0m 7!• Project Name Z � Z N W � Z = �O 00 O_ Q — r� F_ Q LLI U Q Z 06 LLI �: J o C D 0 Y a) O 0o + _ N c J t3 N (n } O Z CO Q 2 Project ID 01-23 Drawing Title �J —' V) Lu U 0 :D z DATE R-z OstaROw R-1 11-07-2M R-0 M16-20. Rev. D.1pd. MW Drawing No. S-0.4 CE CITY OF SANTA ANA Planning and Building Agency FOUNDATION NOTES 1. CONCRETE STRENGTH SHALL BE MINIMUM 2500 PSI . 2. ALL HOEDOWNS SHALL BE INSTALLED ACCORDING TO SIMPSON STRONG -TIE SPECIFICATIONS AND REQUIREMENTS OF ICC ES REPORT #ESR-2330 AND LARR #25720. 3. ALL FOOTINGS SHALL BE FOUNDED IN UNDISTURBED SOIL PER CODE, A MINIMUM OF 24" INTO COMPETENT BEARING MATERIALS, NATURAL SOILS OR COMPACTED FILL. SEE SOIL REPORT WHERE IT IS REQUIRED. 4. THE FOLLOWING APPLIES TO ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 350 PLF. THESE WALLS SHALL BE CLEARLY IDENTIFIED ON THE PLANS AND PROVIDE WITH THE FOLLOWING: (TABLE 2306.4.1 FOOTNOTE 8) a. 3x FOUNDATION SILL PLATES b. 3x STUDS AND BLOCKS BETWEEN ADJACENT PANELS. c. 1 /2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING. d. ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED. e. FOR THE ANCHOR BOLTS IN SHEAR WALL SILL PLATE, PROVIDE .229"x3"x3" PLATE WASHERS WITH SLOTTED CUT f, HOLE AS AS PER 2305.3.11 OR AS SPECIFIED ON THE TABLE 2305.3.11 FOR NON -SLOTTED CUT PLATE WASHERS. 5. VERIFY MINIMUM FOUNDATION DEPTH, WIDTH, REINFORCING STEEL AND ADDITIONAL EXPANSIVE SOIL REQUIREMENTS WITH VALID SOILS REPORT (WHERE IT IS REQUIRED) AND IF ANY MORE RESTRICTIVE THEY SHALL SUPERSEDE THE ABOVE MINIMUMS. 6. FOUNDATION DRAWING SHALL REFLECT THE STRUCTURAL REQUIREMENT ONLY. ALL BUILDING DIMENSIONS SHOWN ON THE PLANS HAVE BEEN DETERMINED BY THE ARCHITECT. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS NOT SHOWN. ACCURACY OF THE DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL BE REVIEWED BY THE ARCHITECT AND THE CONTRACTOR PRIOR TO CONSTRUCTION. F (E) CF 101 LEGEND: CF-1 18" WIDE X 24" DEEP W/ 2-#4 BARS TOP & BOTTOM 7. TO REPLACE MISSING OR DISLOCATED 5/8" DIAMETER ANCHOR BOLTS, USE 5/8" DIAMETER THREADED REFER TO FOUNDATION DESIGN DIAGRAM THIS DWG. RODS EMBEDDED MIN. 7" INTO CONCRETE WITH SIMPSON STRONG -TIE "SET-XP" EPDXY. SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION. FOLLOW MANUFACTURER'S RECOMMENDATIONS, ICC ES 1'-6" SQ. x 18" DEEP PAD FOOTING W/ 2-#4 E.W. @ #ESR-2508 AND LARR #25744. F1 BOTTOM. SEE 16/S2.0 8. SEE 8/S3.0 FOR SHEAR WALL SCHEDULE. 9. HOLDOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND F2 2'-6" SQ. x 24" DEEP PAD FOOTING W/ 3-#4 E.W. @ HOLDOWNS SHALL BE TIGHTENED PRIOR TO COVERING OF WALL. CONNECTOR BOLTS INTO WOOD BOTTOM FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE 2305.5 OF THE LA BUILDING CODE. (E)V.I.F EXISTING TO BE VERIFIED IN FIELD. 10. HOLDOWN HARDWARE SHALL BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. HPEROSCHED E 11. CONTINUOUS INSPECTION BY DEPUTY INSPECTOR IS REQUIRED FOR INSTALLING SIMPSON STRONG WALL 1 OR HARDY FRAME HOEDOWNS. INDICATES WOOD POST SIZE & HOLDOWN HOLDOWN -, WD. POST SIZE PER TYP. DETAILS 4,8/S2.0 AND 12. IF ADVERSE SOIL CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION REPORT MAY BE REQUIRED. SCHEDULE PER 8/S3.0 13. DESIGN FOR EXPANSIVE SOIL OR SUBMIT A SOILS REPORT TO THE GRADING DIVISION PER INFORMATION BULLETIN p/bc 2008-116 AND 91.1805.8 �� INDICATES POST WITH SIZE AND SIMPSON COLUMN BASE CONNECTION HARDWARE PER PLAN AND 14. IN THE EVENT EXCAVATIONS REVEAL UNFAVORABLE CONDITIONS, THE SERVICES OF A SOILS ENGINEER DETAIL 3/S4.0 AND/OR GEOLOGIST MAY BE REQUIRED. 15. EXCAVATIONS SHALL BE MADE IN COMPLIANCE WITH CAL/OSHA REGULATIONS. - - - - - NEW FOOTING 16. NAILS IN PRESSURE TREATED WOOD SILL PLATES SHALL BE HOT DIPPED GALVANIZED, STAINLESS - - - - - STEEL, SILICON BRONZE OR COPPER. [CBC 2304.9.5] 17. FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. F EXIST. FOOTING TO REMAIN a FOUNDATON PLAN SCALE: 1 /4" - 1 - 0" 2. n 4 INDICATES NEW WALL INDICATES EXISTING WALL FJ INDICATES DIRECTION OF WOOD FLOOR JOIST. FJ= FLOOR JOIST 2x- @ 16" O.C. DF-L #2 U.O.N. 4X =GIRDER INDICATES GIRDER SIZE (GRADE DF-L #1) _2- 2 X F.J. _ 2-2X FLOOR JOIST OR BLOCKING UNDER NON OR 2- 2 X BLKG. BEARING WALLS ABOVE & AT DRAG STRAPS 2 JL.V 5 i cv • c> 13 'I S2.0 I x © TYP x I4x8 r LIJ L L 17-1 1 1 LI TYP �IU TYP. AT 1 0 JOIST/GIRDER S2. AT FTG. 4x18 GIRDER Q 41\ Ir r J 7 I F2 TYP O I I i QF-110 a I GIRDER (YP. LIJ �I I 6 S2.0 TYP. AT HOLDOWN AT FTG. 4 2 S2.0 n 71 L 3 4 8 IRDER S2.0 F-1 P. r-1 r� L J L LTJ F1 I O I TYP I / I I '_ b- 4 8 I IRP. DER r LIJ 5 IJ 5 1 / S2.0 TYP, `� •� 9 0 -F C -1 S2.0 13 5 5 1 S2.0 12 _ S2.0 FOR P I CE JAI Engineering 15041 Genoa Cir, Huntinggton Beach, CA 92647 Master I T: (714) 519-5027 E: atefg®fastructural.com Date: w, w.fastructural.com G.C. TO VERIFY EXISTING FOUNDATION & NOTIFY ENGINEER WITH ANY DISCREPANCIES. Project Name Z Q N W Z = �o 00 O Q -� Q OW0 �< Q Z 06 uJ 3: J Q N O - U cn � J � z QD Q Project ID 01-23 Drawing Title DATE R-2 05-14-2025 R.-1 11-07-2024 R-0 08-16-2024 Rev. Desciption Date Drawing No. S-i M0 CITY OF SANTA ANA Planning and Building Agency FRAMING NOTES: 1. ALL HOLDOWNS SHALL BE INSTALLED ACCORDING TO SIMPSON STRONG —TIE SPECIFICATIONS AND REQUIREMENTS OF ICC ES REPORT #ESR-2330 AND LARR #25720 AND SHALL BE TIED IN —PLACE PRIOR TO FOUNDATION INSPECTION. 2. SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(14) 16d AT 4'-0" SPLICE (U.O.N.). 3. PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS. 4. FRAMING PLAN SHALL REFLECT THE STRUCTURAL REQUIREMENT ONLY. ALL BUILDING DIMENSIONS SHOWN ON THE PLANS HAVE BEEN DETERMINED BY THE ARCHITECT. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS NOT SHOWN. ACCURACY OF THE DIMENSIONS AND FINAL FIT OF THE BUILDING SHALL BE REVIEWED BY THE ARCHITECT AND THE CONTRACTOR PRIOR TO CONSTRUCTION. 5. STRUCTURAL WOOD PANEL SHEAR WALLS SHALL BE COVERED WITH MINIMUM 2 LAYERS 15# FELT UNDERLAYMENT PRIOR TO PLACING FINISH MATERIAL. 6. SOLID BLOCKING SHALL BE PROVIDED AT ALL HORIZONTAL JOINTS OCCURRING IN BRACED WALL PANELS. 7. HOEDOWN CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE APPROVED PLATE WASHERS; AND HOLD—DOWNS SHALL BE TIGHTENED PRIOR TO COVERING OF WALL. CONNECTOR BOLTS INTO WOOD FRAMING REQUIRE STEEL PLATE WASHERS IN ACCORDANCE WITH TABLE 2306.5 OF THE LA BUILDING CODE. 8. ALL BOLT HOLES SHALL BE DRILLED 1 /32" TO 1 /16" OVERSIZED (11.1.2.2, 2015 NDS). I � I I � I I � I I � ry I I � I I I r L LEGEND: 9. THE FOLLOWING APPLIES TO ALL SHEAR WALLS WITH A SHEAR VALUE GREATER THAN 350 PLF. THESE WALLS SHALL BE CLEARLY IDENTIFIED ON THE PLANS AND PROVIDE WITH THE FOLLOWING: (TABLE 2306.4.1 FOOeTNOTE INDICATES PLYWOOD SHEAR WALL TYPE & LENGTH. FOUNDATION SILL PLATES SW LENGTH x'Xx" SEE 8/S3.0 FOR SHEAR WALL TYP. DETAILS & FOR P b. 3x STUDS AND BLOCKS BETWEEN ADJACENT PANELS. SW_x SW NUMBER SEE CALC SCHEDULE. C. 1 /2" EDGE DISTANCE FOR PLYWOOD BOUNDARY NAILING. d. ALL PANEL JOINT AND SILL PLATE NAILING SHALL BE STAGGERED. MST48 37 TYP. MST37 AT ROOF & MST48 AT 2ND FLOOR DRAG STRUT e. FOR THE ANCHOR BOLTS IN SHEAR WALL SILL PLATE, PROVIDE .229"x3"x3" PLATE WASHERS WITH STRAP ACROSS ALL BEAM AT TOP PLATE U.O.N. PER SLOTTED CUT HOLE AS AS PER 2305.3.11 OR AS SPECIFIED ON THE TABLE 2305.3.11 FOR DETAILS 1,2/S3.0 NON —SLOTTED CUT PLATE WASHERS. Master I [ INDICATES WOOD POST SIZE &HOEDOWN SIZE PER TYP 10. WHERE POST IS NOT CONTINUOUS BETWEEN FLOORS, PROVIDE FULL HEIGHT KING STUD EACH SIDE OF POST HOEDOWN WD. POST DETAIL 7/S3.0 AND SCHEDULE PER 8/S3.0 WITH 16d � 12" O.C. � 0— Date. 11. SEE 8/S3.0 FOR SHEAR WALL SCHEDULE. 4X�6X HDR INDICATES 4x OR 6x HEADER BEAM U.O.N. USE GRADE RADE DF—L #2 FOR 4x10 AND SMALLER HEADER SIZE. USE G ADE DF—L #1 FOR 4x12 AND 6x HEADER SIZES. SEE DETAIL 12,431 12. USE 2-2X BLOCKING OR 2-2X JOIST AT ALL DRAG STRAPS. RR INDICATES DIRECTION OF WOOD ROOF RAFTER 13. LAG BOLTS: PROVIDE LEAD HOLE 40%-70% OF THREADED SHANK DIA. AND FULL DIA. FOR SMOOTH SHANK CJ PORTION. 2015 NDS. INDICATES DIRECTION OF WOOD CEILING JOIST FJ 14. ALL DIAPHRAGM AND SHEAR WALL NAILING SHALL UTILIZE COMMON NAILS OR GALVANIZED BOX. INDICATES DIRECTION OF WOOD FLOOR JOIST 15. USE DOUBLE JOISTS/BLOCKINGS UNDER JACUZZI, BATHTUB AND ANY WATER CONTAINING FIXTURES AT ALL FB_ 4X— INDICATES FLOOR BEAM SIZE (GRADE DF—L #1) FLOORS. FB— —"X —" PRLLM INDICATES FLOOR BEAM SIZE (GRADE PARALLAM 2.OE) 16. USE 46 POST TO SUPPORT 5.25x PRLLM OR 6x BEAMS U.N.O. (E) INDICATES EXISTING BEAM 17. ALL ROOF AND ROOF DECK SHEAR TRANSFER NAILING SHALL BE VERIFIED BY THE CITY BUILDING DIVISION PRIOR TO COVERING. ANY CRICKETS OR SIMILAR COVERING SHALL BE ENTIRELY REMOVED BEFORE THE +, `O o� o� INDICATES POST WITH SIZE AND SIMPSON HORIZONTAL DIAPHRAGM INSPECTION WILL BE MADE BY THE CITY BUILDING DIVISION. COLUMN CAP HARDWARE PER PLAN. SEE 8/S3.1 18. ROOF DIAPHRAGM NAILING TO BE INSPECTED BEFORE COVERING. FACE GRAIN OF PLYWOOD SHALL BE �Q� —USE 4"x4" WOOD POST TYPICAL U.O.N. PERPENDICULAR TO SUPPORTS. FLOOR SHALL HAVE TONGUE & GROOVE OR BLOCKED PANEL EDGES. —USE 46 POST TO SUPPORT 6x BEAMS, 5.25x & 7x PLYWOOD SPANS SHALL CONFORM WITH TABLE 2304.7. PRLLM/LVL BEAMS —FOR HEADER CONNECTION TO POST SEE 7/S3.1 19. USE 2x6 @ 16" O.C. STUD WALL FRAMING AT ALL EXTERIOR WALLS AND 2x4 OR 3x4 @ 16" O.C. STUD INDICATES NEW WALL WALL FRAMING AT ALL INTERIOR WALLS UNLESS NOTED OTHERWISE. INDICATES EXISTING WALL 20. HOLDOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 0 Q NS4.07 PERF SW L— — — — — — — — — tjjnaAl CE Engineering 15041 Genoa Cir, Huntinggton Beach, CA 92647 T: (714) 519-5027 E: atefg®fastructural.com www.fastructural.com s No. 84252 21� n��,�� Project Name z Q N W z = LLJ 00 O O Q -� .. J O-) Q 0 W 0 �U Q z 06 W 3: J < D0 �Q O — 75 O _ cn � J C) N U) z Q Project ID 01-23 Drawing Title DATE R-2 05-14-2025 R-1 11-07-2024 R-0 08-16-2024 Rev. Desciption Date Drawing No. ROOF FRAWNG PLAN SCALE: 1/4 1'_0" ISOLATED POSTB POST PART OF WALLA XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 01-23 HO U S E A D D I T I O N OW N E R : HA N Y L . M I K A I L & D A L I A H E N A N R-0 08-16-2024 R-1 11-07-2024 R-2 05-14-2025 FO U N D A T I O N DE T A I L S S-2.0 CITY OF SANTA ANA Planning and Building Agency 2x4 @ 4'-0" W/ 2-16d EA END JOIST r.\[w T 1PSON DTC @ 48" C _OT NAILS SHALL BE ;TALLED IN THE )DLE OF SLOT) 2-2x TOP PLATE STUDS @ 16" O.C. PARALLEL TO JOISTS FULL DEPTH 2x BLOCKING \ SIDE @ 48" O.C. SIMPSON DTC @ 48' (SLOT NAILS SHAI INSTALLED IN MIDDLE OF NOTE: DO NOT INSTALL NON —BEARING PARTITIONS UNTIL DEAD LOAD IS IN PLACE. (AT ROOF CONSTRUCTION AND WHERE A DEFLECTION SPACE HAS BEEN PROVIDED FOR THIS REQUIREMENT MAY BE WAIVED). PERPENDICULAR TO JOISTS NON -LOAD -BEARING PARTITION TOP PLATE ANCHORAGE TO ROOF RAFTER OR CEILING JOIST 2x BLK'G @ 48" 2x4 FLAT BLOCKING ROOF SHEATHING O.C. W/ 4-10d & @ 24" O.C. PER PLAN ROOF SHEATH'G. A35 @ EA. END B. N 2x BLOCKING W/ PER PLAN A35 PER SHEAR 2x RIM RAFTER W/ ' WALL SCHEDULE 2x ROOF RAFTER A35 PER SHEAR 2x ROOF RAFTER PER PLAN 2x4 @ 16" O.C. WALL SCHEDULE PER PLAN EAVES JOIST 2x FASCIA PER � B.N 2x CRIPPLE STUDS B.N. 4-16d ARCH'L WALL @ 16" O.C. 2x ROUGH FASCIA N, 2-2x CONT. 2X6 BRACE @ 32" O.C. B.N. TOP PLATE �: W/ 6-16d EA END FASCIA BRD. B. N PER ARCH. �_2x 2x SILL PLATE W/ CEILING 16d @ 6" O.C. JOIST PER PLAN 2x4 BLK'G W/ TOE 5-16d AT EACH 2x JOIST W/ A35 N' NAILING TO JOIST JOIST PER SHEAR WALL P PLYWOOD SHEAR 2-2x TOP SCHEDULE 2x CEILING JOIST WALL PER PLAN PLATE 2-2x CONT. TOP PER PLAN 2x STUDS @ 16" PLATE 2x BLOCKING @ O.C. 48" O.C. PLYWOOD SHEAR WALL PER PLAN 2x STUDS WALL @ 16" O.C. SHEAR TRANSFER TO ROOF AT EXTERIOR WALL 5 SHEAR TRANSFER TO ROOF AT EXT. WALL ST22 STRAP AT EACH SIDE SPLICE CENTERED TO B.N. WHERE SPLICE OCCURS POST WHERE IT OCCURS i BEAM PER PLAN SIMPSON 'ECCQ' COLUMN CAP LARR #25714; STRAP MAY BE ROTATED AS REQUIRED CONT. DOUBLE TOP PLATE WHERE IT OCCURS POST PER PLAN A -END OF BEAM NOTCH/BORE % OF STUD 2X4 STUDS 2X6 STUDS 25% 7/8" 1 3/8" 40% 1 3/8" 2 1 /8" 60% 2" 3 1 60% D 60% D NOTE: ONLY ONE NOTCH OR HOLE ALLOWED PER EACH STUD. (EXCLUDING LET —IN BRACES). 60% D 40% D NON BEARING WALLS BEARING AND EXTERIOR WALLS 11 STUD NOTCHING AND BORING on ROOF RAFTER E. ROOF RAFTER ROOF SHEATH'G. PER PLAN PER PLAN 17tr 2x ROOF RAFTER 0 ° o PER PLAN 2x BLOCKING W/ A35 PER SHEAR I, WALL SCHEDULE BEAM PER PLAN SIMPSON 'CCQ' COLUMN CAP LARR #25714; STRAP MAY BE ROTATED AS REQUIRED CONT. DOUBLE TOP PLATE WHERE IT OCCURS POST PER PLAN B-AT SPLICE/CONT. BEAM NOTE: USE SIMPSON STRONG TIE ECCLL, CCC OR CCT FOR POST CAP SUPPORTING MULTIPLE BEAMS TYPICAL BEAM TO POST CONNECTION STRAP RAFTERS WITH SIMPSON ST2115 @ 48" O.C. (U.N.O.) 2-16d TOENAILS EACH SIDE SIMPSON 'RR' CONNECTOR 2X RIDGE BRD. SEE- L ROOF RAFTER PLANS FOR SIZE SECTION AT RIDGE BOARD 2x CEILING JOIST PER PLAN 5-16d AT EACH JOIST 2-2x TOP PLATE PLYWOOD SHEAR WALL PER PLAN 2x STUDS @ 16" O.C. LE. CEILING JOIST PER PLAN f1/2" FIBERBOARD EXPANSION JOINT MATERIAL gSHEAR TRANSFER TO CONTINUOUS ROOF ROOF RAFTER PER PLAN 2X f A' DETAIL (2)16 d FACENAIL THRU ONE PLATE TO STUD 2x STUDS @ 16" O.C. SEE PLAN 2x BLOCKING @ 4'-0" HEIGHT W/ (2) 16d TOENAIL EACH END ROOF SHEATHING PLAN A35 @ EACH RAFTER TYP. 6" O.C. --.NEW 2x CONT. BLOCKING NEW OR EXISTING ROOF JOIST OR BEAM PER PLAN HEADER PER 13 SCHED OR PLA� S3. PLYWOOD SHEATHII` PER PLE JOIST, BEAM OR BLOCKIN( SKEWED HANGERS: —SUR/SUL FOR JOISTS PER LARR #24947 —HW FOR BEAMS OR PURLINS PER LARR #24947 NOTE: WHERE HANGERS OCCUR AT 'CC' COLUMN CAPS, USE 'W' HANGERS (TYP.) PER LARR #24947 2 @ 48" O.C. Y AT JOISTS HANGER PER SHEDULE )urrvi\TING MEMBER — BEAM OR MULTIPLE JOISTS SIMPSON HANGERS * LUS2— CEILING JOISTS * HHUS CEILING BEAMS ** HGLTV PSL FLOOR BEAMS * LUS2— ROOF JOISTS * HUS ROOF BEAMS * LSU2— ROOF RAFTERS SIMPSON HANGER PER SCHEDULE 18/S3.0 2x TAIL RAFTER/JOIST CK x �� Q c� O xx CVN XBLOCKING NN CV 3'-0" MAX. NOTE: 1. ROOF / CEILING JOIST ORIENTATION MAY VARY. REFER TO PLAN. * PER LARR #24949 ** LARR #25803 2 JOIST, BEAM TO BEAM CONNECTION (3-1, TYPICAL AT ROOF /CEILING OPN'G MAX. SIZE NOTES: JOIST SIZE MAX NOTCH D/4 MAX NOTCH D/6 HOLE: D/3 2X6 1 3/8" 7/8" 1 1 /2" 2X8 1 3/4" 1 1 /8" 2 3/8" 2X10 2 1 /4" 1 1 /2" 3" 2X12 2 3/4" 1 7/8" 3 3/4" 2X14 3 1 /4" 2 1 /8" 4 3/8" —DO NOT NOTCH BOTH TOP AND BOTTOM 2 MAX. DEEP NOTCH SURFACES WITHIN THE SAME Y3 SPAN DO NOT OVERCUT —MAX ALLOWED IS A COMBINATION OF TWO NOTCHES AND / OR HOLES PER Y3 SPAN —THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY MUST BE SPECIFICALLY DETAILED TL,_ —NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED JOISTS —REFER TO MANUFACTURER'S RECOMMENDATIONS FOR NOTCHES AND HOLES WHERE PLYWOOD WEB TRUSSESARE USED 1/3 SPAN 1/3 SPAN 1/3 SPAN NOTCHES AND NOTCHES AND NOTCHES AND HOLES ALLOWED HOLES NOT ALLOWED HOLES ALLOWED D/4 MIN. 2"___>D/6 11 D D/3 0 MIN. 12" n D/6 MIN. 2"—„ 7 JOIST NOTCHING AND BORING MIN PLATE SPLICE SEE NON —BEARING PARTITION 4'-0" W/(8) 16d ANCHORAGE DETAIL FOR U.N.O. ON PLAN CONNECTION TO FRAMING 2X TRIMMER AND KING STUD 2x PRESSURE TREATED SILL PLATE TOP OF SHEATH'G (2)16d FACENAIL OR (2) ]"M MIN SIMPSON A34 TYP WHERE SHOWN 8d TOENAIL EA. SIDE 9AX OF STUD 16d FACENAIL @ 18" O.C. MULTIPLE STUD FULL LENGTH 10 INTERIOR NON -LOAD -BEARING STUD WALL FRAMING (2)16d FACENAIL STUD TO HEADER Q M 0 I 00 NOTE: 1. HEADERS, KINGSTUDS AND OTHER REFERENCES ON PLAN GOVERN OVER TYPICAL DETAIL. 2. INSTALL 1x6 DIAGONAL LET —IN BRACE AT 25-0" AND AT EACH END IN ALL WALLS NOT PLYWOOD SHEATHED, MAXIMUM SLOPE OF DIAGONAL SHALL BE 2 VERTICAL TO 1 HORIZONTAL. CONCRETE SLAB —0.145"0 HILTI 'X—CR' POWDER DRIVEN ANCHOR W/ WASHER AND 1 1/4" EMBEDMENT AT 24" O.C. AND 3" FROM END OF PLATE (LARR# 25646) WOOD FLOOR — NAIL SILL PLATE TO WOOD FRAMED FLOORS WITH 16d @ 12" O.C. TO BLOCKING BELOW SHEATHING. E'? 7 NOTCH AT JOISTS 1 3/4"0 L = 14'-0" MAX. FOR JOISTS 1 1 /2"0 L = 16'-6"" MAX. FOR JOISTS 2"0 FOR BEAMS L/ 4 f CL JOIST DEPTH L NO PENETRATION ALLOWED AT EA. SIDE HOLES THRU JOISTS & BEAMS FOR P CE 81 rEngineering 15041 Genoa Cir, Huntinggton Beach, CA 92647 Master 13 T: (714) 519-5027 E: atefg®fastructural.com Date• www.fastructural.com 12 Project Name z Q N W z4z z = LLJO 00 O Q -� 0-) Q MW oU Qz OZ5 W J y Q N 75 0 4-1 _ C/) E J C) N C) Z Q Project ID 01-23 Drawing Title DATE R-2 05-14-2025 R-1 11-07-2024 R-0 08-16-2024 Rev. Desciption Date Drawing No. S-300 TYP. RIDGE FRAMING 13 CITY OF SANTA ANA Planning and Building Agency PLYWOOD PLYWOOD SHEATHING SHEATHING PER PER SCHEDULE SCHEDULE HOLDOWN P PER SCHEDULE HOEDOWN POST I L U PER SCHED. LF.� E.N. E HOLDOWN SCHEDULE PLYWOOD JI ILn II m4u PER SCHEDULE N nncr �E[ HOLD-DOWNS AT DIFF. WALL CONDITIONS NTS HOLDOWN TYPE PER SCHEDULE EDGE NAILING (E.N.) SEE SCHEDULE FIELD NAILING (F.N.) SEE SCHEDULE r P PLA1 STUD @ PLYWOOD EDGE, SEE SCHEDULE (TYP.) SOLID BLK'G AT ALL PLYWOOD EDGES TO MATCH STUD SIZE. U.N.O. SEE SCHEDULE SEE PLAN & SCHEDULE FOR STUDS SIZE & SPACING PLYWOOD PANEL SEE PLANS OR SCHEDULE FOR THICKNESS (STAGGER JOINTS) EDGE NAILING (E.N.) SEE SCHEDULE P.T. SILL PLATE SEE REFERENCED SECTIONS & SHEAR WALL SCHEDULE FOR SILL PLATE & ANCHORAGE SHEAR AL SCHEDULE NO. OF NAILING SILL PLATE ATTACHMENT U.N.O. 70 ALLOWABLE SHEAR FOR MARK MATERIAL SIDES SHEAR CLIPS SEISMIC WIND REMARKS EDGE FIELD FRAMED FLOOR 5O FOUNDATION (E.N.) (F.N.) O09 (A307 BOLTS) (#/FT) 15/32" STRUCT-1 PLYWD 1 10d @ 6" O.C. 10d @ 12" O.C. 16" O.C. 1/4' DIA. x 7" LAG 5/8"0 A.B. 255 �® (PI 32/16) 5—PLY @ 24 O.C. @ 48 O.C. 15/32" STRUCT-1 PLYWD 1 10d @ 4" O.C. 10d @ 12" O.C. 8" O.C. 1/4" DIA. x 7" LAG 5/8"0 A.B. 380 OOO® (PI 32/16) 5—PLY @ 16 O.C. @ 32 O.C. 15/32" STRUCT-1 PLYWD 1 10d @ 3" O.C. 10d @ 12" O.C. 8" O.C. 1/4" DIA. x 7" LAG 5/8"0 A.B. 500 O©0® (PI 32/16) 5—PLY @ 12 O.C. @ 24 O.C. Q15/32" STRUCT-1 PLYWD 1 10d @ 2" O.C. 10d @ 12" O.C. 8" O.C. 1/4" DIA. x 7" LAG 5/8" 0 A.B. 650 0 (2) Q3 ® © 4 (PI 32/16) 5—PLY @ 9 O.C. @ 16 O.C. 15/32" STRUCT-1 PLYWD 2 10d @ 4" O.C. 10d @ 12" O.C. 8" 0.C. 1/4" DIA. x 7" LAG 5/8"0 A.B. 765 OOO® (PI 32/16) 5—PLY @ 9 O.C. @ 24 O.C. 15/32" STRUCT-1 PLYWD (PI 32/16) 5—PLY 2 10d @ 3° O.C. 10d @ 12" O.C. 8" O.C. 1/4" DIA. ,x 7" LAG @ 9 O.C. 5/8 "0 A.B. @ 12" O.C. 1030©�®© 15/32" STRUCT-1 PLYWD 2 10d @ 2" O.C. 10d @ 12" O.C. 8" O.C. 1/4" DIA. ,,x 7" LAG 5/8" 0 A.B. 1305©� (PI 32/16) 5—PLY @ 9 O.0 . @ 12' O.C. HOLDOWN SCHEDULE HOLD—DOWN TYPE »A" 1 /4x2.5 SIDS THREADED BOLT FASTENER "D" HOLDOWN SUBSTITUTE "E" (ONLY BETWEENDETAIL FLOORS) "B" °C� SIDS SIZE CITY10 2❑ HDU2 NO. PER MANUF. 5/8" DIA. 12" 1/42.5 6 44 MST48 ® HDU4 NO. PER MANUF. 5/8" DIA. 16" 1/42.5 10 44 MST60 [5 HDU5 NO. PER MANUF. 5/8" DIA. 20" 1/42.5 14 44 MST72 HDU8 NO. PER MANUF. 7/8" DIA 24" 1/42.5 20 46 11 HDU11 NO. PER MANUF. 1" DIA 24" 1/42.5 30 46 14 HDU14 NO. PER MANUF. 1" DIA 24" 1/42.5 36 4x8/6x6 HOLDOWN NOTES: 10 PROVIDE MIN. POST SIZE AS INDICATED, INCREASE SIZE TO MATCH WALL THICKNESS. (2) FOR HDU11 & HDU14, ADD 1—#5 TOP & BOTTOM TO THE FOOTING REINFORCEMENT. PLATE WASHER SCHEDULE BOLT SIZE (INCHES) PLATE WASHER SIZE (INCHES) 1/2 5/16x3x3 5/8 5/16 x 3 x 3 3/4 3/8x3x3 7/8 3/8 x 3 x 3 1 3/8 x 3-1/2 x 3-1/2 TYP. SHEAR WALL SCHEDULE AND DETAIL FOR 2-STOREY SIMPSON STRAP PER PLAN TOP PLATES PER PLAN l I A I Cnl I A I OTE: TRAP MAY BE INSTALLED T SIDE OF TOP PLATES ND BEAM SIMPSON STRAP PER PLAN TOP PLATES DRAG DROP BEAM/FLUSH BEAM 48' TYP. 481 2 SHEAR WALL PENETRATIONS SHEAR WALL & HOLD-DOWN NTS 4 1/2" SQ. TO 9" SQ. BLK'G A E.N. REQ'D TES: OLES UP TO 4 1/2" SO. DO NOT )UIRE BLK'G & E.N. OLES FORM 4 1/2" SQ. TO 9" SQ. )UIRE BLK'G & E.N. OLES LARGER THAN 9" SQ. ARE T ALLOWED OLE SIZE INCLUDES THE LENGHT THE OVERCUT AX. ACCUMULATED LENGHT OF -NINGS SHALL NOT EXCEED 20 RCEN OF THE WALL LENGHT ECOMMEND CIRCULAR BORED HOLES NOTE: SHEARWALLS W/ PLYWOOD ON BOTH SIDES PROVIDE STRAPS EA. SIDE OF WALL WINDOW OPENING NOTES: 1. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" (INCH) NOMINAL OR THICKER (i.e. MIN 3x VERTICAL STUDS AND BLOCKING). NAILS SHALL BE STAGGERED IN TWO LINES ALONG PANEL EDGES WHERE NAILS ARE SPACED 2" INCHES ON CENTER OR WHEN 10d COMMON NAILS SPACED 3" O.C. PENETRATE FRAMING MINIMUM OF 1 1/2". 2. WHERE PLYWOOD APPLIES ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" INCHES ON CENTER ON EITHER SIDE. PANEL JOINTS SHALL HAVE MIN 3x (VERTICAL STUDS & BLOCKING) AND NAILS SHALL BE STAGGERED. OFFSET PANEL JOINTS TO FALL ON DIFFERENT FRAMING MEMBER WHERE PLYWOOD IS PLACED AT BOTH FACES. 3. NAILS SHALL BE PLACED NOT LESS THAN 1/2" INCH FROM PANEL EDGES. 4. FOR HOLDOWNS AT THE END OF THE SHEAR WALL, SEE PLANS AND SCHEDULE. PROVIDE PLATE WASHER PER STANDARD PLATE WASHER SCHEDULE AT ALL SILL PLATE ANCHOR BOLTS AND AT ALL HOLD—DOWN BOLTS CONNECTED TO VERTICAL POSTS. =ND POST SEE SCHEDULE FOR SIZE 5. USE WELDED STUD BOLTS OF SAME SIZE & SPACING AS OF SILL PLATE ANCHOR BOLTS, WHERE STEEL BEAM OCCURS UNDER SHEAR WALL. =DGE NAILING (E.N.) STAGGERED) 6. PROVIDE DOUBLE PARALLAM BLOCKING TO ACCOMMODATE 2 ROWS OF SIMPSON SIDS SCREWS SEE SCHEDULE 7, FOUNDATION AND WALL SILL PLATE SHALL BE 2x. U.N.O. — USE 3 x SILL PLATE WHEN ALLOWABLE SHEAR EXCEEDS 350#/FT. 'LATE WASHER TYP. SEE STANDARD PLATE 8. SIMPSON SIDS 1/4'W WOOD SCREWS. TYP. USE TB1475S INTO NAILER AT STEEL BEAMS. HASHER SCHEDULE 9. WHERE 2-2x SILL PLATES ARE USED SCREW LOWER PLATE TO FRAMING BELOW. DRILL HOLE IN UPPER SILL PLATE FOR SCREW HEAD SO THAT UPPER PLATE SITS FLAT ON LOW SILL PLATE. PLYWOOD SHEATHING PER SHEARWALL SCHEDULE 2x STUDS SIMPSON HOLDOWN SEE PLAN FOR TYPE & LOCATION P.T. SILL PLATE ANCHOR W/ STD. PL. a- Q WASHER 5" MIN. 12" MAX. POST "D" PER SCHEDULE EDGE NAILING 2x TRIMMER DAP BOLT HEAD IN 2x AS REQ'D "A" SIDS SCREWS OR BOLTS PER MANUF. THREADED BOLT "B" FOOTING 12" X. NOTE: 1 TO 1 ST A.B. RE —TIGHTEN ALL BOLTS IMMEDIATELY LOCALLY DEEPEN FOOTING PRIOR TO COVERING WALL. TYP @ ALL TO PROVIDE 3" CLEAR SHEAR WALLS. COVER BELOW BOLT AS 1'-6" MIN. - Q REQUIRED J U C HOLD-DOWN TO FOUNDATION W/ RAISED FLOOR PROVIDE BLOCKED PLYWOOD W/ BOUNDARY NAILINGS AROUND & DOOR WINDOW OPENINGS AND ON KING POSTS TYP. PROVIDE 4x MST 27 STRAP EACH BLOCKING AT /� SIDE OF DOOR OPENIN STRAP LOC'N TYP. / I DOOR OPENING RADIUS CORNER CUTS (TO REDUCE MST 27 STRAP EACH POST AND HOLDOWN ?ESS CONCENTRATIONS) SIDE AT TOP & BOTTOM PER PLAN EA END OF WINDOW OPENING FOR SHEAR WALL SHEATHING AND NAILING REFER TO DETAIL 8&8B/S4.0 ('31 PERFORATED SHEAR WALL ELEVATION T( JIVLlJ VY IV V.V. 4'-0" MIN. LAP W 12-16d EQUALLY 4 1 TYP. TOP PLATES SPLICE DETAIL g EQUAL DOUBLE TOP PLATE c� w CLJ w 4x BLOCKING - SHEAR WALL BOUNDARY POST DRAG STRUT CONNECTION (B.N.) EDGES �a EQUAL PER SOARAP3 A al Engineering 15041 Genoa Cir, M a s I' I Huntinggton Beach, CA 92647 ' T: (714) 519-5027 E: atefg®fastructural.com www.fastructural.com ZHEADER P R Date: PLAN TRIMMER S _._. _ ........ 33 (F.N.) 'WOOD PANEL. PLAN FOR 'KNESS BLKG. AT EA. IEL EDGE (SEE INDATION PLAN) E NAILING (E.N.) AT EDGES OF PLYWOOD ATHING TINUOUS EDGE .ING (E.N.) ;E GRAIN TYP. NOTE: ROOF DIAPHRAGM IS NOT BLOCKED. ;ED USE 3x BLOCKING ON FLOOR DIAPHRAGM ONLY WHERE T&G SHEATHING IS NOT USED S NOTES: 1. PROVIDE NAIL SIZE AND SPACING AS NOTED ON PLANS. 2. ALL PLYWOOD END JOINTS SHALL BE STAGGERED 21 MIN AS INDICATED. 3. LONG DIMENSION OF PLYWOOD SHEATHING SHALL BE LAID PERPENDICULAR TO JOIST. 4. PROVIDE MIN. 1/2" EDGE DISTANCE FOR PLYWOOD EDGE NAILING. 5. USE TONGUE AND GROOVE PLYWOOD AT ALL UNBLOCKED FLOOR. U.N.O. 6. NAILS TO BE OVER—DRIVED THRU PLYWOOD TOP LAYER. 7. PROVIDE 1/16" GAP BETWEEN PLYWOOD SHEATHING. 8. REPLACE PLYWOOD W/ OSB WITH SAME GRADE, THICKNESS AND EXPOSURE. 5 1 TYP. FLOOR AND ROOF SHEATHING 7 NO.84252 s Z tisU� �IIMa� Project Name z Q N W � z r 00 O 0 Q -� 1 J C) Q 0W 0 U Qz 0 Lu > —1 0 0 +1 _ J 0 N C) z Q Project ID 01-23 Drawing Title u� J W 0 J J a oc a w DATE R-2 05-14-2025 R-1 11-07-2024 R-0 08-16-2024 Rev. Desciption Date Drawing No. S-400 T24-1 SHEET DATE:11/12/2024 SHEET ENERGY FORMS Revision # REV: Date 60 2 S G E N O A D R . , U N I T - 2 SA N T A A N A , C A 9 2 7 0 4 ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 T-24 CONDITION OF COMPLIANCE SUMMARY: Envelope: ·Wall:2x6 with R-19. ·Roof: Rafter with R-38. ·Floor:R-13 raised floor. ·Window: U=0.30 and SHGC=0.23 AIR CONDITION: Ducted heatpump split system. Water heater: ·Gas tankless water heater. *DISCLAIMER: THIS SUMMARY INTEND TO HIGHLIGHT THE T-24 REQUIREMENTS ON THE BUILDING,HOWEVER VERIFY ALL VALUES WITH T-24 REPORT T24-1 SHEET DATE:05/09/2024 SHEET ENERGY FORMS Revision #REV:Date 60 2 S G E N O A D R . , SA N T A A N A , C A 9 2 7 0 4 ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 T-24 CONDITION OF COMPLIANCE SUMMARY: Envelope: ·Wall:2x6 with R-19. ·Roof: Rafter with R-38. ·Floor:slab on grade ·Window: U=0.30 and SHGC=0.23 AIR CONDITION: Ducted heatpump split system. Water heater: ·Gas tankless water heater. *DISCLAIMER: THIS SUMMARY INTEND TO HIGHLIGHT THE T-24 REQUIREMENTS ON THE BUILDING,HOWEVER VERIFY ALL VALUES WITH T-24 REPORT T24-1 SHEET DATE:11/12/2024 SHEET ENERGY FORMS Revision # REV: Date 60 2 S G E N O A D R . , U N I T - 2 SA N T A A N A , C A 9 2 7 0 4 ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 T-24 CONDITION OF COMPLIANCE SUMMARY: Envelope: ·Wall:2x6 with R-19. ·Roof: Rafter with R-38. ·Floor:R-13 raised floor. ·Window: U=0.30 and SHGC=0.23 AIR CONDITION: Ducted heatpump split system. Water heater: ·Gas tankless water heater. *DISCLAIMER: THIS SUMMARY INTEND TO HIGHLIGHT THE T-24 REQUIREMENTS ON THE BUILDING,HOWEVER VERIFY ALL VALUES WITH T-24 REPORT T24-2 SHEET SHEET ENERGY FORMS Revision # REV: Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:11/12/2024 60 2 S G E N O A D R . , UN I T - 2 SA N T A A N A , C A 9 2 7 0 4 T24-2 SHEET SHEET ENERGY FORMS Revision # REV: Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:11/12/2024 60 2 S G E N O A D R . , UN I T - 2 SA N T A A N A , C A 9 2 7 0 4 T24-2 SHEET SHEET ENERGY FORMS Revision #REV:Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:05/09/2024 60 2 S G E N O A D R . , SA N T A A N A , C A 9 2 7 0 4 T24-3 SHEET SHEET ENERGY FORMS Revision # REV: Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:11/12/2024 60 2 S G E N O A D R . , U N I T - 2 SA N T A A N A , C A 9 2 7 0 4 T24-3 SHEET SHEET ENERGY FORMS Revision #REV:Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:05/09/2024 60 2 S G E N O A D R . , SA N T A A N A , C A 9 2 7 0 4 T24-3 SHEET SHEET ENERGY FORMS Revision # REV: Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:11/12/2024 60 2 S G E N O A D R . , U N I T - 2 SA N T A A N A , C A 9 2 7 0 4 XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 01-23 HO U S E A D D I T I O N OW N E R : HA N Y L . M I K A I L & D A L I A H E N A N R-0 08-16-2024 R-1 11-07-2024 EL E C T R I C A L F L O O R PL A N E-1.0 SHEET SHEET Revision #REV:Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:05/09/2024 60 2 S G E N O A D R . , U n i t #2 . SA N T A A N A , C A 9 2 7 0 4 M1.0 GENERAL NOTES &EQUIPMENT SCHEDULE GENERAL NEW NOTES: 1.PROVIDE SEISMIC RESTRAINTS AS NEEDED FOR THE MECHANICAL SYSTEMS IN THE PROJECT BASED ON THE SEISMIC ANALYSIS REQUIRED BY THE SPECIFICATIONS. 2.COORDINATE THE INSTALLATION OF THE MECHANICAL SYSTEMS WITH OTHER TRADES TO ENSURE A NEAT AND ORDERLY INSTALLATION. INSTALL DUCTWORK AND PIPING AS TIGHT TO STRUCTURE AS POSSIBLE. COORDINATE WITH OTHER TRADES TO AVOID CONFLICTS. COORDINATE INSTALLATION OF DUCTWORK AND PIPING TO AVOID CONFLICTS WITH ELECTRICAL PANELS, LIGHTING FIXTURES, ETC. ANY MODIFICATIONS REQUIRED DUE TO LACK OF COORDINATION WILL BE THE RESPONSIBILITY OF THE CONTRACTOR AT NO EXTRA COST TO THE OWNER. 3.PROVIDE TEMPORARY BARRIERS TO CONTAIN DUST AND DEBRIS RESULTING FROM THE PERFORMANCE OF THE WORK TO THE AREA WHERE WORK IS BEING PERFORMED. 4.ALL MECHANICAL EQUIPMENT SHOWN ON THE MECHANICAL PLANS SHALL BE PROVIDED BY DIVISION 23 UNLESS OTHERWISE NOTED. 5.NEW MECHANICAL EQUIPMENT, DUCTWORK AND PIPING ARE SHOWN AT APPROXIMATE LOCATIONS. FIELD MEASURE FINAL DUCTWORK AND PIPING LOCATIONS PRIOR TO FABRICATION AND MAKE ADJUSTMENTS AS REQUIRED TO FIT THE DUCTWORK AND PIPING WITHIN THE AVAILABLE SPACE. VERIFY THAT FINAL EQUIPMENT LOCATIONS MEET MANUFACTURER'S RECOMMENDATIONS REGARDING SERVICE CLEARANCE AND PROPER AIRFLOW CLEARANCE AROUND EQUIPMENT. 6.REFER TO ARCHITECTURAL DRAWINGS FOR RELATED CONSTRUCTION DETAILS AS APPLICABLE TO THE HVAC SYSTEM. 7.COORDINATE LOCATION OF ROOF MOUNTED HVAC EQUIPMENT AND ROOF PENETRATIONS WITH THE ARCHITECTURAL AND STRUCTURAL DRAWINGS. 8.INDOOR AIR QUALITY MEASURES: PROTECT INSIDE OF (INSTALLED AND DELIVERED) DUCTWORK AND HVAC UNITS FROM EXPOSURE TO DUST, DIRT, PAINT AND MOISTURE. REPLACE INSULATION THAT HAS BECOME WET AT ANY TIME DURING CONSTRUCTION, DRYING THE INSULATION IS NOT ACCEPTABLE. SEAL ANY TEARS OR JOINTS OF INTERNAL FIBERGLASS INSULATION. REMOVE DEBRIS FROM CEILING/RETURN AIR PLENUM INCLUDING DUST. AN INDEPENDENT, PROFESSIONAL DUCT CLEANING COMPANY SHALL VACUUM CLEAN ANY DUCTWORK CONNECTED TO HVAC UNITS THAT WERE OPERATED DURING THE CONSTRUCTION PERIOD AFTER NEW FILTERS ARE INSTALLED AND PRIOR TO TURNING SYSTEM OVER TO THE OWNER. THE INTERNAL SURFACES AND ASSOCIATED COILS OF ANY HVAC UNITS THAT WERE OPERATED SHALL ALSO BE CLEANED. 9.INSTALL DUCTWORK AND PIPING PARALLEL TO BUILDING COLUMN LINES UNLESS OTHERWISE SHOWN OR NOTED. 10.OVERHEAD HANGERS AND SUPPORTS FOR EQUIPMENT, DUCTWORK AND PIPING SHALL BE FASTENED TO BUILDING JOISTS OR BEAMS. DO NOT ATTACH HANGERS AND SUPPORTS TO THE ABOVE FLOOR SLAB OR ROOF EXCEPT WHERE CONCRETE INSERTS IN CONCRETE SLABS ARE ALLOWED BY THE SPECIFICATIONS. 11.COORDINATE LOCATION OF EQUIPMENT SUPPORTS WITH LOCATION OF EQUIPMENT ACCESS PANELS/DOORS TO ENABLE SERVICE OF EQUIPMENT AND/OR FILTER REPLACEMENT. 12.SEAL PENETRATIONS THROUGH THE BUILDING COMPONENTS IN ACCORDANCE WITH THE CONTRACT SPECIFICATIONS. FIREPROOF PENETRATIONS THROUGH FIRE RATED COMPONENTS IN ACCORDANCE WITH U.L. REQUIREMENTS.PROVIDE FIRE DAMPER/FORE SMOKE DAMPER FOR ANY DUCT THAT PENETRATE FIRE RATED WALL TO KEEP THE WALL FORE RATINGS. 13.COORDINATE THE EXACT MOUNTING SIZE AND FRAME TYPE OF DIFFUSERS, REGISTERS AND GRILLES WITH THE SUPPLIER TO MEET THE CEILING, WALL AND DUCT INSTALLATION REQUIREMENTS. 14.ADJUST LOCATION OF CEILING DIFFUSERS, REGISTERS AND GRILLES AS REQUIRED TO ACCOMMODATE FINAL CEILING GRID AND LIGHTING LOCATIONS. 15.VERIFY THERMOSTAT EXACT LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION. INSTALL DEVICES WITH TOP OF DEVICE AT MAXIMUM 48” ” ” CFMMAXIMUMSIZE NC 8 X 6 12 X 8 18 X 8 20 X 8 700 25 301-400 201-300 101-200 0-100 MANUFACTURER:TRUAIRE OR EQUIVALENT SUPPLY MODEL#103 RETURN MODEL#270 24 X 8 401-500 CFMMAX.FACESIZE VELOCITY 14 X 8 20 X 8 22 X 10 24 X 12 500 500 500 500 1000 800 600 400 24 X 12 500 1200 30 X 14 500 1600 MAX.FACE VELOCITY 700 700 700 700 25 25 25 25 MAXIMUM NC 25 25 25 25 25 25 MANUFACTURER:TITUS OR EQUIVALENT SUPPLY:PMC RETURN:PAR MANUFACTURER:RUSKIN OR EQUIVALENT LOUVER SIZE BASED ON MIN FREE AREA REQUIRED ABOVE. GALVANIZED STEEL,STATIONARY NON-DRAIN MECHANICAL SYMBOLS THIS IS A MASTER LEGEND AND NOT ALL SYMBOLS OR ABBREVIATIONS ARE USED. STANDARD MOUNTING HEIGHTS CU 1 1 M1 1 M1 USE THE DEFAULT MOUNTING HEIGHTS SHOWN ABOVE UNLESS NOTED OTHERWISE IN THE SPECIFICATIONS OR ELSEWHERE. MOUNTING HEIGHTS LISTED ARE ABOVE FINISHED FLOOR (AFF) OR ABOVE FINISHED GRADE (AFG) TO TOP OF DEVICE. ALL DEVICES SHALL BE INSTALLED IN COMPLIANCE WITH CURRENT ADA AND LOCAL REQUIREMENTS. 48" 48" ANNOTATION MECHANICAL OR FIRE PROTECTION PLAN NOTE CALLOUT MECHANICAL EQUIPMENT DESIGNATION (CONTRACTOR PROVIDED UNO) CONNECTION POINT OF NEW WORK TO EXISTING DETAIL REFERENCE UPPER NUMBER INDICATES DETAIL NUMBER LOWER NUMBER INDICATES SHEET NUMBER SECTION CUT DESIGNATION ABBREVIATIONS IN WC INCHES OF WATER COLUMN L LOUVER LAT LEAVING AIR TEMPERATURE LDB LEAVING DRY BULB LP LOW PRESSURE LWB LEAVING WET BULB LWT LEAVING WATER TEMPERATURE LV LOUVER MAU MAKE-UP AIR UNIT MAX MAXIMUM MBH 1000 BTU PER HOUR MD MOTORIZED DAMPER MFR MANUFACTURER MIN MINIMUM N/A NOT APPLICABLE N/C NORMALLY CLOSED N/O NORMALLY OPEN NC NOISE CRITERIA (N) NEW NF NON-FUSED NIC NOT IN CONTRACT OA OUTSIDE AIR PICV PRESSURE INDEPENDENT CONTROL VALVE PROVIDE FURNISH AND INSTALL QTY QUANTITY RA RETURN AIR RAG RETURN AIR GRILLE RC ROOM CRITERIA RD RETURN DUCT REA RELIEF AIR RF RETURN FAN RH RELATIVE HUMIDITY RH ROOF HOOD RPM REVOLUTIONS PER MINUTE RTU ROOFTOP UNIT SA SUPPLY AIR SAD SUPPLY AIR DIFFUSER SD SMOKE DUCT DETECTOR SD SUPPLY DUCT SF SUPPLY FAN SOW SCOPE OF WORK SP STATIC PRESSURE TBD TO BE DETERMINED TC/C TEMPERATURE CONTROLS CONTRACTOR TCP TEMPERATURE CONTROL PANEL TF TRANSFER FAN TFA TO FLOOR ABOVE TFB TO FLOOR BELOW TT TEMPERATURE TRANSMITTER TYP TYPICAL U/F UNDERFLOOR U/G UNDERGROUND U/S UNDERSLAB UH UNIT HEATER U/C UNDERCUT UTR UP TO ROOF VAV VARIABLE AIR VOLUME VFD VARIABLE FREQUENCY DRIVE VRF VARIABLE REFRIGERANT FLOW VRV VARIABLE REFRIGERANT VOLUME W/WITH W/O WITHOUT WB WET BULB WC WATER COLUMN WPD WATER PRESSURE DROP XP EXPLOSION-PROOF HVAC DUCTWORK AND ACCESSORIES BD TS THERMOSTATS (USER ADJUSTABLE) (TOP OF DEVICE) CONTROLS (TOP OF DEVICE) A/C AIR CONDITIONING ACC AIR COOLED CHILLER ACCU AIR COOLED CONDENSING UNIT AFC ABOVE FINISHED CEILING AFF ABOVE FINISHED FLOOR AFG ABOVE FINISHED GRADE AHJ AUTHORITY HAVING JURISDICTION AHU AIR HANDLING UNIT AP ACCESS PANEL B BOILER BAS BUILDING AUTOMATION SYSTEM BB BACKBONE BD BACKDRAFT DAMPER BFC BELOW FINISHED CEILING BFF BELOW FINISHED FLOOR BFG BELOW FINISHED GRADE BFP BOILER FEED PUMP BOD BOTTOM OF DUCT BOS BOTTOM OF STRUCTURE BTU BRITISH THERMAL UNIT CH CHILLER CFM CUBIC FEET PER MINUTE CP CONDENSATE PUMP CPT CONTROL POWER TRANSFORMER CRAC COMPUTER ROOM AIR CONDITIONING UNIT CRU COMPUTER ROOM UNIT CT COOLING TOWER CV CONTROL VALVE CWP CONDENSER WATER PUMP CU CONDENSING UNIT CHWP CHILLED WATER PUMP DB DECIBELS DBA DECIBELS AVERAGE DDC DIRECT DIGITAL CONTROL DI DIGITAL INPUT DN DOWN DS DUCT SILENCER DX DIRECT EXPANSION DTR DOWN THRU ROOF (E)EXISTING EA EXHAUST AIR EG EXHAUST GRILLE EAT ENTERING AIR TEMPERATURE ED EXHAUST DUCT EDB ENTERING DRY BULB EF EXHAUST FAN EMS ENERGY MANAGEMENT SYSTEM ETR EXISTING TO REMAIN EWB ENTERING WET BULB EWT ENTERING WATER TEMPERATURE FCU FAN COIL UNIT FFA FROM FLOOR ABOVE FFB FROM FLOOR BELOW FF FINISHED FLOOR FSG FLOOR SUPPLY GRILL FRG FLOOR RETURN GRILL FPM FEET PER MINUTE GC GENERAL CONTRACTOR GPM GALLONS PER MINUTE HOA HAND-OFF-AUTOMATIC HTG HEATING HWP HEATING WATER PUMP T H VD FS MD # FD CFSD SD CO HS PS CO2 RD SP DP LINEAR SLOT DIFFUSER INSULATED FLEXIBLE DUCT (MAX. 5'-0" LONG) BRANCH DUCT WITH 45° RECTANGLE-ROUND BRANCH FITTING AND MANUAL VOLUME DAMPER ELBOW WITH TURNING VANES BRANCH DUCT WITH BELL-MOUTH FITTING & MANUAL VOLUME CONTROL DAMPER RETURN, EXHAUST, OR OUTSIDE AIR DUCT UP RETURN, EXHAUST, OR OUTSIDE AIR DUCT DOWN SUPPLY AIR DUCT UP SUPPLY AIR DUCT DOWN EQUIPMENT WITH FLEXIBLE DUCT CONNECTION SAD XXX (CFM OF SUPPLY DIFFUSER OR REGISTER) RG XXX(CFM OF EXHAUST GRILLE) MANUAL VOLUME DAMPER SQUARE TO ROUND TRANSITION DUCT MOUNTED SMOKE DETECTOR (SD=SUPPLY/RD=RETURN) RISER DESIGNATION FIRE DAMPER COMBINATION FIRE SMOKE DAMPER SMOKE DAMPER VOLUME DAMPER MOTORIZED DAMPER BACKDRAFT DAMPER ALL DUCT DIMENSIONS SHOWN ON DRAWINGS ARE INSIDE DIMENSIONS. REFER TO DUCTWORK SPECIFICATIONS FOR DUCTWORK INSULATION AND LINER INFORMATION. HVAC CONTROL DEVICES HUMIDISTAT THERMOSTAT CARBON MONOXIDE SENSOR CARBON DIOXIDE SENSOR DIFFERENTIAL PRESSURE SENSOR FLOW SWITCH HUMIDITY SENSOR PULL STATION STATIC PRESSURE TEMPERATURE SENSOR 1 THIS PROJECT SHALL COMPLY WITH THE FOLLOWING CODES: ·2019 CALIFORNIA BUILDING CODE (CBC) ·2019 CALIFORNIA MECHANICAL CODE (CMC) ·2019 CALIFORNIA ELECTRICAL CODE (CEC) ·2019 CALIFORNIA PLUMBING CODE (CPC) ·2019 CALIFORNIA BUILDING ENERGY EFFICIENCY STANDARDS (BEES) ·2019 CALIFORNIA GREEN BUILDING STANDARDS CODE (CALGREEN) ·ALL APPLICABLE LOCAL AMENDMENTS. MECHANICAL SPECIFIC NOTES: FLOOR HVAC PLAN SHEET SHEET Revision #REV:Date ME P & E N E R G Y C O N S U L T I N G (8 1 8 ) 2 3 3 - 1 9 9 6 Mi c h a e l @ e n t h a l p y e n g . c o m EN T H A L P Y E N G I N E E R I N G G R O U P Wo o d l a n d H i l l s , C A 9 1 3 6 7 6 3 2 0 T o p a n g a c a n y o n b l v d . , S t e 1 6 3 0 # 5 0 1 DATE:05/09/2024 60 2 S G E N O A D R . , U n i t #2 . SA N T A A N A , C A 9 2 7 0 4 M-2.0 MECH FLOOR PLAN XXX1:XXXXXXXXXXAAABBB Project Name Rev.Desciption Date Drawing Title Project ID D A T E Drawing No. 01-23 HO U S E A D D I T I O N OW N E R : HA N Y L . M I K A I L & D A L I A H E N A N R-0 08-16-2024 R-1 11-07-2024 PL U M B I N G F L O O R PL A N P-1.0 National Flood Insurance Program Elevation Certificate and Instructions 2022 EDITION PAPERWORK REDUCTION ACT NOTICE PRIVACY ACT STATEMENT PURPOSE OF THE ELEVATION CERTIFICATE U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE AND INSTRUCTIONS The Elevation Certificate is an important administrative tool of the NFIP. It can be used to provide elevation information necessary to ensure compliance with community floodplain management ordinances, to inform the proper insurance premium, and to support a request for a LOMA, CLOMA, LOMR-F, or CLOMR-F. The Elevation Certificate is used to document floodplain management compliance for Post-Flood Insurance Rate Map (FIRM) buildings, which are buildings constructed after publication of the FIRM, located in flood Zones A1–A30, AE, AH, AO, A (with Base Flood Elevation (BFE)), VE, V1–V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, AR/AO, and A99. It may also be used to provide elevation information for Pre-FIRM buildings or buildings in any flood zone. As part of the agreement for making flood insurance available in a community, the NFIP requires the community to adopt floodplain management regulations that specify minimum requirements for reducing flood losses. One such requirement is for the community to obtain the elevation of the lowest floor (including basement) of all new and substantially improved buildings, and maintain a record of such information. The Elevation Certificate provides a way for a community to document compliance with the community's floodplain management ordinance. Use of this certificate does not provide a waiver of the flood insurance purchase requirement. Only a LOMA or LOMR-F from the Federal Emergency Management Agency (FEMA) can amend the FIRM and remove the federal mandate for a lending institution to require the purchase of flood insurance. However, the lending institution has the option of requiring flood insurance even if a LOMA/LOMR-F has been issued by FEMA. The Elevation Certificate may be used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. Lowest Adjacent Grade (LAG) elevations certified by a land surveyor, engineer, or architect, as authorized by state law, will be required if the certificate is used to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request. A LOMA, CLOMA, LOMR-F, or CLOMR-F request must be submitted with either a completed FEMA MT-EZ or MT-1 application package, whichever is appropriate. If the certificate will only be completed to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request, there is an option to document the certified LAG elevation on the Elevation Form included in the MT-EZ and MT-1 application. This certificate is used only to certify building elevations. A separate certificate is required for floodproofing. Under the NFIP, non-residential buildings can be floodproofed up to or above the BFE. A floodproofed building is a building that has been designed and constructed to be watertight (substantially impermeable to floodwaters) below the BFE. Floodproofing of residential buildings is not permitted under the NFIP unless FEMA has granted the community an exception for residential floodproofed basements. The community must adopt standards for design and construction of floodproofed basements before FEMA will grant a basement exception. For both floodproofed non-residential buildings and residential floodproofed basements in communities that have been granted an exception by FEMA, a floodproofing certificate is required. The expiration date on the form herein does not apply to certified and completed Elevation Certificates, as a completed Elevation Certificate does not expire, unless there is a physical change to the building that invalidates information in Section A Items A8 or A9, Section C, Section E, or Section H. In addition, this form is intended for the specific building referenced in Section A and is not invalidated by the transfer of building ownership. Additional guidance can be found in FEMA Publication 467-1, Floodplain Management Bulletin: Elevation Certificate. OMB Control No. 1660-0008 Expiration Date: 06/30/2026 Public reporting burden for this data collection is estimated to average 3.75 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and submitting this form. You are not required to respond to this collection of information unless a valid OMB control number is displayed on this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing the burden to: Information Collections Management, Department of Homeland Security, Federal Emergency Management Agency, 500 C Street SW, Washington, DC 20742, Paperwork Reduction Project (1660-0008). NOTE: Do not send your completed form to this address. Authority: Title 44 CFR § 61.7 and 61.8. Principal Purpose(s): This information is being collected for the primary purpose of documenting compliance with National Flood Insurance Program (NFIP) floodplain management ordinances for new or substantially improved structures in designated Special Flood Hazard Areas. This form may also be used as an optional tool for a Letter of Map Amendment (LOMA), Conditional LOMA (CLOMA), Letter of Map Revision Based on Fill (LOMR-F), or Conditional LOMR-F (CLOMR-F), or for flood insurance rating purposes in any flood zone. Routine Use(s): The information on this form may be disclosed as generally permitted under 5 U.S.C. § 552a(b) of the Privacy Act of 1974, as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/ FEMA-003 – National Flood Insurance Program Files System of Records Notice 79 Fed. Reg. 28747 (May 19, 2014) and upon written request, written consent, by agreement, or as required by law. Disclosure: The disclosure of information on this form is voluntary; however, failure to provide the information requested may impact the flood insurance premium through the NFIP. Information will only be released as permitted by law. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 1 of 19 SECTION B – FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION A – PROPERTY INFORMATION FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: A1. Building Owner's Name:Hany Mikhail and Dalia Henan A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 602 S Genoa Drive City: Santa Ana State:CA ZIP Code:92704 A3. Property Description (e.g., Lot and Block Numbers or Legal Description) and/or Tax Parcel Number: Lot 7 of Tract No. 2905, APN 108-401-08 A4. Building Use (e.g., Residential, Non-Residential, Addition, Accessory, etc.):Residential A5. Latitude/Longitude:Lat. 33.739382 Long. -117.935447 Horizontal Datum:NAD 1927 NAD 1983 WGS 84 A6. Attach at least two and when possible four clear photographs (one for each side) of the building (see Form pages 7 and 8). A7. Building Diagram Number:1B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s):0.00 sq. ft. b) Is there at least one permanent flood opening on two different sides of each enclosed area?NoYes c) Enter number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade: Non-engineered flood openings:14 Engineered flood openings:0 sq. in.d) Total net open area of non-engineered flood openings in A8.c:896.00 sq. ft.e) Total rated area of engineered flood openings in A8.c (attach documentation – see Instructions):18.67 sq. ft. f) Sum of A8.d and A8.e rated area (if applicable – see Instructions):0.00 A9. For a building with an attached garage: sq. ft.a) Square footage of attached garage:0.00 Yes No N/Ab) Is there at least one permanent flood opening on two different sides of the attached garage? c) Enter number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade: Non-engineered flood openings:0 Engineered flood openings:0 sq. in.d) Total net open area of non-engineered flood openings in A9.c:0.00 sq. ft.e) Total rated area of engineered flood openings in A9.c (attach documentation – see Instructions):0.00 sq. ft. f) Sum of A9.d and A9.e rated area (if applicable – see Instructions):0.00 B1.a. NFIP Community Name:City of Sana Ana B1.b. NFIP Community Identification Number:060232 B2. County Name:Orange B3. State:CA B4. Map/Panel No.:06059C0256 B5. Suffix:J B6. FIRM Index Date:12/03/2009 B7. FIRM Panel Effective/Revised Date:12/03/2009 B8. Flood Zone(s):A B9. Base Flood Elevation(s) (BFE) (Zone AO, use Base Flood Depth):58.7 B10. Indicate the source of the BFE data or Base Flood Depth entered in Item B9: FIS FIRM Community Determined Other:Letter of Map Amendment Determination/Case No. 24-09-0824A B11. Indicate elevation datum used for BFE in Item B9:NGVD 1929 NAVD 1988 Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?Yes No Designation Date:CBRS OPA B13. Is the building located seaward of the Limit of Moderate Wave Action (LiMWA)?Yes No N/A IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE OMB Control No. 1660-0008 Expiration Date: 06/30/2026 FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 2 of 19 N/A CITY OF SANTA ANA ELEVATION CERTIFICATE Planning and Building Agency IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: FOR INSURAN E COMPANY U E Policy Nam: PERMIT ISSUAN 602 S Genoa Drive City: Santa Ana State: CA ZIP Code: 92704 Company NAIC Number: SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQU RMer ID: D _ate: C1. Building elevations are based on: ® Construction Drawings* ❑ Building Under Construction* nished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, AO, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO, A99. Complete Items C2.a—h below according to the Building Diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: SA-223-70 Vertical Datum: 56.212 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ® NAVD 1988 ❑ Other: Datum used for building elevations must be the same as that used for the BFE. Conversion factor used? ❑ Yes ® No If Yes, describe the source of the conversion factor in the Section D Comments area. Check the measurement used: a) Top of bottom floor (including basement, crawlspace, or enclosure floor): 59.70 ® feet ❑ meters b) Top of the next higher floor (see Instructions): ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (see Instructions): ❑ feet ❑ meters d) Attached garage (top of slab): ❑ feet ❑ meters e) Lowest elevation of Machinery and Equipment (M&E) servicing the building (describe type of M&E and location in Section D Comments area): ❑ feet ❑ meters f) Lowest Adjacent Grade (LAG) next to building: ❑ Natural ❑ Finished ❑ feet ❑ meters g) Highest Adjacent Grade (HAG) next to building: ❑ Natural ❑ Finished ❑ feet ❑ meters h) Finished LAG at lowest elevation of attached deck or stairs, including structural support: ❑ feet ❑ meters SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by state law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ® Yes ❑ No ❑ Check here if attachments and describe in the Comments area. Certifier's Name: Ron Miedema License Number:4653 Title: Land Surveyor �\-AND0 Company Name: RdM Surveying J RON 1� Address: 23016 Lake Forest Drive #409 MIEDEMA No. 4653 City: Laguna Hills State: CA ZIP Code: 92653 * EXP. 9/30/25 ,k ST�TFOF CA1-�FC��\P Ron M l ed e m a Signature: Date: 07/22/2024 - Telephone: (949) 858-2924 Ext.: Email: rdmsurveying@cox.net Place Seal Here Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including source of conversion factor in C2; type of equipment and location per C2.e; and description of any attachments): FEMA cert is for the proposed additional dwelling unit at 602 S Genoa Drive only d FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22) Page 3 of 19 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 602 S Genoa Drive City: Santa Ana State:CA ZIP Code:92704 SECTION E – BUILDING MEASUREMENT INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE) For Zones AO, AR/AO, and A (without BFE), complete Items E1–E5. For Items E1–E4, use natural grade, if available. If the Certificate is intended to support a Letter of Map Change request, complete Sections A, B, and C. Check the measurement used. In Puerto Rico only, enter meters. Building measurements are based on: *A new Elevation Certificate will be required when construction of the building is complete. Construction Drawings*Building Under Construction*Finished Construction E1. Provide measurements (C.2.a in applicable Building Diagram) for the following and check the appropriate boxes to show whether the measurement is above or below the natural HAG and the LAG. a) Top of bottom floor (including basement, crawlspace, or enclosure) is:metersfeet above or below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is:below the LAG.above ormetersfeet E2. For Building Diagrams 6–9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1–2 of Instructions), the next higher floor (C2.b in applicable Building Diagram) of the building is:below the HAG.above ormetersfeet E3. Attached garage (top of slab) is:below the HAG.above ormetersfeet E4. Top of platform of machinery and/or equipment servicing the building is:below the HAG.above ormetersfeet E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance?Yes No Unknown The local official must certify this information in Section G. SECTION F – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge Check here if attachments and describe in the Comments area. Comments: Property Owner or Owner's Authorized Representative Name: Address: City:State:ZIP Code: Ext.:Email:Telephone: Signature:Date: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 4 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 602 S Genoa Drive City: Santa Ana State:CA ZIP Code:92704 The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Section A, B, C, E, G, or H of this Elevation Certificate. Complete the applicable item(s) and sign below when: G1.The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by state law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.a.A local official completed Section E for a building located in Zone A (without a BFE), Zone AO, or Zone AR/AO, or when item E5 is completed for a building located in Zone AO. G2.b.A local official completed Section H for insurance purposes. G3.In the Comments area of Section G, the local official describes specific corrections to the information in Sections A, B, E and H. G4.The following information (Items G5–G11) is provided for community floodplain management purposes. Permit Number: G8. This permit has been issued for:New Construction Substantial Improvement G9.a. Elevation of as-built lowest floor (including basement) of the building:Datum:metersfeet G9.b. Elevation of bottom of as-built lowest horizontal structural member:Datum: G10.a.BFE (or depth in Zone AO) of flooding at the building site:Datum: G10.b. Datum: Community's minimum elevation (or depth in Zone AO) requirement for the lowest floor or lowest horizontal structural member: G11.Variance issued?Yes No If yes, attach documentation and describe in the Comments area. The local official who provides information in Section G must sign here. I have completed the information in Section G and certify that it is correct to the best of my knowledge. If applicable, I have also provided specific corrections in the Comments area of this section. NFIP Community Name: Local Official's Name:Title: Comments (including type of equipment and location, per C2.e; description of any attachments; and corrections to specific information in Sections A, B, D, E, or H): SECTION G – COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICIAL COMPLETION) G6. Date Permit Issued: Date Certificate of Compliance/Occupancy Issued: G5. G7. metersfeet metersfeet metersfeet Address: City:State:ZIP Code: Ext.:Email:Telephone: Signature:Date: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 5 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 602 S Genoa Drive City: Santa Ana State:CA ZIP Code:92704 SECTION H – BUILDING'S FIRST FLOOR HEIGHT INFORMATION FOR ALL ZONES (SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONLY) The property owner, owner's authorized representative, or local floodplain management official may complete Section H for all flood zones to determine the building's first floor height for insurance purposes. Sections A, B, and I must also be completed. Enter heights to the nearest tenth of a foot (nearest tenth of a meter in Puerto Rico). Reference the Foundation Type Diagrams (at the end of Section H Instructions) and the appropriate Building Diagrams (at the end of Section I Instructions) to complete this section. H1. Provide the height of the top of the floor (as indicated in Foundation Type Diagrams) above the Lowest Adjacent Grade (LAG): a) For Building Diagrams 1A, 1B, 3, and 5–9. Top of bottom floor (include above-grade floors only for buildings with subgrade crawlspaces or enclosure floors) is: meters above the LAGfeet b)For Building Diagrams 2A, 2B, 4, and 6–9. Top of next higher floor (i.e., the floor above basement, crawlspace, or enclosure floor) is: above the LAGmetersfeet H2. Is all Machinery and Equipment servicing the building (as listed in Item H2 instructions) elevated to or above the floor indicated by the H2 arrow (shown in the Foundation Type Diagrams at end of Section H instructions) for the appropriate Building Diagram? Yes No FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 6 of 19 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 The property owner or owner's authorized representative who completes Sections A, B, and H must sign here. The statements in Sections A, B, and H are correct to the best of my knowledge. Note: If the local floodplain management official completed Section H, they should indicate in Item G2.b and sign Section G. Check here if attachments are provided (including required photos) and describe each attachment in the Comments area. Property Owner or Owner's Authorized Representative Name: Comments: SECTION I – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION Address: City:State:ZIP Code: Ext.:Email:Telephone: Signature:Date: FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 602 S Genoa Drive City: Santa Ana State:CA ZIP Code:92704 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 BUILDING PHOTOGRAPHS See Instructions for Item A6. Instructions: Insert below at least two and when possible four photographs showing each side of the building (for example, may only be able to take front and back pictures of townhouses/rowhouses). Identify all photographs with the date taken and "Front View," "Rear View," "Right Side View," or "Left Side View." Photographs must show the foundation. When flood openings are present, include at least one close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9. Photo One Photo One Caption:Back View per sheet A-2.2 of plans Clear Photo One Photo Two Photo Two Caption:Side View per sheet A-2.2 of plans Clear Photo Two FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 7 of 19 FOR INSURANCE COMPANY USE Policy Number: Company NAIC Number: Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.: 602 S Genoa Drive City: Santa Ana State:CA ZIP Code:92704 ELEVATION CERTIFICATE IMPORTANT: MUST FOLLOW THE INSTRUCTIONS ON PAGES 9-19 BUILDING PHOTOGRAPHS Continuation Page Insert the third and fourth photographs below. Identify all photographs with the date taken and "Front View," "Rear View," "Right Side View," or "Left Side View." When flood openings are present, include at least one close-up photograph of representative flood openings or vents, as indicated in Sections A8 and A9. Photo Three Photo Three Caption:Side View per sheet A-2.2 of plans Clear Photo Three Photo Four Photo Four Caption:Clear Photo Four FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 8 of 19 SECTION A – PROPERTY INFORMATION Items A1–A4. This section identifies the building, its location, and its owner. Enter the name(s) of the building owner(s), the building's complete street address or property description (e.g., lot and block numbers or legal description), and/or tax parcel number. If the building's address is different from the owner's address, enter the address of the building being certified. If the address is a rural route or a Post Office box number, enter the lot and block numbers, the tax parcel number, the legal description, or an abbreviated location description based on distance and direction from a fixed point of reference. For the purposes of this certificate, "building" means both a building and a manufactured (mobile) home. For properties with multiple buildings, include a description for the specific building. A map may be attached to this certificate to show the location of the building on the property. A tax map, Flood Insurance Rate Map (FIRM), or detailed community map is appropriate. If no map is available, provide a sketch of the property location, and the location of the building on the property. Include appropriate landmarks such as nearby roads, intersections, and bodies of water. For building use, indicate whether the building is residential, non-residential, an addition to an existing residential or non- residential building, an accessory building (e.g., garage), or other type of structure. Use the Comments area of the appropriate section if needed, or attach additional comments. Item A5. Provide latitude and longitude coordinates for the center of the front of the building. Use either decimal degrees (e.g., 39.504322°, −110.758522°) or degrees, minutes, seconds (e.g., 39° 30' 15.56", −110° 45' 30.68") format. If decimal degrees are used, provide coordinates to at least six decimal places or better. When using degrees, minutes, seconds, provide seconds to at least two decimal places or better. Provide the datum of the latitude and longitude coordinates (FEMA prefers the use of NAD 1983). Indicate the method or source used to determine the latitude and longitude in the Comments area of the appropriate section. When the latitude and longitude are provided by a land surveyor, check the "Yes" box in Section D. Item A6. The certifier must provide at least two and when possible four photographs showing each side of the building taken within 90 days from the date of certification. The photographs must be taken with views confirming the building description and Building Diagram number provided in Item A7. To the extent possible, these photographs should show the entire building including foundation. In addition, when applicable, provide a photograph of the foundation showing a representative example of the flood openings or vents. All photographs must be in color and measure at least 3"×3". Digital photographs are acceptable. Additional photographs may be requested by local floodplain management officials or for insurance purposes to show additional detail regarding the building characteristics or features. Item A7. Select the Building Diagram (shown on pages 17-19) that best represents the building. Then enter the diagram number and use the diagram to identify and determine the appropriate elevations requested in Items C2.a–h. If you are unsure of the correct diagram, select the diagram that most closely resembles the building being certified. Item A8.a. Provide the square footage of the crawlspace or enclosure(s) below the lowest elevated floor of an elevated building with or without permanent flood openings. Take the measurement from the outside of the crawlspace or enclosure(s). Examples of elevated buildings constructed with crawlspace and enclosure(s) are shown in Diagrams 6-9 on pages 18-19. Diagram 2A, 2B, 4, or 9 should be used for a building constructed with a crawlspace floor that is below the exterior grade on all sides. If there is no crawlspace or enclosure, enter "N/A" for Items A8.a-f. Item A8.b. Indicate if there is at least one permanent flood opening within 1.0 foot of the adjacent grade on at least two exterior walls of each enclosed area identified in A8.a. A permanent flood opening is a flood vent or other opening that allows the free passage of water automatically in both directions without human intervention. If the crawlspace or enclosure(s) have no permanent flood openings, or if none of the openings are within 1.0 foot above adjacent grade, enter “0” (zero) in Item A8.c-f. If there is no crawlspace or enclosure, enter “N/A”. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency INSTRUCTIONS FOR COMPLETING THE ELEVATION CERTIFICATE The Elevation Certificate is to be completed by a land surveyor, engineer, or architect who is authorized by state law to certify elevation information when elevation information is required or used for Zones A1–A30, AE, AH, AO, A (with Base Flood Elevation (BFE)), VE, V1– V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, AR/AO, or A99. Community officials who are authorized by law or ordinance to provide floodplain management information (herein referred to as “local floodplain management official”) may also complete this form. For Zones AO, AR/AO, and A (without BFE), a local floodplain management official, a property owner, or an owner's authorized representative may provide floodplain management compliance information on this certificate in Section E, unless the elevations are intended for use in supporting a request for a LOMA, CLOMA, LOMR-F, or CLOMR-F. Certified elevations must be included if the purpose of completing the Elevation Certificate is to obtain a LOMA, CLOMA, LOMR-F, or CLOMR-F. The property owner, the owner's authorized representative, or local floodplain management official can complete Section A and Section B. The partially completed form can then be given to the land surveyor, engineer, or architect to complete Section C. The land surveyor, engineer, or architect should verify the information provided by the property owner or owner's representative to ensure that this certificate is complete. For insurance purposes only, a local floodplain management official, a property owner, or an owner's authorized representative may provide First Floor Height details in Section H for any zone. In Puerto Rico only, elevations for building information and flood hazard information may be entered in meters. Note: Section C can be used for insurance and compliance in any zone; however, Section E can be used only for compliance in Zone AO and Zone A. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 9 of 19 SECTION A – PROPERTY INFORMATION (Continued) SECTION B – FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Item A8.c. Enter the total number of permanent non-engineered and/or engineered flood openings in the crawlspace or enclosure(s) that are no higher than 1.0 foot above the higher of the exterior or interior grade or floor immediately below the opening. If the interior grade elevation is used, note this in the Comments area of Section D. Item A8.d. Enter the total measured net open area of permanent non-engineered flood openings indicated in A8.c in square inches, excluding any bars, louvers, or other covers of the permanent flood openings. Non-engineered openings that meet the requirements of NFIP Technical Bulletin 1 are assumed to provide one square foot of rated area for each square inch of net open area. If the net open area cannot be measured, provide in the Comments area of the appropriate section the size of the flood openings without consideration of any covers and indicate the type of cover that exists in the flood openings. Item A8.e. Enter the total rated area of the permanent engineered flood openings indicated in A8.c, in square feet. Attach a copy of the Individual Engineered Flood Openings Certification for a specific building or an Evaluation Report issued by the International Code Council Evaluation Service (ICC ES) for all engineered openings, and indicate the manufacturer's name and model number in the Comments area of the appropriate section, if applicable. Flood openings cannot be considered engineered flood openings without documentation. If no documentation is available/ provided, enter the net open (unobstructed) area of the flood openings in A8.d instead. Item A8.f. Complete only if permanent engineered and permanent non-engineered flood openings are both present. Enter the sum of A8.d (net open area of all non-engineered openings) and A8.e (total rated area of all engineered openings). Non-engineered openings that meet the requirements of NFIP Technical Bulletin 1 are assumed to provide one square foot of rated area for each square inch of net open area. For example, a non-engineered opening with 140 sq. in. of net open area (i.e., rated for 140 sq. ft. of enclosure area), combined with two (2) engineered openings rated for 200 sq. ft. each, would yield 140 + 400 = 540 sq. ft. rated area. If either A8.d or A8.e is “0”, then enter “N/A” for A8.f. Item A9.a. Provide the square footage of the attached garage with or without permanent flood openings. Take the measurement from the outside of the garage. If there is no attached garage, enter "N/A" for items A9.a-f. Item A9.b. Indicate if there is at least one permanent flood opening within 1.0 foot of the adjacent grade on at least two exterior walls of the attached garage identified in A9.a. If the attached garage has no permanent flood openings, or if none of the openings are within 1.0 foot above adjacent grade, enter “0” (zero) in Items A9.c-f. If there is no attached garage, enter “N/A”. Item A9.c. Enter the total number of permanent non-engineered and/or engineered flood openings in the attached garage that are no higher than 1.0 foot above the higher of the exterior or interior grade or floor immediately below the opening. This includes any openings that are in the garage door that are no higher than 1.0 foot above the adjacent grade. If the interior grade elevation is used, note this in the Comments area of Section D. Item A9.d. Enter the total measured net open area of permanent non-engineered flood openings indicated in A9.c in square inches, excluding any bars, louvers, or other covers of the permanent flood openings, and enter the total in Item A9.d. Non-engineered openings that meet the requirements of NFIP Technical Bulletin 1 are assumed to provide one square foot of rated area for each square inch of net open area. If the net open area cannot be measured, provide in the Comments area of the appropriate section the size of the flood openings without consideration of any covers and indicate the type of cover that exists in the flood openings. Item A9.e. Enter the total rated area of the permanent engineered flood openings indicated in A9.c in square feet. Attach a copy of the Individual Engineered Flood Openings Certification for a specific building or an Evaluation Report issued by the ICC ES for all engineered openings, and indicate the manufacturer's name and model number in the Comments area of the appropriate section, if applicable. Flood openings cannot be considered engineered flood openings without documentation. If no documentation is available/provided, enter the net open (unobstructed) area of the flood openings in A9.d instead. Item A9.f. Complete only if permanent engineered and permanent non-engineered flood openings are both present. Enter the sum of A9.d (net open area of all non-engineered openings) and A9.e (total rated area of all engineered openings). Non-engineered openings that meet the requirements of NFIP Technical Bulletin 1 are assumed to provide one square foot of rated area for each square inch of net open area. For example, a non-engineered opening with 140 sq. in. of net open area (i.e., rated for 140 sq. ft. of enclosure area), combined with two (2) engineered openings rated for 200 sq. ft. each, would yield 140 + 400 = 540 sq. ft. rated area. If either A9.d or A9.e is “0”, then enter “N/A” for A9.f. Complete the Elevation Certificate using the Flood Insurance Study (FIS) and FIRM in effect at the time of the certification. The information for Section B is obtained by reviewing the FIS and the FIRM panel that includes the building's location. Information about the current FIS and FIRM is available from FEMA by visiting msc.fema.gov or contacting the local floodplain management official. If a Letter of Map Amendment (LOMA), Letter of Map Revision Based on Fill (LOMR-F), or Letter of Map Revision (LOMR) has been issued by FEMA, please provide the letter date and case number in the Comments area of Section D or Section G, as appropriate. For a building in an area that was mapped in one community but is now in another community due to annexation or dissolution, enter the community name and six-digit Community Identification Number of the community in which the building is now located in Items B1.a and B1.b; the name of the county or new county, if necessary, in Item B2; and the FIRM index date for the community identified in B1.a, in Item B6. Enter information from the actual FIRM panel that shows the building location, even if it is the FIRM for the previous jurisdiction, in Items B4, B5, B7, B8, and B9. If the map in effect at the time of the building's construction was other than the current FIRM, and you have the past map information pertaining to the building, provide the information in the Comments area of Section D. Note: Indicate in the Comments area of Section D if using information based on best available data, such as base-level engineering or advisory flood hazard data (contact the local floodplain management official to confirm). FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 10 of 19 SECTION C – BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) SECTION B – FLOOD INSURANCE RATE MAP (FIRM) INFORMATION (Continued) Items B1.a–b NFIP Community Name and Community Identification Number. Enter the complete name of the community in which the building is located in B1.a, and the associated six-digit Community Identification Number in B1.b. For an unincorporated area of a county, enter the county name and “unincorporated area”, and the six-digit number of the county. For a newly incorporated community, use the name and six-digit number of the new community. Under the NFIP, a "community" is any state or area or political subdivision thereof, or any Indian tribe or authorized native organization which has authority to adopt and enforce floodplain management regulations for the areas within its jurisdiction. To determine the current community number, see the NFIP Community Status Book, available on FEMA's website at www.fema.gov/national-flood-insurance-program-community-status-book. Item B2. County Name. Enter the name of the county or counties in which the community is located. For an unincorporated area of a county, enter the county name. For an independent city, enter "independent city." Item B3. State. Enter the two-letter state abbreviation (for example, VA, TX, CA). Items B4–B5. Map/Panel Number and Suffix. Enter the 10-character "Map Number" or "Community Panel Number" shown on the FIRM where the building or manufactured (mobile) home is located. For maps in a county-wide format, the sixth character of the "Map Number" is the letter "C" followed by a four-digit map number. For maps not in a county-wide format, enter the "Community Panel Number" shown on the FIRM. Item B6. FIRM Index Date. Enter the effective date or the map revised date shown on the FIRM Index. Item B7. FIRM Panel Effective/Revised Date. Enter the effective date shown on the current FIRM panel. The current FIRM panel effective date can be determined by visiting msc.fema.gov or contacting the local floodplain management official. If the area where the building is located was revised by a LOMR, include the LOMR effective date and the LOMR case number in the comments area of Section D. Item B8. Flood Zone(s). Enter the flood zone, or flood zones, in which the building is located. All flood zones containing the letter "A" or "V" are considered Special Flood Hazard Areas (SFHAs). Each flood zone is defined in the legend of the FIRM panel on which it appears. If the area where the building is located was revised by a LOMA, CLOMA, LOMR-F, or CLOMR-F, include the flood zone shown on the LOMA, CLOMA, LOMR-F, or CLOMR-F, and add the effective date and case number in the comments area of Section D. Item B9. Base Flood Elevation(s) (BFE). Using the appropriate Flood Insurance Study (FIS) Profile, FIS Data Table (e.g. Transect, Floodway, etc.), or FIRM panel, locate the property and enter the BFE (or base flood depth) of the building site to the nearest tenth of a foot (nearest tenth of a meter, in Puerto Rico). If the building is located in more than one flood zone in Item B8, list all appropriate BFEs in Item B9. BFEs are shown in the FIS or on a FIRM for Zones A1–A30, AE, AH, V1–V30, VE, AR, AR/A, AR/AE, AR/A1–A30, and AR/AH; base flood depths are shown for Zones AO and AR/AO. Use the AR BFE (or base flood depth) if the building is located in any of these zones: AR/A, AR/ AE, AR/A1–A30, AR/AH, or AR/AO. In A or V zones where BFEs are not provided in the FIS or on the FIRM, BFEs may be available from another source. For example, the community may have established BFEs or obtained BFE data from other sources (e.g., Base Level Engineering) for the building site. For subdivisions and other developments of more than 50 lots or 5 acres in Zone A, establishment of BFEs is required by the community's floodplain management ordinance. If a BFE is obtained from another source, enter the BFE in Item B9. The BFE entered in Item B9 must be based on hydrologic and hydraulic analyses. In an A Zone where BFEs are not obtained from another source, enter N/A in Item B9 and complete Section E. Item B10. Indicate the source of the BFE or base flood depth that you entered in Item B9. If the BFE is from a source other than the FIS, FIRM, or community, include the name of the study, the agency or company that produced it, and the date when the study was completed. Visit msc.fema.gov or contact the local floodplain management official to access the current FIS and FIRM. Item B11. Indicate the elevation datum to which the elevations on the applicable FIRM are referenced as shown on the map legend. The vertical datum is shown in the Map Legend and/or the Notes to Users on the FIRM. Item B12. Indicate whether the building is located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA). OPAs are portions of coastal barriers that are owned by Federal, State, or local governments or by certain non-profit organizations and used primarily for natural resources protection. CBRS areas and OPAs are no longer shown on the FIRM; please use the maps available at www.fws.gov/cbra/maps/index.html to complete Item B12. Federal flood insurance is prohibited in designated CBRS areas or OPAs for buildings or manufactured (mobile) homes built or substantially improved after the date of the CBRS or OPA designation. For the first CBRS designations, that date is October 1, 1983. Information about CBRS areas and OPAs may be obtained on the FEMA website at www.fema.gov/national-flood-insurance-program/coastal-barrier-resources-system. Item B13. Indicate whether the building is located seaward of the Limit of Moderate Wave Action (LiMWA). If the LiMWA is not shown on the FIRM, check the “No” box. Information about the LiMWA and other coastal flood zones may be obtained on the FEMA website at www.fema.gov/flood-maps/coastal/insurance-rate-maps. Complete Section C if the building is located in any of Zones A1–A30, AE, AH, A (with BFE), VE, V1–V30, V (with BFE), AR, AR/A, AR/AE, AR/A1–A30, AR/AH, or A99. If the Certificate is being completed to demonstrate compliance with local floodplain management requirements, contact the local floodplain management official to find out any additional requirements. Section C may also be completed for insurance purposes to determine the building's First Floor Height in any flood zone (including Zones AO, AR/AO, B, C, X and D). In addition, complete Section C if this certificate is being used to support a request for a LOMA, CLOMA, LOMR-F, or CLOMR-F. To ensure that all required elevations are obtained, it may be necessary to physically enter the building (for instance, if the building has a basement or sunken living room, split-level construction, or Machinery and Equipment (M&E)). FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 11 of 19 SECTION C – BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) (Continued) In all three cases, use the Comments area of Section D to provide the elevation and a brief description of how the elevation was obtained. Note: If any item does not apply to the building, enter "N/A" for not applicable. Item C1. Indicate whether the elevations to be entered in this section are based on construction drawings, a building under construction, or finished construction. For either of the first two choices, a post-construction Elevation Certificate will be required when construction is complete. If the building is under construction, include only those elevations that can be surveyed in Items C2.a–h. Use the Comments area of Section D to provide elevations obtained from the construction plans or drawings. Select "Finished Construction" only when all M&E such as furnaces, water heaters, heat pumps, air conditioners, and elevators and their associated equipment have been installed and the grading around the building is completed. Item C2. A field survey is required for Items C2.a–h. Most control networks will assign a unique identifier for each benchmark. For example, the National Geodetic Survey uses the Permanent Identifier (PID). For the benchmark utilized, provide the PID or other unique identifier assigned by the maintainer of the benchmark. For GPS survey, indicate the benchmark used for the base station, the Continuously Operating Reference Stations (CORS) sites used for an Online Positioning User Service (OPUS) solution (also attach the OPUS report), or the name of the Real Time Network used. Also provide the vertical datum for the benchmark elevation. All elevations for the certificate, including the elevations for Items C2.a–h, must use the same datum on which the BFE is based. Show the conversion from the field survey datum used if it differs from the datum used for the BFE entered in Item B9 and indicate the conversion software used. Show the datum conversion, if applicable, in the Comments area of Section D. For property experiencing ground subsidence, the most recent reference mark elevations must be used for determining building elevations. However, when subsidence is involved, the BFE should not be adjusted. Note: Enter elevations in Items C2.a–h to the nearest tenth of a foot (nearest tenth of a meter, in Puerto Rico); if data is surveyed to the nearest hundredth, round to the nearest tenth. Item C2.a. Enter the elevation measured at the top of the bottom floor (excluding the attached garage) indicated by the selected Building Diagram (Item A7). For buildings elevated on a crawlspace, Building Diagrams 8 and 9, enter the lowest elevation of the top of the crawlspace floor in Item C2.a, whether or not the crawlspace has permanent flood openings (flood vents). Item C2.b. For Building Diagrams 2A through 9 in any flood zone, including Zones B, C, X, and D, enter the elevation measured at the top of the next higher floor (excluding the attached garage) indicated by the selected Building Diagram (Item A7). For buildings requiring more than two floors or levels to be surveyed, such as those with multiple floors or multi-level enclosures, enter the additional surveyed elevations and floor descriptions in the Section D Comments, and clarify which floors are entered as Item C2.a and C2.b. Item C2.c. For floodplain management compliance, this elevation is required for all Building Diagrams 5 and 6 in V Zones in areas seaward of the LiMWA, and in other areas regulated for coastal flooding hazards. Enter the elevation measured at the bottom of the lowest horizontal structural member of the floor indicated by the selected Building Diagram (Item A7) or the figure below. This elevation can be entered for Building Diagrams 5 and 6 in any flood zone, including Zones B, C, X, and D. For Building Diagrams other than 5 and 6 (if applicable), enter the C2.c elevation as indicated in the figure below. If this item does not apply to the building, enter "N/A" for not applicable. Item C2.d. If there is an attached garage, enter the lowest elevation for top of attached garage slab. (Because elevation for top of attached garage slab is self-explanatory, attached garages are not illustrated in the Building Diagrams.) Item C2.e. Enter the lowest platform, floor, or ground elevation supporting the lowest electrical, heating, ventilation, plumbing, and air conditioning M&E and other utilities servicing the building, which may be located in an attached garage or enclosure or on an open utility platform. Note that elevations for the M&E items are required regardless of their location. Local floodplain management officials are required to ensure that all new M&E servicing the building are protected from flooding. Thus, local officials may require that elevation information for all M&E, including ductwork, be documented on the Elevation Certificate. If the M&E is mounted to a wall, pile, etc., enter the platform elevation of the M&E. Indicate the lowest M&E type and its general location (e.g., on floor inside garage, on platform affixed to exterior wall) in the Comments area of Section D or Section G, as appropriate. Note: For more guidance on floodplain management compliance for utilities, including M&E, refer to FEMA P-348, Protecting Building Utility Systems from Flood Damage. The list of M&E and the elevation requirements for documenting floodplain management compliance are different than the NFIP insurance M&E discount eligibility considerations. See Section H Instructions for additional information. Land surveyors may not be able to gain access to some crawlspaces to shoot the elevation of the crawlspace floor. If access to the crawlspace is limited or cannot be gained, follow one of these procedures. • Use a yardstick or tape measure to measure the height from the floor of the crawlspace to the "next higher floor," and then subtract the crawlspace height from the elevation of the "next higher floor." If there is no access to the crawlspace, use the exterior grade next to the structure to measure the height of the crawlspace to the "next higher floor." • Contact the local floodplain management official of the community in which the building is located. The community may have documentation of the elevation of the crawlspace floor as part of the permit issued for the building. • If the property owner has documentation or knows the height of the crawlspace floor to the next higher floor, try to verify this by looking inside the crawlspace through any openings or vents. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 12 of 19 SECTION C – BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) (Continued) SECTION D – SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION SECTION E – BUILDING MEASUREMENT INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO, ZONE AR/AO, AND ZONE A (WITHOUT BFE) Item C2.f. Enter the finished Lowest Adjacent Grade (LAG) elevation of the ground, sidewalk, or patio slab next to and in direct contact with the building. For a building in Zone AO, use the natural grade elevation, if available. Indicate whether the natural or finished grade was used. If natural grade was used, attach the source of the information (e.g., a grading plan). For buildings under construction in any flood zone, enter the LAG elevation at the time of the survey. Note: Natural grade means the undisturbed natural surface of the ground prior to any excavation or fill. Item C2.g. Enter the finished Highest Adjacent Grade (HAG) elevation of the ground, sidewalk, or patio slab next to and in direct contact with the building. For a building in Zone AO, use the natural grade elevation if available. Indicate whether the natural or finished grade was used. If natural grade was used, attach the source of the information (e.g., a grading plan). For buildings under construction in any flood zone, enter the HAG elevation at the time of the survey. Item C2.h. Enter the finished LAG elevation of the lowest ground, sidewalk, or patio slab next to and in direct contact with the structurally- attached-deck supports or stairs structurally attached to the building. For buildings under construction in any flood zone, enter the lowest LAG at the time of the survey. This section of the Elevation Certificate may be signed by only a land surveyor, engineer, or architect who is authorized by state law to certify elevation information. Complete as indicated and place your license number, your seal (as allowed by the state licensing board), your signature, and the date in Section D. You are certifying that the information on this certificate represents your best efforts to interpret the data available and that you understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Use the Comments area of Section D to provide relevant and clarifying information not specified elsewhere on the certificate, including supporting information for latitude/longitude source for A5; openings for A8/A9; LOMR data for Section B; BFE and BFE source data for B9/B10; datum conversion for C2; grading plan for natural grade used in C2.f-g; machinery type and location for C2.e; and any other relevant information identified in the instructions or needed for clarification. If attachments are included, check the attachments box and describe the attachments in the Comments area. Complete Section E if the building is located in Zone AO, Zone AR/AO, or Zone A (without BFE) and the Certificate is being completed for the purpose of documenting compliance with local floodplain management requirements. If the Certificate is being completed to document compliance in other flood zones, including Zone A (with BFE), to support a LOMA, CLOMA, LOMR-F, or CLOMR-F request, or to provide a ground elevation for flood insurance rating, complete Section C instead of Section E. Explain in the Section F Comments area if the measurement provided under Items E1–E4 is not based on the "natural grade." Natural grade means the undisturbed natural surface of the ground prior to any excavation or fill. Indicate whether the measurements to be entered in this section are based on construction drawings, a building under construction, or finished construction. For either of the first two choices, a post-construction Elevation Certificate will be required when construction is complete. If the building is under construction, include only those measurements that can be determined in Items E1–E4. Use the Comments area of Section F to provide measurements obtained from the construction plans or drawings. Select "Finished Construction" only when all Machinery and Equipment (M&E) such as furnaces, water heaters, heat pumps, air conditioners, and elevators and their associated equipment have been installed and the grading around the building is completed. Note: Enter heights in Items E1–E4 to the nearest tenth of a foot (nearest tenth of a meter, in Puerto Rico). Items E1.a and b. Enter in Item E1.a the height of the top of the bottom floor (as indicated by C2.a in the selected Building Diagram, Item A7) above or below the natural HAG. Enter in Item E1.b the height of the top of the bottom floor (as indicated by C2.a in the selected Building Diagram, Item A7) above or below the natural LAG. For buildings in Zone AO, the community's floodplain management ordinance requires the lowest floor of the building be elevated above the HAG at least as high as the base flood depth on the FIRM. Figures for use in determining Item C2.c FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 13 of 19 SECTION E – BUILDING MEASUREMENT INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) (Continued) SECTION F – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION SECTION G – COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICIAL COMPLETION) Item E2. For Building Diagrams 6–9 with permanent flood openings (see pages 18–19), enter the height of the next higher floor or elevated floor (as indicated by C2.b in the selected Building Diagram, Item A7) above or below the HAG. Item E3. Enter the height, in relation to the HAG next to the building, for the top of attached garage slab. (Because elevation for top of attached garage slab is self-explanatory, attached garages are not illustrated in the diagrams.) If this item does not apply to the building, enter "N/A" for not applicable. Item E4. Enter the height, in relation to the HAG next to the building, of the platform elevation that supports the M&E servicing the building. See Item C2.e for additional details on M&E. Indicate the M&E type in the Comments area of Section F. Item E5. For those communities where this base flood depth is not available, the community will need to determine whether the top of the bottom floor is elevated in accordance with the community's floodplain management ordinance. Complete as indicated. This section is provided for certification of measurements when completing Sections A, B, and E. If Section E is completed by a property owner or property owner's authorized representative in Zone AO, AR/AO, or A (without BFE), then the community should confirm the heights in Section E to ensure compliance with community floodplain management ordinances. If Section E is completed by a local floodplain management official, then complete Item G2.a and Section G instead of Section F. The address entered in this section must be the actual mailing address of the individual who provided the information on the certificate. Check the box as indicated if including attachments and describe in the Comments area. The community official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C, E, G or H of this Elevation Certificate and sign this section. Section C may be completed by the local official per the instructions below for Item G1. Item G1. Check if Section C is completed with elevation data from other documentation that has been signed and sealed by a licensed land surveyor, engineer, or architect who is authorized by state law to certify elevation information. Indicate the source of the elevation data and the date obtained in the Comments area of Section G. If you are both a community official and a licensed land surveyor, engineer, or architect authorized by state law to certify elevation information, and you performed the actual survey for a building in any flood zones (including Zones A99, B, C, X and D), you must also complete Section D. Item G2.a. Check if information is entered in Section E by the community for a building in Zone A (without a BFE), Zone AO, or Zone AR/ AO, or when the community certifies Item E5 for a building in Zone AO. Item G2.b. Check if information is entered in Section H by the community for insurance purposes. Item G3. Check if the community official is correcting information provided in Sections A, B, E and H. Describe corrections in the Comments area of Section G. Item G4. Check if the information in Items G5–G11 has been completed for community floodplain management purposes to document the as-built lowest floor elevation of the building. Section C of the Elevation Certificate records the elevation of various building components but does not determine the lowest floor of the building or whether the building, as constructed, complies with the community's floodplain management ordinance. This must be done by the community. Items G5–G11 provide a way to document these determinations. Item G5. Permit Number. Enter the permit number or other identifier to key the Elevation Certificate to the permit issued for the building. Item G6. Date Permit Issued. Enter the date the permit was issued for the building. Item G7. Date Certificate of Compliance/Occupancy Issued. Enter the date that the Certificate of Compliance or Occupancy or similar written official documentation of as-built lowest floor elevation was issued by the community as evidence that all work authorized by the floodplain development permit has been completed in accordance with the community's floodplain management laws or ordinances. Item G8. New Construction or Substantial Improvement. Check the applicable box. "Substantial Improvement" means any reconstruction, rehabilitation, addition, or other improvement of a building, the cost of which equals or exceeds 50 percent of the market value of the building before the start of construction of the improvement (or meets the community's more restrictive standards, if applicable). The term includes buildings that have incurred substantial damage, regardless of the actual repair work performed. Item G9.a. As-built lowest floor elevation. Enter the elevation of the lowest floor (including basement) when the construction of the building is completed and a final inspection has been made to confirm that the building is built in accordance with the permit, the approved plans, and the community's floodplain management laws or ordinances. Indicate the elevation datum used. Item G9.b. As-built lowest horizontal structural member. Enter the elevation measured at the bottom of the lowest horizontal structural member of the floor indicated by the selected Building Diagram (Item A7) or in the figure at the end of the instructions for Section C. Indicate the elevation datum used. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 14 of 19 SECTION I – PROPERTY OWNER (OR OWNER'S AUTHORIZED REPRESENTATIVE) CERTIFICATION SECTION G – COMMUNITY INFORMATION (RECOMMENDED FOR COMMUNITY OFFICIAL COMPLETION) (Continued) SECTION H – BUILDING'S FIRST FLOOR HEIGHT INFORMATION FOR ALL ZONES (SURVEY NOT REQUIRED) (FOR INSURANCE PURPOSES ONLY) Item G10.a. BFE. Using the appropriate FIRM panel, FIS, or other data source, locate the property and enter the BFE (or base flood depth) of the building site. Indicate the elevation datum used. Item G10.b. Community's minimum elevation or depth requirement. Enter the elevation (including freeboard above the BFE) to which the community requires the lowest floor or the lowest horizontal structural member to be elevated. Indicate the elevation datum used. Item G11. Indicate Yes if a variance from the floodplain management regulations (Title 44 CFR § 60.6) has been issued for the building, attach the supporting documentation, and describe the attachment in the Comments area of this section. If no such variance has been issued, indicate No. Enter your name, title, and telephone number, and the name of the community and add any comments. Sign and enter the date in the appropriate blanks. In any flood zone the property owner, owner's authorized representative, or local floodplain management official may complete this certificate for rating purposes to determine the building's first floor height and identify the elevation of Machinery and Equipment (M&E) servicing the building. Sections A, B, and I must also be completed. Note: If Sections C and/or E and H are all completed, then information in Section C will prevail for insurance purposes and for compliance. Item H1.a. For Building Diagrams 1A, 1B, 3, and 5–9 shown on pages 17–19, enter in Item H1.a the height to the nearest tenth of a foot (tenth of a meter in Puerto Rico) of the top of the bottom floor (as indicated in the selected Building Diagram, Item A7) above the LAG. Refer to the arrows on the Foundation Type Diagrams on page 16 that indicate which floor to use to determine the height for Item H1.a. Item H1.b. For Building Diagrams 2A, 2B, 4, and 6–9 shown on pages 17–19, enter in Item H1.b the height to the nearest tenth of a foot (tenth of a meter in Puerto Rico) of the top of the next higher floor or elevated floor (as indicated in the selected Building Diagram, Item A7) above the LAG. Refer to the arrows on the Foundation Type Diagrams on page 16 that indicate which floor to use to determine the height for Item H1.b. Note: The LAG is the lowest point of the ground level immediately next to a building. Item H2. Indicate “Yes” if all of the following M&E servicing the building, inside or outside the building, are elevated to at least the height of the location shown by the H2 arrow in the Foundation Type Diagrams on page 16: central air conditioner (including exterior compressor), furnace, heat pump (including exterior compressor), water heater, and elevator M&E. For contents-only insurance coverage, all of the following appliances will need to be elevated to at least the height of the location shown by the H2 arrow in the Foundation Type Diagrams below: clothes washers and dryers and food freezers. Note: For both building and contents coverage, all of the M&E and appliances listed above must be elevated per the Foundation Type Diagrams on page 16 to be considered for the M&E mitigation discount. Indicate “No” if any of the M&E listed above is not elevated to at least the height of the location shown by the H2 arrow in the Foundation Type Diagrams on page 16. The diagrams on the following page illustrate the six NFIP Foundation Type Diagrams. Each foundation type corresponds with one or more of the eleven Building Diagrams shown at the end of this Elevation Certificate. The arrows on the diagrams indicate which floor to use to determine H1.a and H1.b The arrows marked as H2 show the minimum elevation required to be eligible for the M&E mitigation discount. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 15 of 19 Complete as indicated. This section is provided for certification of measurements when completing Sections A, B, and H. If Section H is completed by a local floodplain management official, then complete Item G2.b and Section G instead of Section I. The address entered in this section must be the actual mailing address of the individual who provided the information on the certificate. Check the box as indicated if including attachments (e.g., required photos) and describe in the Comments area. FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 16 of 19 Foundation Type Diagrams (for use in Section H): DIAGRAM 2B:DIAGRAM 2A: All single- and multiple-floor buildings with basement (other than split-level) and high-rise buildings with basement, either detached or row type (e.g., townhouses); with or without attached garage. Distinguishing Feature – The bottom floor (basement or underground garage) is below ground level (grade) on all sides; most of the height of the walls is below ground level on all sides; and the door and area of egress are also below ground level on all sides.* All single- and multiple-floor buildings with basement (other than split-level) and high-rise buildings with basement, either detached or row type (e.g., townhouses); with or without attached garage. Distinguishing Feature – The bottom floor (basement or underground garage) is below ground level (grade) on all sides.* Distinguishing Feature – The bottom floor is at or above ground level (grade) on at least one side.* All raised-slab-on-grade or slab-on-stem-wall-with-fill single- and multiple-floor buildings (other than split- level), either detached or row type (e.g., townhouses); with or without attached garage. Distinguishing Feature – The bottom floor is at or above ground level (grade) on at least one side.* All slab-on-grade single- and multiple-floor buildings (other than split-level) and high-rise buildings, either detached or row type (e.g., townhouses); with or without attached garage. DIAGRAM 1A:DIAGRAM 1B: * A floor that is below ground level (grade) on all sides is considered a basement even if the floor is used for living purposes, or as an office, garage, workshop, etc. BUILDING DIAGRAMS The following diagrams illustrate various types of buildings. Compare the features of the building being certified with the features shown in the diagrams and select the diagram most applicable. Enter the diagram number in Item A7, the square footage of crawlspace or enclosure(s) and the area of flood openings as indicated in Items A8.a–f, the square footage of attached garage and the area of flood openings as indicated in Items A9.a–f, and the elevations in Items C2.a–h. In A, B, C, X and D zones, the floor elevation is taken at the top finished surface of the floor indicated; in V zones, areas seaward of the LiMWA, and in other areas regulated for coastal flooding hazards, the floor elevation is taken at the bottom of the lowest horizontal structural member (see figure at end of instructions for Section C). FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 17 of 19 * A floor that is below ground level (grade) on all sides is considered a basement even if the floor is used for living purposes, or as an office, garage, workshop, etc. ** An "opening" is a permanent opening that allows for the free passage of water automatically in both directions without human intervention. Under the NFIP, a minimum of two openings is required for enclosures or crawlspaces. The openings shall provide a total net area of not less than one square inch for every square foot of area enclosed, excluding any bars, louvers, or other covers of the opening. Alternatively, an Individual Engineered Flood Openings Certification or an Evaluation Report issued by the ICC ES must be submitted to document that the design of the openings will allow for the automatic equalization of hydrostatic flood forces on exterior walls. A window, a door, or a garage door is not considered an opening; openings may be installed in doors. Openings shall be on at least two sides of the enclosed area. If a building has more than one enclosed area, each area must have openings to allow floodwater to directly enter. The bottom of the openings must be no higher than 1.0 foot above the higher of the exterior or interior grade or floor immediately below the opening. For more guidance on openings, see NFIP Technical Bulletin 1. BUILDING DIAGRAMS DIAGRAM 6:DIAGRAM 5: All buildings elevated on piers, posts, piles, columns, or parallel shear walls. No obstructions below the elevated floor. Distinguishing Feature – For all zones, the area below the elevated floor is enclosed, either partially or fully. In A Zones, the partially or fully enclosed area below the elevated floor is with or without openings** present in the walls of the enclosure. Indicate information about enclosure size and openings in Section A - Property Information. All buildings elevated on piers, posts, piles, columns, or parallel shear walls with full or partial enclosure below the elevated floor. Distinguishing Feature – For all zones, the area below the elevated floor is open, with no obstruction to flow of floodwaters (open lattice work and/or insect screening is permissible). Distinguishing Feature – The bottom floor (excluding garage) is at or above ground level (grade) on at least one side.* All split-level buildings (other than slab-on-grade), either detached or row type (e.g., townhouses); with or without attached garage. Distinguishing Feature – The bottom floor (basement or underground garage) is below ground level (grade) on all sides.* All split-level buildings that are slab-on-grade, either detached or row type (e.g., townhouses); with or without attached garage. DIAGRAM 3:DIAGRAM 4: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 18 of 19 * A floor that is below ground level (grade) on all sides is considered a basement even if the floor is used for living purposes, or as an office, garage, workshop, etc. ** An "opening" is a permanent opening that allows for the free passage of water automatically in both directions without human intervention. Under the NFIP, a minimum of two openings is required for enclosures or crawlspaces. The openings shall provide a total net area of not less than one square inch for every square foot of area enclosed, excluding any bars, louvers, or other covers of the opening. Alternatively, an Individual Engineered Flood Openings Certification or an Evaluation Report issued by the ICC ES must be submitted to document that the design of the openings will allow for the automatic equalization of hydrostatic flood forces on exterior walls. A window, a door, or a garage door is not considered an opening; openings may be installed in doors. Openings shall be on at least two sides of the enclosed area. If a building has more than one enclosed area, each area must have openings to allow floodwater to directly enter. The bottom of the openings must be no higher than 1.0 foot above the higher of the exterior or interior grade or floor immediately below the opening. For more guidance on openings, see NFIP Technical Bulletin 1. BUILDING DIAGRAMS DIAGRAM 9: All buildings (other than split-level) elevated on a sub-grade crawlspace, with or without attached garage. Distinguishing Feature – The bottom (crawlspace) floor is below ground level (grade) on all sides.* (If the distance from the crawlspace floor to the top of the next higher floor is more than five feet, or the crawlspace floor is more than two feet below the grade [LAG] on all sides, use Diagram 2A or 2B.) Distinguishing Feature – For all zones, the area below the elevated floor is enclosed, either partially or fully. In A Zones, the partially or fully enclosed area below the elevated floor is with or without openings** present in the walls of the enclosure. Indicate information about enclosure size and openings in Section A - Property Information. All buildings elevated on a crawlspace with the floor of the crawlspace at or above grade on at least one side, with or without an attached garage. Distinguishing Feature – For all zones, the area below the first floor is enclosed by solid or partial perimeter walls. In all A zones, the crawlspace is with or without openings** present in the walls of the crawlspace. Indicate information about crawlspace size and openings in Section A - Property Information. (If the distance from the crawlspace floor to the top of the next higher floor is more than 5 feet, use Diagram 7.) All buildings elevated on full-story foundation walls with a partially or fully enclosed area below the elevated floor. This includes walkout levels, where at least one side is at or above grade. The principal use of this building is located in the elevated floors of the building. DIAGRAM 7:DIAGRAM 8: FEMA Form FF-206-FY-22-152 (formerly 086-0-33) (10/22)Page 19 of 19 SANTA ANA CITY COUNCIL Mayor vamezcua@santa-ana.org Mayor Pro Tem, Ward 1 tphan@santa-ana.org Ward 2 bvazquez@santa-ana.org Ward 3 jessielopez@santa-ana.org Ward 4 pbacerra@santa-ana.org Ward 5 jryanhernandez@santa-ana.org Ward 6 dpenaloza@santa-ana.org MAYOR Valerie Amezcua MAYOR PRO TEM Thai Viet Phan COUNCILMEMBERS Phil Bacerra Johnathan Ryan Hernandez Jessie Lopez David Penaloza Benjamin Vazquez CITY OF SANTA ANA PLANNING AND BUILDING AGENCY 20 Civic Center Plaza ● P.O. Box 1988 Santa Ana, California 92702 www.santa-ana.org INTERIM CITY MANAGER Alvaro Nuñez CITY ATTORNEY Sonia R. Carvalho CITY CLERK Jennifer L. Hall May 6, 2024 Also sent via email to: atefg@fastructural.com Hany L. Mikail 602 South Genoa Drive Santa Ana, CA 90704 Subject: Address Assignment for an Attached Accessory Dwelling Unit located at 602 South Genoa Drive (APN: 108-401-08) in Santa Ana, CA Dear Hany, The City of Santa Ana Planning and Building Agency (PBA) is the responsible agency for legal addressing within the City of Santa Ana’s jurisdiction. This letter confirms the address assignment for a 906-square-foot attached ADU located at 602 South Genoa Drive (APN: 108-401-08). Notice is hereby given that the following assigned address shall be posted onsite per the approved address plan, attached hereto as Exhibit A. Address to be Activated/Posted (Address for New ADU) To subdivide commercial and/or residential units into multiple units, a building permit (and all other associated permits), plans, and inspection approvals by the PBA are required. Addresses will be verified during inspections by the Building Safety Division. Please update your records accordingly. Should you have any questions, feel free to contact me by phone at (714) 664-2753 or by email at PRaj@santa-ana.org. Sincerely, Punkaj Raj Planning Technician Exhibit A – Address Plan Address Letter for 602 South Genoa Drive Page 2 of 2 c: Vencent Quaglia, United States Post Office Chris Tuiolosega, United States Post Office Cipriano Corona, Marketing Manager, United States Post Office Alex Alvarez, Postmaster Santa Ana, United States Post Office Federal Express, Administration Cathy Joseph, Garden Grove Unified School District Christine Hy, Garden Grove Unified School District Cathy Slader, Orange Unified School District Orin Williams, Santa Ana Unified School District Yvette Miranda, Santa Ana Unified School District Cristina Bernal, Tustin Unified School District Mishele Richards, Orange County Fire Authority, GEO Files Coordinator Orange County Fire Authority Neal Kelly, Registrar of Voters Members, Board of Supervisors Southern California Gas Company Southern California Edison Company Claude Parrish, County Assessor's Office SAG, AT&T UPS, Administration City Manager’s Office Beverly Martin, Police Community Services Specialist Boris Duran, Police Systems Manager Jennifer Mendoza, Police Communications Manager Chris Hubbard, Police Systems Support Analyst Alejandra Gutierrez, Treasury & Customer Services Manager Hector Jimenez, Revenue Supervisor Alfonso Chavez, Utilities Customer Services Supervisor Judson Brown, Housing & Neighborhood Development Manager Rudy Rosas, Principal Civil Engineer Zdenek (Zed) Kekula, Principal Civil Engineer Jason Kwak, Building Safety Manager Evelyn LaRocca, Permit Supervisor Kathy Hernandez, Permit Technician Julie Amsden, Permit Technician Ali Pezeshkpour, Planning Manager Jerry Guevara, Senior Planner Alvaro Nunez, PBA Assistant Director and Code Enforcement Manager (N) ADU (906 SF)602 S GENOA DRIVEUNIT 2 EXHIBIT A: ADDRESS PLAN (E) PRIMARY DWELLING602 S GENOA DRIVE Case No.: 24-09-0824ADate: LOMA-DEN Federal Emergency Management Agency Washington, D.C. 20472 Page 1 of 2 July 29, 2024 APPROXIMATE LATITUDE & LONGITUDE OF PROPERTY:33.739402, -117.935485 SOURCE OF LAT & LONG: LOMA LOGIC COMMUNITY AND MAP PANEL INFORMATION LEGAL PROPERTY DESCRIPTION COMMUNITY AFFECTED MAP PANEL FLOODING SOURCE: EAST GARDEN GROVE WINTERSBURG CHANNEL; SANTA ANA RIVER CITY OF SANTA ANA, ORANGE COUNTY, CALIFORNIA Lot 7, Tract No. 2905, as described in the Grant Deed recorded as Document No. 2016000135646, in the Office of the Recorder, Orange County, California DATUM: NAD 83 DETERMINATION DOCUMENT (NON-REMOVAL) LETTER OF MAP AMENDMENT DETERMINATION STREET FLOOD ZONE LOWEST LOT ELEVATION (NAVD 88) BLOCK/ SECTION SUBDIVISIONLOT OUTCOME 1% ANNUAL CHANCE FLOOD ELEVATION (NAVD 88) LOWEST ADJACENT GRADE ELEVATION (NAVD 88) WHAT IS NOT REMOVED FROM THE SFHA 7 --58.2 feet58.7 feetAStructure602 South Genoa Drive Tract 2905-- Special Flood Hazard Area (SFHA) - The SFHA is an area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year (base flood). ADDITIONAL CONSIDERATIONS (Please refer to the appropriate section on Attachment 1 for the additional considerations listed below.) ZONE A This document provides the Federal Emergency Management Agency's determination regarding a request for a Letter of Map Amendment for the property described above. Using the information submitted and the effective National Flood Insurance Program (NFIP) map, we have determined that the structure(s) on the property(ies) is/are located in the SFHA, an area inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year (base flood). Therefore, flood insurance is required for the property described above. The lowest adjacent grade elevation to a structure must be at or above the Base Flood Elevation for a structure to be outside of the SFHA. This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination and information regarding your options for obtaining a Letter of Map Amendment. If you have any questions about this document, please contact the FEMA Mapping and Insurance eXchange (FMIX) toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, LOMC Clearinghouse, 3601 Eisenhower Avenue, Suite 500, Alexandria, VA 22304-6426. Case No.: 24-09-0824ADate: LOMA-DEN Federal Emergency Management Agency Washington, D.C. 20472 Page 2 of 2 July 29, 2024 LETTER OF MAP AMENDMENT DETERMINATION DOCUMENT (NON-REMOVAL) ATTACHMENT 1 (ADDITIONAL CONSIDERATIONS) ZONE A (This Additional Consideration applies to the preceding 1 Property.) The National Flood Insurance Program map affecting this property depicts a Special Flood Hazard Area that was determined using the best flood hazard data available to FEMA, but without performing a detailed engineering analysis. The flood elevation used to make this determination is based on approximate methods and has not been formalized through the standard process for establishing base flood elevations published in the Flood Insurance Study. This flood elevation is subject to change. This attachment provides additional information regarding this request. If you have any questions about this attachment, please contact the FEMA Mapping and Insurance eXchange (FMIX) toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, LOMC Clearinghouse, 3601 Eisenhower Avenue, Suite 500, Alexandria, VA 22304-6426. Patrick “Rick” F. Sacbibit, P.E., Branch Chief Engineering Services Branch Federal Insurance and Mitigation Administration MR. ATEF GERGES FA STRUCTURAL 15041 GENOA CIRCLE HUNTINGTON BEACH, CA 92647 CASE NO.: 24-09-0824A COMMUNITY:CITY OF SANTA ANA, ORANGE COUNTY, CALIFORNIA 060232 July 29, 2024 Washington, D.C. 20472 Federal Emergency Management Agency DEAR MR. GERGES: This is in reference to a request that the Federal Emergency Management Agency (FEMA) determine if the property described in the enclosed document is located within an identified Special Flood Hazard Area, the area that would be inundated by the flood having a 1-percent chance of being equaled or exceeded in any given year (base flood), on the effective National Flood Insurance Program (NFIP) map. Using the information submitted and the effective NFIP map, our determination is shown on the attached Letter of Map Amendment (LOMA) Determination Document. This determination document provides additional information regarding the effective NFIP map, the legal description of the property and our determination. Additional documents are enclosed which provide information regarding the subject property and LOMAs. Please see the List of Enclosures below to determine which documents are enclosed. Other attachments specific to this request may be included as referenced in the Determination/Comment document. If you have any questions about this letter or any of the enclosures, please contact the FEMA Map Insurance eXchange (FMIX) toll free at (877) 336-2627 (877-FEMA MAP) or by letter addressed to the Federal Emergency Management Agency, LOMC Clearinghouse, 3601 Eisenhower Avenue, Suite 500, Alexandria, VA 22304-6426. Sincerely, LIST OF ENCLOSURES: LOMA-DEN DETERMINATION DOCUMENT (NON-REMOVAL) Patrick “Rick” F. Sacbibit, P.E., Branch Chief Engineering Services Branch Federal Insurance and Mitigation Administration State/Commonwealth NFIP Coordinator Community Map Repository Region ADDITIONAL INFORMATION REGARDING DENIALS OF REQUESTS FOR LETTERS OF MAP AMENDMENT AND LETTERS OF MAP REVISION BASED ON FILL When making determinations on requests for Letters of Map Amendment (LOMAs) and Letters o f Map Revision based on the placement of fill (LOMR -Fs), the Department o f Homeland Security’s Federal Emergency Management Agency (FEMA) bases its determination on the flood hazard information available at the time of the determination. Requesters should be aware that flood conditions may change or new information may be generated that would supersede FEMA's determination. In such cases, the community will be informed by letter. Requesters also should be aware that FEMA's denial of a request to remove a property (parcel of land or structure) from the Special Flood Hazard Area (SFHA) means FEMA has determined the property is subject to inundation by the flood having a 1-percent chance of being equaled or exceeded in any given year (base flood). As mentioned earlier, this determination is based on the flood hazard information available at the time. If more detailed property or flood hazard information becomes available, and the requester believes the information will support removing the property from the SFHA, the requester may submit the information to FEMA at any time and request that FEMA reconsider its determination. In areas where base flood elevations (BFEs) shown on the effective National Flood Insurance Program (NFIP) map were used for the original determination, new BFEs cannot be used until they have been proposed and finalized through the community appeal process. The appeal process is described in detail in Part 67 of the NFIP regulations. If FEMA denies a request for a LOMA because the elevation of the lowest adjacent grade (the lowest ground touching a structure) is below the BFE and that elevation is raised to or above the BFE by the placement of fill material, the requester may submit the appropriate supporting data and request a LOMR-F in accordance with Paragraph 65.5(a)(4) of the NFIP regulations. In this circumstance, if both the elevation of the lowest ground touching the structure and the elevation of the lowest floor (including basement/crawl space) are at or above the BFE, FEMA will issue a LOMR-F to remove the structure from the SFHA. If fill material is used to elevate the lowest ground touching the structure and the lowest floor (including basement/crawl space) to or above the BFE, the requester also must submit a completed copy of Form 4, "Community Acknowledgment of Requests Involving Fill," from the MT-1 application forms package that is to be used for all LOMR-F requests. The application forms package may be downloaded directly from our Web site at https://www.fema.gov/mt-1-application-forms-instructions, or copies may be obtained by calling the FEMA Mapping and Insurance eXchange, toll free, at 1-877-FEMA MAP (1-877-336-2627). Effective October 1, 1996, FEMA revised the fee schedule fo r reviewing and processing requests fo r conditional and final modifications to published flood info rmation and maps, thereby establishing flat review and processing fees for most ty pes of requests. Effective February 20, 2015, FEMA modified that fee schedule. All new requests will be processed under the current fee schedule. LOMAENC-2 (LOMA Denial) There is no review and processing fee for a LOMA request. The review and processing fees for CLOMAs, CLOMR-Fs, and LOMR-Fs are shown below. CLOMAs, CLOMR‐Fs, and LOMR‐Fs Paper Form Fee Online LOMC Fee Single‐lot/single‐structure CLOMAs and CLOMR‐Fs $600 $500 Single‐lot/single‐structure LOMR‐Fs $525 $425 Multiple‐lot/multiple‐structure CLOMAs $800 $700 Multiple‐lot/multiple‐structure CLOMR‐Fs and LOMR‐Fs $900 $800 Single‐lot/single‐structure LOMR‐Fs based on as‐built information Please note: To receive a $100 discount on the processing fee, please submit your request electronically using FEMA’s Online LOMC Tool at https://hazards.fema.gov/femaportal/onlinelomc/signin. The review and processing fee must be received before FEMA can begin processing a request. Payment of the fee shall be made in the form of a check or money order, made payable in U.S. funds to the National Flood Insurance Program, or by credit card. The payment must be forwarded to the following address: Federal Emergency Management Agency LOMC Clearinghouse 3601 Eisenhower Avenue, Suite 500 Alexandria, VA 22304-6426 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 to Total Resulting Stories: Area Added in Past 2 Years 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 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has (PR400-402) Fire Sprinkler   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 *(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 *(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 (PR400-402) Fire Sprinkler   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 *(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 *(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 *(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 CITY OF SANTA ANA Planning and Building Agency Garden Grove Unified School District Certification of Compliance Payment of School facility Fees Developer/Applicant AlA_t) Address 1 02_S (;410(A '-)K N Approved FOR PERMIT ISSUANC Master ID: Telephone Number (I IV) _(p 6 _� !7-7 / '� Project Location smiq aS Q Wye, Street Address City /iP v1 Elem. Scho& Int. School High School %J Thomas Map No --------------------------------------- � ------------------------------------------------------------------------- Number of Square Feet of Residential Space a X 51 1 % Total $ (Qt Z Number of Square Feet of Commercial and / Industrial Space X Total $ The above representations as to square footage are true. Developer/Applicant agrees that if it is later determined that such representations are not true then this certificate shall automatically terminate and the appropriate City/County shall be notified. Applicant is hereby noticed that any party filing a protest regarding the imposition of fees pursuant to Government Code Section 65995 and Education Code Section 17620 must do so within 90 days from the payment of the fee. �// � A , Date Dev�foper/A'Wicant Receipt of Payment This certifies that the above -named Developer/Applicant has paid school facility fees in compliance with Government Code Section 65995 and Education Co e Section 17620. 4These fee have been received from �- r I Y III G� �1 ►1 el ✓NuhDollars $ 0 Z. Cash Check V Check No. Bank NIA VISIM M hliTy) 01 s K4 Date Superintendent Designee Garden Grove Unified School District (714) 663-6442 9703 69' (Rev. 6/14) ----------------------------- Scanned with m CamScanner