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Home My WebLink About319 S Broadway - Planjose@ramirezstructural.com (562) 519-6045 ENGINEERED BY: JOSE RAMIREZ, PE CONTACT: STRUCTURAL CALCULATIONS FOR 319 S BROADWAY FIRE RESTORATION 319 S BROADWAY SANTA ANA, CA 92701 1 DESIGN CRITERIA 1. SOIL BEARING PRESSURE: 1500 PSF 2. FOOTING MINIMUM BEARING DEPTH: 24 IN 3. CONCRETE MIN. COMPRESSIVE STRENGTH: 2500 PSI 4. REINFORCING SHALL CON FORM TO: ASTM 615, GRADE 60 5. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR. a. LIGHT FRAMING (CONSTRUCTION) b. JOIST &PLANKS (No .2) c. BEAMS & STRINGERS (No.1) d. POSTS & TIMBERS (No.1) 6. PLYWOOD SHALL CONFORM TO: PS 1-95, STRUCTURAL 1 7. ALL MATERIALS & WORKMANSHIP TO CONFORM TO 2022 CALIFORNIA BUILDING CODE. 2 DESIGN LOADS EXTERIOR WALLS 7/8" stucco 10 psf 1/2" plywood 1.5 psf 2x6 studs at 16" o.c. 1.5 psf 1/2" gyp board 2.5 psf MEP + MISC. 0.5 psf D = 16 psf PARTITION WALLS Drywall (2-sides) 5.0 psf 2x4 studs 1.5 psf MEP + MISC. 1.5 psf D = 8 psf ROOF LOADS Composite shingles 3.0 psf Re-roofing 2.0 psf 1/2" plywood 1.5 psf Rafters 3.0 psf Beams/Headers 1.0 psf MEP + MISC. 1.0 psf Insulation 0.5 psf Ceiling 3.0 psf Solar panel. N/A D = 15 psf Lr = 20 psf REDUCIBLE FLOOR LOADS Flooring 3.5 psf 3/4" sheathing 3.0 psf Joists 3.5 psf Ceiling 3.5 psf Beams/Headers 0.5 psf MEP + MISC. 1.0 psf D = 15 psf L = 40 psf REDUCIBLE 3 PROJECT : JOB NO. : DATE : 08/21/25 INPUT DATA Ex osure cate or (B, C or D)C Importance factor I = 1.00 Category II Basic wind speed V = 110 mph Topographic factor Kzt =1 Flat Building height to eave he =8.08 ft Building height to ridge hr =16.08 ft Building length L =47.66 ft Building width B =37.58 ft Effective area of components A =21.8 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 9.08 kips X 0.6= 5.45 kips (ASD) Max horizontal force normal to buildin len th, B, face = 7.58 kips X 0.6= 4.55 kips (ASD) Max total horizontal torsional load = 53.31 ft-kips Max total upward force = 30.62 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt Kd V2 I =22.38 psf where: qh = velocity pressure at mean roof height, h. Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.85 Kd = wind directionality factor = 0.85 h = mean roof height = 12.08 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cp )-(G Cpi )] where: p = pressure in appropriate zone G Cp f = product of gust effect factor and external pressure coefficient G Cp i = product of gust effect factor and internal pressure coefficient = 0.18 or -0.18 a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.76 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases 23.06 0.00 23.06 (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 1 0.54 8.04 16.10 0.40 4.92 12.98 1T 0.54 2.01 4.02 2 -0.41 -13.30 -5.25 -0.69 -19.47 -11.41 2T -0.41 -3.33 -1.31 3 -0.46 -14.43 -6.37 -0.37 -12.31 -4.25 3T -0.46 -3.61 -1.59 4 -0.41 -13.24 -5.18 -0.29 -10.52 -2.46 4T -0.41 -3.31 -1.30 1E 0.77 13.12 21.18 0.61 9.62 17.68 0.00 2E -0.66 -18.79 -10.73 -1.07 -27.98 -19.92 3E -0.64 -18.37 -10.32 -0.53 -15.89 -7.83 (+GCp i ) (-GCp i ) 4E -0.59 -17.26 -9.20 -0.43 -13.65 -5.60 1T 0.40 1.23 3.25 5 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 2T -0.69 -4.87 -2.85 6 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 3T -0.37 -3.08 -1.06 4T -0.29 -2.63 -0.62 Net Pressure withG Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-16 / IBC 2021 / CBC 2022 Roof angle  = G Cp f Net Pressure with 25-151 BROADWAY Surface Roof angle  = G Cp f Net Pressure with Surface Roof angle  = G Cp f Net Pressure withSurface Roof angle  = Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Area (ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) 1 324 2.61 5.22 1 381 1.88 4.95 2 820 -10.91 -4.30 2 779 -15.16 -8.89 3 820 -11.83 -5.22 3 779 -9.58 -3.31 4 324 -4.29 -1.68 4 381 -4.01 -0.94 1E 61 0.80 1.29 1E 73 0.70 1.29 2E 153 -2.88 -1.65 2E 195 -5.45 -3.88 3E 153 -2.82 -1.58 3E 195 -3.09 -1.52 4E 61 -1.05 -0.56 4E 73 -0.99 -0.41 Horiz. 9.08 9.08 Horiz. 7.58 7.58 Vert. -26.17 -11.74 Vert. -30.62 -16.19 10 psf min.Horiz. 7.66 7.66 10 psf min.Horiz. 4.54 4.54 Sec. 6.1.4.1 Vert. -17.91 -17.91 Sec. 6.1.4.1 Vert. -17.91 -17.91 Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction Area Area (ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 1 132 1.06 2.12 11 21 1 154 0.76 2.00 4 11 2 333 -4.43 -1.75 -17 -7 2 584 -11.37 -6.67 53 31 3 333 -4.81 -2.12 19 8 3 584 -7.19 -2.48 -34 -12 4 132 -1.75 -0.68 18 7 4 154 -1.62 -0.38 9 2 1E 61 0.80 1.29 16 26 1E 73 0.70 1.29 10 19 2E 153 -2.88 -1.65 -23 -13 2E 195 -5.45 -3.88 25 18 3E 153 -2.82 -1.58 22 12 3E 195 -3.09 -1.52 -14 -7 4E 61 -1.05 -0.56 21 11 4E 73 -0.99 -0.41 15 6 1T 193 0.39 0.77 -5 -9 1T 227 0.28 0.74 -2 -6 2T 487 -1.62 -0.64 8 3 2T 779 -3.79 -2.22 -35 -21 3T 487 -1.76 -0.78 -8 -4 3T 779 -2.40 -0.83 22 8 4T 193 -0.64 -0.25 -8 -3 4T 227 -0.60 -0.14 -5 -1 53 53 47.9 47.9 Design pressures for components and cladding p = qh[ (G Cp) - (G Cpi)] where: p = pressure on component pmin = 10 psf (Sec. 6.1.4.2, pg 21) G Cp = external pressure coefficient. see table below Effective Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP Comp.21.76213 0.43 -0.87 0.43 -1.53 0.43 -2.40 0.94 -1.04 0.94 -1.28 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 13.71 -23.41 13.71 -38.30 13.71 -57.68 25.07 -27.31 25.07 -32.69 Pressure Surface Pressure (k) with Zone 1 Zone 2 Total Horiz. Torsional Load, MT Comp. & Cladding Zone 1 ( psf ) Zone 3 Zone 4Zone 2 Torsion (ft-k) Total Horiz. Torsional Load, MT Zone 5 Zone 3 Zone 4 Zone 5 Pressure (k) withTorsion (ft-k)Surface  Surface Pressure (k) withPressure (k) with  Surface ! **+#08,9;+; !<= > 010?$108,8$8#=BC;88? 9CFG H* ,,CFG H* #"CFG H* #,CFG H* 8CFG I )*#+,J K0",09+ J K00"+L0"+1 > " I MG<<K""$"9 + > K< !ON K < ! P< K O O >< 0E >> > GG #+, 0E P F #Q OO ! P> > 9$ =< P> > OO *R#$$ ?0G< > + K ! )*#+, > ",0"0 ' ( -((/01234563789 :;75<7657=9>53789AB?@92C575<CD?E17?@FFG/ 63789 A11= !! ! # $ ! % ! ' ! ! ' ! ! ( % % % # )* ! & % % # , ! %! ! & % ! # % ! %% ! SEISMIC BASE SHEAR (ASCE7-16) Latitude: 33.742643 Longitude: -117.869591 SITE CLASS:D (Table 20.3-1)ρ=1.3 R=6.5 (Table 12.2-1) Ie=1 1.20 1.29 (Section 21.4) 1.548 1.54 0.46 0.708 (11.4-3) 1.032 0.09152 0.45762 See on Figs. 22-14 through 22-17 (11.4-4) 0.472 0.02 8.080 0.75 0.096 W= Effective seismeic weight (GOVERNS) For S1 is equal to greater than 0.6g 0.035 W 0.758 W 0.159 0.206 W Strength Level 0.144 W Allowable Stress Design 𝑆= 𝑆= 𝑆2 3 𝑆 𝑆= 𝑆2 3 𝑆 𝑆= 𝑇 𝐶ℎ 𝐶= ℎ= 𝑥 𝑇 𝑉 𝐶𝑊 𝑉0.01𝑊 𝑉W 𝑉ρW 𝑉 𝑉 𝐶 𝑉 𝐶𝜌𝑊 𝑉 0.7𝑉 𝑇 𝑇 𝑇 𝐹= 𝑆= 𝑺𝑴𝑺 𝑭𝒂𝑺𝒔 𝐹= 𝑆= 𝑺𝑴𝟏 𝑭𝒗𝑺𝟏 SEISMIC ANALYSIS WEIGHT D PART. Level 1 W roof = 15 psf + 5 psf x 2023.5 ft²=40.47 kips W TOTAL W wall = 16 psf x 8 ft /2 x 185.50 ft =11.87 kips 52.34 kips WR = 52.34 kips BASE SHEAR 0.144 x 52.34 kips = 7.56 kips DISTRIBUTION OF BASE SHEAR 1 Level F1=0.144 x 52.34 kips =3.74 psf 2023.5 ft² 𝑽𝑩𝑨𝑺𝑬 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳 𝑉 𝑉 ∗ 𝑊= 𝑽𝑩𝑨𝑺𝑬 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳 𝑨 First Floor Shearwall Forces L1 Level 1 F1= 3.740 psf SW U-FORCE T.A. FORCE L1 L2 L3 L4 L5 L6 LINE ABO. REACTION 2 REACTION 3 X1 3.74 psf 726.00 ft² 2.72 KIPS 6.00 ft 5.17 ft 4.50 ft X2 3.74 psf 90.55 ft² 0.34 KIPS 4.50 ft X3 3.74 psf 1077.00 ft² 4.03 KIPS 2.33 ft 2.58 ft 2.33 ft 0.000 KIPS 0.000 KIPS 0.000 KIPS Y1 3.74 psf 500.00 ft² 1.87 KIPS 3.17 ft 0.000 KIPS Y2 3.74 psf 404.00 ft² 1.51 KIPS 3.83 ft 0.000 KIPS Y3 3.74 psf 144.00 ft² 0.54 KIPS 4.41 ft 0.000 KIPS Y4 3.74 psf 364.00 ft² 1.36 KIPS 2.66 ft 0.000 KIPS Y5 3.74 psf 364.00 ft² 1.36 KIPS 2.66 ft 0.000 KIPS LENGHT WALLS DIAPHRAGM IN PREVIOUS CALCULATIONS, IT CAN BE OBSERVED THAT W=5.45 KIPS AND E=7.56 KIPS , THEREFORE SEISMIC GOVERNS. SHEARWALL FORCES Area: 2023.50 ft² Perimeter: 185.50 ft X1.1 X1.3 X3.1 X3.2 X3.3 X2.1 Y1.1 Y3.1 21'-5" 24'-10"8'-0" 9' - 8 " 3'-1" SHEARWALLS KEYPLAN 2'-4"2'-4"2'-7" 3' - 2 " 3'-4" 4' - 0 " 2'-10" 5'-2"X1.2 23 ' - 5 " 9' - 3 " 2' - 8 " Y4.1 2' - 8 " Y5.1 27 ' - 6 " 5' - 8 " 5' - 8 " Y2.1 3' - 1 0 " 6'-0"4'-6" 4'-6" 9' - 9 " 21 ' - 5 " 4' - 5 " 726 sqft 1078 sqft 90.55 sqft SHEARWALLS KEYPLAN -X DIRECTION- X1.1 X1.3 X3.1 X3.2 X3.3 X2.1 5'-8" 2'-4"2'-4"2'-7" 5'-2"X1.26'-0"4'-6" 4'-6" FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 2.715 KIPS 2.715 KIPS 2.715 KIPS 0.000 KIPS TOTAL= SEISMIC GOVERNS LOAD COMB.=DS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=X1.1 (6ft)+X1.2 (5.17ft)+X1.3 (4.5ft)MAX=0.83 KIPS TOTAL=15.67 ft ALLOWABLE=1.25 KIPS WALL=2715 lbs / 15.67 ft =173.26 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 66% OVERWALL=2715 lbs / 39.91 ft =68.03 plf OVERTURNING: MOT= (0 KIPS +2.715 KIPS +0 KIPS ) x (6ft / 15.67ft ) x9ft =9.356 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 282.75 plf/1000 x (6 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =5.090 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 9.356 k-ft -(0.6-0.14(1.032) x 5.09 k-ft)/6 WALL= 16 psf x 9.00 ft = 144.00 plf =1.173 KIPS W = 282.75 plf V= 2.715 KIPS x 1000/15.67ft /1.06 R= h/w =163 plf = 1.5 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.06 ACTUAL=0.048 0.018 0.003 0.050 = 0.119 in USE:TYPE 6 ALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SSTB20 1.62 in 312 plf 3.075 KIPS 3.075 KIPS 3.145 KIPS 3.145 KIPS RIGHT HD.4x4-HDU2 w/ SSTB20 7% 52% 38% 38% 37% 37% MOT= (0 KIPS +2.715 KIPS +0 KIPS ) x (5.17ft / 15.67ft ) x9ft =8.062 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 282.75 plf/1000 x (5.17 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =3.779 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 8.062 k-ft -(0.6-0.14(1.032) x 3.779 k-ft)/5.17 WALL= 16 psf x 9.00 ft = 144.00 plf =1.226 KIPS W = 282.75 plf V= 2.715 KIPS x 1000/15.67ft /1.03 R= h/w =168 plf = 1.74 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.03 ACTUAL=0.050 0.018 0.003 0.061 = 0.132 in USE:TYPE 6 ALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SSTB20 1.62 in 312 plf 3.075 KIPS 3.075 KIPS 3.145 KIPS 3.145 KIPS RIGHT HD.4x4-HDU2 w/ SSTB20 8% 54% 40% 40% 39% 39% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X1) 2.715 KIPS PANEL-X1.2 PANEL-X1.1 SHEARWALLS TO BE ANALYZED: X1.1 (6ft), X1.2 (5.17ft) & X1.3 (4.5ft) 0.00 lb 631.40 lb -825.08 lb -281.03 lb -473.55 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft -1000 lb -500 lb 0 lb 500 lb 1000 lb DRAG FORCE ANALYSIS X1.1 OP X1.2 OP X1.3 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 10.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft SHEARWALLS SKECTH LINE +++ +++ FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 0.339 KIPS 0.339 KIPS 0.339 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=X2.1 (4.5ft)VMAX=0.26 KIPS LTOTAL=4.50 ft VALLOWABLE=1.25 KIPS VWALL=339 lbs / 4.5 ft =75.33 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 21% VOVERWALL=339 lbs / 31.82 ft =10.65 plf OVERTURNING: MOT= (0 KIPS +0.339 KIPS +0 KIPS ) x (4.5ft / 4.5ft ) x9ft =3.051 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR=282.75 plf/1000 x (4.5 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =2.863 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 3.051 k-ft -(0.6-0.14(1.032) x 2.863 k-ft)/4.5 WALL= 16 psf x 9.00 ft = 144.00 plf =0.388 KIPS W = 282.75 plf V= 0.339 KIPS x 1000/4.5ft /1 R= h/w =75 plf = 2 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.00 ∑ΔACTUAL=0.022 0.008 0.000 0.022 = 0.053 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SSTB20 1.62 in 312 plf 3.075 KIPS 3.075 KIPS 3.145 KIPS 3.145 KIPS RIGHT HD.4x4-HDU2 w/ SSTB20 3% 24% 13% 13% 12% 12% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X2) 0.339 KIPS PANEL-X2.1 SHEARWALLS TO BE ANALYZED: X2.1 (4.5ft) 0.00 lb -32.81 lb 258.25 lb 30.15 lb30.15 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft -100 lb 0 lb 100 lb 200 lb 300 lb DRAG FORCE ANALYSIS OP X2.1 OP OP 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 10.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft SHEARWALLS SKECTH LINE ++ + FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 4.028 KIPS 4.028 KIPS 4.028 KIPS 0.000 KIPS TOTAL= SEISMIC GOVERNS LOAD COMB.=DS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=X3.1 (2.33ft)+X3.2 (2.58ft)+X3.3 (2.33ft)MAX=1.43 KIPS TOTAL=7.24 ft ALLOWABLE=1.67 KIPS WALL=4028 lbs / 7.24 ft =556.35 plf USE:TYPE 8 w/ 2-2x4 MIN. T.P. 86% OVERWALL=4028 lbs / 40.07 ft =100.52 plf OVERTURNING: MOT=(0 KIPS +4.028 KIPS +0 KIPS ) x (2.33ft / 7.24ft ) x9ft =10.370 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (2.33 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.730 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 10.37 k-ft -(0.6-0.14(1.032) x 0.73 k-ft)/2.33 WALL= 16 psf x 14.00 ft = 224.00 plf =4.308 KIPS W = 269.00 plf V= 4.028 KIPS x 1000/7.24ft /0.58 R= h/w =954 plf = 3.43 →REDUCTION FACTOR BELOW = (2b/h)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.58 ACTUAL=0.199 0.091 0.008 0.369 = 0.669 in USE:ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. 1.44 in 1222 plf 4.565 KIPS 4.565 KIPS 4.565 KIPS 4.565 KIPS TYPE 3D LEFT HD.4x4-HDU4 w/ RIGHT HD.4x4-HDU4 w/ 46% 78% 94% 94% 94% 94% MOT=(0 KIPS +4.028 KIPS +0 KIPS ) x (2.58ft / 7.24ft ) x9ft =11.483 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (2.58 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.895 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 11.483 k-ft -(0.6-0.14(1.032) x 0.895 k-ft)/2.58 WALL= 16 psf x 14.00 ft = 224.00 plf =4.293 KIPS W = 269.00 plf V= 4.028 KIPS x 1000/7.24ft /0.65 R= h/w =863 plf = 3.1 →REDUCTION FACTOR BELOW = (2b/h)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.65 ACTUAL=0.180 0.083 0.015 0.332 = 0.610 in USE:ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. 1.44 in 940 plf 4.565 KIPS 4.565 KIPS 4.565 KIPS 4.565 KIPS TYPE 4D LEFT HD.4x4-HDU4 w/ SSTB20 RIGHT HD.4x4-HDU4 w/ SSTB20 42% 92% 94% 94% 94% 94% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X3) 4.028 KIPS PANEL-X3.2 PANEL-X3.1 SHEARWALLS TO BE ANALYZED: X3.1 (2.33ft), X3.2 (2.58ft) & X3.3 (2.33ft) 0.00 lb 1062.08 lb -1433.93 lb -257.89 lb -1062.08 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft -2000 lb -1500 lb -1000 lb -500 lb 0 lb 500 lb 1000 lb 1500 lb DRAG FORCE ANALYSIS X3.1 OP X3.2 OP X3.3 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft SHEARWALLS SKECTH LINE +++ +++ SSTB20 SSTB20 MOT=(0 KIPS +4.028 KIPS +0 KIPS ) x (2.33ft / 7.24ft ) x9ft =10.370 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (2.33 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.730 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 10.37 k-ft -(0.6-0.14(1.032) x 0.73 k-ft)/2.33 WALL= 16 psf x 14.00 ft = 224.00 plf =4.308 KIPS W = 269.00 plf V= 4.028 KIPS x 1000/7.24ft /0.58 R= h/w =954 plf = 3.43 →REDUCTION FACTOR BELOW = (2b/h)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.58 ∑Δ= 0.199 0.091 0.008 0.369 = 0.669 in USE:ACTUAL=SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. 1.44 in 1222 plf 4.565 KIPS 4.565 KIPS 4.565 KIPS 4.565 KIPS TYPE 3D LEFT HD.4x4-HDU4 w/ SSTB20 RIGHT HD.4x4-HDU4 w/ SSTB20 46% 78% 94% 94% 94% 94% PANEL-X3.3 +++ 500 sqft 404 sqft 144 sqft SHEARWALLS KEYPLAN -Y DIRECTION- Y1.1 Y3.1 3' - 2 " Y4.1 Y5.1 364sqft 364 sqft 2' - 8 " 2' - 8 " 4' - 5 " 3' - 1 0 " FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 1.870 KIPS 1.870 KIPS 1.870 KIPS 0.000 KIPS TOTAL= SEISMIC GOVERNS LOAD COMB.=DS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=Y1.1 (3.17ft)MAX=1.39 KIPS TOTAL=3.17 ft ALLOWABLE=1.67 KIPS WALL=1870 lbs / 3.17 ft =589.91 plf USE:TYPE 8 w/ 2-2x4 MIN. T.P. 83% OVERWALL=1870 lbs / 12.42 ft =150.56 plf OVERTURNING: MOT=(0 KIPS +1.87 KIPS +0 KIPS ) x (3.17ft / 3.17ft ) x9ft =14.960 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (3.17 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.352 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 14.96 k-ft -(0.6-0.14(1.032) x 1.352 k-ft)/3.17 WALL= 16 psf x 14.00 ft = 224.00 plf =4.525 KIPS W = 269.00 plf V= 1.87 KIPS x 1000/3.17ft /0.79 R= h/w =744 plf = 2.52 →REDUCTION FACTOR BELOW = (2b/h)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.79 ACTUAL=0.155 0.071 0.010 0.285 = 0.521 in USE:ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. 1.44 in 800 plf 4.565 KIPS 4.565 KIPS 4.565 KIPS 4.565 KIPS TYPE 2 LEFT HD.4x4-HDU4 w/ SSTB20 'RIGHT HD.4x4-HDU4 w/ SSTB20 36% 93% 99% 99% 99% 99% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y1) 1.870 KIPS PANEL-Y1.1 SHEARWALLS TO BE ANALYZED: Y1.1 (3.17ft) 0.00 lb 1392.71 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft 0 lb 500 lb 1000 lb 1500 lb DRAG FORCE ANALYSIS Y1.1 OP 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft SHEARWALLS SKECTH LINE +++ FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 1.511 KIPS 1.511 KIPS 1.511 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=Y2.1 (3.83ft)VMAX=0.92 KIPS LTOTAL=3.83 ft VALLOWABLE=1.25 KIPS VWALL=1511 lbs / 3.83 ft =394.52 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 74% VOVERWALL=1511 lbs / 34.99 ft =43.18 plf OVERTURNING: MOT= (0 KIPS +1.511 KIPS +0 KIPS ) x (3.83ft / 3.83ft ) x9ft =13.599 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (3.83 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.973 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 13.599 k-ft -(0.6-0.14(1.032) x 1.973 k-ft)/3.83 WALL= 16 psf x 14.00 ft = 224.00 plf =3.316 KIPS W = 269.00 plf V= 1.511 KIPS x 1000/3.83ft /0.85 R= h/w =464 plf = 2.35 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.85 ∑ΔACTUAL=0.138 0.050 0.018 0.195 = 0.401 in USE:TYPE 4 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU4 w/ SSTB24 1.62 in 470 plf 4.565 KIPS 4.565 KIPS 3.740 KIPS 3.740 KIPS RIGHT HD.4x4-HDU4 w/ SSTB24 25% 99% 73% 73% 89% 89% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y2) 1.511 KIPS PANEL-Y2.1 SHEARWALLS TO BE ANALYZED: Y2.1 (3.83ft) 0.00 lb -421.04 lb 924.56 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft -500 lb 0 lb 500 lb 1000 lb DRAG FORCE ANALYSIS OP Y2.1 OP 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 10.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft SHEARWALLS SKECTH LINE ++ + FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 0.539 KIPS 0.539 KIPS 0.539 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=Y3.1 (4.41ft)VMAX=0.37 KIPS LTOTAL=4.41 ft VALLOWABLE=1.25 KIPS VWALL=539 lbs / 4.41 ft =122.22 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 30% VOVERWALL=539 lbs / 14.07 ft =38.31 plf OVERTURNING: MOT= (0 KIPS +0.539 KIPS +0 KIPS ) x (4.41ft / 4.41ft ) x9ft =4.851 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (4.41 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =2.616 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 4.851 k-ft -(0.6-0.14(1.032) x 2.616 k-ft)/4.41 WALL= 16 psf x 14.00 ft = 224.00 plf =0.830 KIPS W = 269.00 plf V= 0.539 KIPS x 1000/4.41ft /0.98 R= h/w =125 plf = 2.04 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.98 ∑ΔACTUAL=0.037 0.013 0.001 0.048 = 0.100 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SSTB20 1.62 in 312 plf 3.075 KIPS 3.075 KIPS 3.145 KIPS 3.145 KIPS RIGHT HD.4x4-HDU2 w/ SSTB20 6% 40% 27% 27% 26% 26% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y3) 0.539 KIPS PANEL-Y3.1 SHEARWALLS TO BE ANALYZED: Y3.1 (4.41ft) 0.00 lb -370.06 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft 16.00 ft -400 lb -300 lb -200 lb -100 lb 0 lb DRAG FORCE ANALYSIS OP Y3.1 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 10.00 ft 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft 16.00 ft SHEARWALLS SKECTH LINE ++ + FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 1.361 KIPS 1.361 KIPS 1.361 KIPS 0.000 KIPS TOTAL= SEISMIC GOVERNS LOAD COMB.=DS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=Y4.1 (2.66ft)MAX=1.07 KIPS TOTAL=2.66 ft ALLOWABLE=1.25 KIPS WALL=1361 lbs / 2.66 ft =511.65 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 85% OVERWALL=1361 lbs / 12.32 ft =110.47 plf OVERTURNING: MOT= (0 KIPS +1.361 KIPS +0 KIPS ) x (2.66ft / 2.66ft ) x9ft =12.249 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 282.75 plf/1000 x (2.66 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =1.000 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C=WALL= 16 psf x 9.00 ft = 144.00 plf =4.434 KIPS W = 282.75 plf V= 1.361 KIPS x 1000/2.66ft /0.59 R= h/w =866 plf = 3.38 →REDUCTION FACTOR BELOW = (2b/h)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.59 ACTUAL=0.258 0.093 0.015 0.375 = 0.741 in USE:ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. 1.62 in 940 plf 4.565 KIPS 4.565 KIPS 4.565 KIPS 4.565 KIPS TYPE 4D LEFT HD.4x4-HDU4 w/ SSTB20 RIGHT HD.4x4-HDU4 w/ SSTB20 46% 92% 97% 97% 97% 97% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y4) 1.361 KIPS PANEL-Y4.1 SHEARWALLS TO BE ANALYZED: Y4.1 (2.66ft) 0.00 lb -1067.15 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft -1200 lb -1000 lb -800 lb -600 lb -400 lb -200 lb 0 lb DRAG FORCE ANALYSIS OP Y4.1 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 10.00 ft 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft SHEARWALLS SKECTH LINE +++ FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 1.361 KIPS 1.361 KIPS 1.361 KIPS 0.000 KIPS TOTAL= SEISMIC GOVERNS LOAD COMB.=DS)D+0.7E SDS=1.032 SHEAR STRESS:DRAG FORCE ANALYSIS LTOTAL=Y5.1 (2.66ft)MAX=1.07 KIPS TOTAL=2.66 ft ALLOWABLE=1.25 KIPS WALL=1361 lbs / 2.66 ft =511.65 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 85% OVERWALL=1361 lbs / 12.32 ft =110.47 plf OVERTURNING: MOT= (0 KIPS +1.361 KIPS +0 KIPS ) x (2.66ft / 2.66ft ) x9ft =12.249 k-ft WEIGTH=LOAD TRIBUTARY TOTAL MR= 282.75 plf/1000 x (2.66 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =1.000 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C=WALL= 16 psf x 9.00 ft = 144.00 plf =4.434 KIPS W = 282.75 plf V= 1.361 KIPS x 1000/2.66ft /0.59 R= h/w =866 plf = 3.38 →REDUCTION FACTOR BELOW = (2b/h)BENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.59 ACTUAL=0.258 0.093 0.015 0.375 = 0.741 in USE:ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. 1.62 in 940 plf 4.565 KIPS 4.565 KIPS 4.565 KIPS 4.565 KIPS TYPE 4D LEFT HD.4x4-HDU4 w/ SSTB20 RIGHT HD.4x4-HDU4 w/ SSTB20 46% 92% 97% 97% 97% 97% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y5) 1.361 KIPS PANEL-Y5.1 SHEARWALLS TO BE ANALYZED: Y5.1 (2.66ft) 0.00 lb -1067.15 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft -1200 lb -1000 lb -800 lb -600 lb -400 lb -200 lb 0 lb DRAG FORCE ANALYSIS OP Y5.1 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 10.00 ft 0.00 ft 2.00 ft 4.00 ft 6.00 ft 8.00 ft 10.00 ft 12.00 ft 14.00 ft SHEARWALLS SKECTH LINE +++ MOT= (0 KIPS +2.715 KIPS +0 KIPS ) x (4.5ft / 15.67ft ) x9ft =7.017 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR=282.75 plf/1000 x (4.5 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =2.863 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 7.017 k-ft -(0.6-0.14(1.032) x 2.863 k-ft)/4.5 WALL= 16 psf x 9.00 ft = 144.00 plf =1.270 KIPS W = 282.75 plf V= 2.715 KIPS x 1000/15.67ft /1 R= h/w =173 plf = 2 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.00 ∑Δ= 0.052 0.019 0.003 0.073 = 0.146 in USE:TYPE 6 ∑ΔACTUAL=SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SSTB20 1.62 in 312 plf 3.075 KIPS 3.075 KIPS 3.145 KIPS 3.145 KIPS RIGHT HD.4x4-HDU2 w/ SSTB20 9% 56% 41% 41% 40% 40% PANEL-X1.3 ++ + (E (E SYMBOL LEGEND DOOR NUMBER WINDOW LETTER KEYNOTE BUILD IN CABINETS SOLID OAK /GLASS X XX planning ETAIL NUMBER HEET NUMBER FOR P TRIM AND CASING MOULDING AROUND ALL WINQOWS EXTERIOR AND INTERIOR TYP Master NEW WALL X SECTO R (E)WALL XX SHEEF NUMBER COPE OF WORK: REPLACE ALL FIRE DAMAGED WOOD FRAMING MEMBERS PER STRUCTURAL PLANS REPLACE ALL INSULATION - WALLS, FLOOR, AND CEILINGS REMOVE AND REPLACE ALL DOORS AND WINDOWS REPLACE ALL PLUMBING FIXTURES REPLACE ALL ELECTRICAL REPLACE ENTIRE GAS LINES IN THE HOME REPLACE ALL ROOFING TO ALL THREE STRUCTURES ON SITE TO MATCH EXISTING WINDOW SCHEDULE SIZE � Q w w w w ~ Q o = = o w o CD o Q _ NOTES A 3'-0" 4'-6" B WD 0 1'-6" 3'-0" B c0 2'-0" 3'-0" B D 3'-0" 4'-6" B E 3'-0" 5'-0" B F 3'-0" 5'-0" B G 2'-0" 3'-0" B H 2'-0" 5'-0" E 0 3'-6" 5'-0" B K 2'-0" 4'-0" B L 3'-6" 4'-0" B M 6'-0" 4'-0" D N 1'-6" 4'-6" D 0 3'-6" 4'-6" B P 1'-O" 7'-0" E Q 4'-0" 4'-6" E R 4'-0" 4'-6" E TEMP so 22'-0" 6'-0" D TEMP WD WOOD DG DUAL GLASS SG SINGLE GLASS V VINYL TP O SLIDER OSH 0 SGD O FIXED EO CASEMENT -NO CHANGE TO EXISTING FLOOR PLAN, FOOTPRINT TO STAY THE SAME AS EXISTING. -REMOVE AND REPLACE ALL THREE STRUCTURE ROOF FINISH TO MATCH NEW ROOF. N)FLOOR PLAN SCALE 1 /4 INCH = 1 FT - 0 IN cry z o N o CDCz Q C m Q U LiJ Q o wiz L� N z LEI z z o � U n- CD z o Q � o No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT 1 25 16 12 / / REVISION TO APPROVED PLANS Drawn: RL Checked: Project No. Remark: Drawing No: A-3 3 OF 8 y� WEST ELEVATION N \A REMOVE SIDELIGHT WINDOWS DOOR TO REMAIN NO CHANGES TO ANY ELEV TI 'n OTHER THAN WINDOW SHOW LOCATION SEE CLOUDED AREA E)ELEVATIONS /r\n n nI r „rr IT FOR P Master I Date: SCALE 1 /4 INCH = 1 FT — 0 IN JG WINDOW NOTE: THE ELEVATIONS SHALL REMAIN THE EXACT SAME AS BEFORE THE FIRE DAMAGE. N)ELEVATIONS SCALE 1 /4 INCH = 1 FT — 0 IN V / z o w � N u� z O oD Q O z m Q U w w w Q O w � z w � Q Cl- L� N--� cr) z w z O U z U O Q o w No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT 1 12 16 25 / / REVISION TO APPROVED PLANS Drawn: RL Checked: Project No. Remark: Drawing No: A-5 5 OF 8 2.5 2.5 1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON SHEETS S3.0-S3.2. THESE NOTES AND DETAILS SHALL BE USED WHERE APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT. 2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. 3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 4.NON-STRUCTURAL ELEMENTS IN NATURE SUCH AS DRAINS, SUMPS, EXTERIOR HARDSCAPE, MECHANICAL UNITS, ETC., ARE TO BE DESIGNED BY OTHERS. 5.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF PARTITION WALLS. 6.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHED, AND BORINGS SHALL BE FIELD-TREATED. FASTENERS IN TREATED WOOD SHALL BE APPROVED SILICON BRONZE/COPPER, STAINLESS STEEL, OR HOT-DIPPED ZINC COATED STEEL. 7.ALL WOOD FRAMED STRUCTURAL WALLS ARE TO BE 2x4 STUDS @ 16" O.C., U.O.N. (USE 2x6 STUDS @ 16" O,C, AT PLUMBING WALLS). 8.ANCHOR BOLTS AT STRUCTURAL WALLS REQUIRE A PLATE WASHER WITH MINIMUM SIZE OF 0.299"x3"x3". 9.ANCHOR BOLTS AND HOLDOWN ANCHORS, SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 10.SHEAR WALL SHEATHING SHOWN ON ONE SIDE MAY ALTERNATIVELY BE SHEATHED ON THE OPPOSITE SIDE OF THE WALL. 11.EXTREME CARE SHOULD BE TAKEN WHEN DOING FOUNDATION WORK WITH POST-TENSIONED SLABS (WHERE APPLICABLE). NO TENDONS SHALL BE DAMAGED OR CUT. NOTIFY THE ENGINEER OF RECORD PRIOR TO ANY DRILLING, CORING, SAQ-CUTTING, ETC. USE NON-DESTRUCTIVE METHODS TO LOCATE TENDONS PRIOR TO ANY WORK. 12.IF ADVERSE SOILS CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION MAY BE REQUIRED. SPREAD FOOTING PER SCHEDULE ON THIS SHEET2.0 WOOD POST SIZE. MARK IS INDICATED AT THE BASE OF THE POST SHEAR WALL POST AND HARDWARE MODEL SEE DETAIL 1/S3.1 FOR INSTALLATION DETAILS 0'-00" 6 WOOD SHEARWALL. SEE SHEARWALL SCHEDULE ON S2.0 FOR ASSEMBLY AND DETAIL REFERENCES. SHEARWALLS STARTS AT FOUNDATION AND CONTINUES UP TO ROOF LEVEL NEW CONCRETE FOOTING, INDICATED w/ DASHED LINES & SOLID HATCH (E) CONCRETE FOOTING, INDICATED WITH DASHED LINES 4x4 HDU2 SCALE: = 1'-0" N FOUNDATION PLAN 1/4" 4x4 POST PLAN NOTES LEGEND TYPE SHEATHING (1) 15 32 STRUC 1 O.S. NAIL SIZE (2) EDGE & FIELD NAIL SPACING 10d 6" & 12" 0'-00" 6 SILL TO WOOD CONN. SDS1 4"x6" @ 16" SILL TO CONC. CONN. 2x:5 8" DIA. A.B. @32" 3x:5 8" DIA. A.B. @48" ALLOW SHEAR (PLF) 312 SHEAR WALL TYPE (3) I 15 32 STRUC 1 O.S. 10d 4" & 12" 0'-00" 4 SDS1 4"x6" @ 12" 3x:5 8" DIA. A.B. @32"470 II 15 32 STRUC 1 O.S. 10d 3" SGRD. & 12" (4)0'-00" 3 SDS1 4"x6" @ 9" 3x:5 8" DIA. A.B. @24"611 II 15 32 STRUC 1 O.S. 10d 0'-00" 2 SDS1 4"x6" @ 6" 3x:5 8" DIA. A.B. @16"800 II 15 32 STRUC 1 D.S. 10d 0'-00" 4D SDS1 4"x6" @ 6" 3x:5 8" DIA. A.B. @16"940 III 15 32 STRUC 1 D.S. 10d 0'-00" 3D SDS1 4"x6" @ 4" 3x:5 8" DIA. A.B. @12"1222 IV 15 32 STRUC 1 D.S. 10d 0'-00" 2D SDS1 4"x6" @ 3" 3x:5 8" DIA. A.B. @8"1600 IV 2" SGRD. & 12" (4) 4" & 12" 3" SGRD. & 12" (4) 2" SGRD. & 12" (4) NOTES: 1.O.S. INDICATES SHEATHING ON ONE SIDE OF THE WALL. D.S. INDICATES SHEATHING ON BOTH SIDES OF THE WALL. 2.USE COMMON WIRE NAILS FOR ALL STRUC 1 SHEATHING 3.SEE DETAIL 5/S3.1 & 9/S3.1 FOR ALL SHEARWALL ASSEMBLIES BASED ON SHEAR WALL TYPE 4.FOR STAGGERED EDGE NAIL REQUIREMENTS SEE DETAILS 5/S3.1 & 9/S3.1 SHEARWALL SCHEDULE TYPE SIZE (WxLGTHxTHK) CAPACITY (KIPS) 1'-6" x 1'-6" x 12"3.04 REINF. (E.W. BOT.)TYPE SIZE (WxLGTHxTHK) CAPACITY (KIPS) 4'-6" x 4'-6" x 12" REINF. (E.W. BOT.) NOTES: 1.ALL PAD FOOTINGS SHALL HAVE A MIN. BEARING DEPTH OF 18" FOR INTERIOR CONDITIONS & 24" FOR EXTERIOR CONDITIONS. 2.ALLOWABLE CAPACITY VALUES ARE BASED ON AN ALLOWABLE BEARING PRESSURE OF 1,500 PSF. 3.IF SPREAD FOOTING OCCURS AT SAME LOCATION AS HOLDOWN ANCHOR PAD, THE LARGER SIZE AND REINFORCEMENT SHALL GOVERN. 2'-0" x 2'-0" x 12" 2'-6" x 2'-6" x 12" 3'-0" x 3'-0" x 12" 3'-6" x 3'-6" x 12" 4'-0" x 4'-0" x 12" 2 - #4 3 - #4 4 - #4 3 - #5 3 - #5 4 - #55.40 8.44 12.15 16.50 21.60 27.304 - #5 5 - #5 33.805'-0" x 5'-0" x 12" 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 PAD FOOTING SCHEDULE WSWH12x8 INDICATES PREFABRICATED WOOD STRONG-WALL HIGH-STRENGHT SHEARWALL BY "SIMPSON STRONG-TIE". SEE SHEET WSWH1-WSWH2 FOR DETAILS. 4x6 POST 4x4 POST MASONRY COLUMN TO REMAIN 4x4 POST 3 S3.2 3 S3.2 4 S3.2 11 S3.3 EXISTING 2x4 WALL STUD TO BE FIELD VERIFIED EXISTING RAISED FLOOR 4x6 POST 4 S3.2 EXTENT OF EXISTING BASEMENT BELOW EXISTING RAISED FLOOR 9 S3.1 5 S3.2 5 S3.2 5 S3.2 5 S3.2 5 S3.2 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 9 S3.1 11 S3.3 MASONRY COLUMN TO REMAIN 9 S3.1 4x4 POST 6 S3.2 11 S3.3 11 S3.3 10 S3.3 10 S3.3 11 S3.3 4x4 POST 2 S3.2 10 S3.3 TYP. CONTINUOUS FOOTING: 1'-0" WIDE x 24" MIN. BEARING DEPTH INTO COMPETENT SOIL w/ CONTINUOS 2-#4 T&B 3' - 1 0 " 6'-0"4'-6" 4'-6" 4' - 5 " 2'-4"2'-4"2'-7" 3' - 2 " 5'-2" 6 4x4 HDU2 4x4 HDU4 4x4 HDU4 2 4x4 HDU2 4x4 HDU2 4x4 HDU2 6 6 4x4 HDU2 4x4 HDU2 4x4 HDU2 6 4x4 HDU4 4x4 HDU4 4x4 HDU4 4x4 HDU4 4x4 HDU4 3D3D3D 64x4 HDU2 2' - 8 " 2' - 8 " 3D 3D 4x4 HDU4 4x4 HDU4 4x4 HDU4 4x4 HDU4 4 4x4 HDU4 4x4 HDU4 9 S3.1 9 S3.1 5 S3.2 EX I S T I N G C O N C R E T E F O O T I N G T O B E V . I . F . MI N . R E Q U I R E D : 1 2 " W I D E B Y 1 8 " B E A R I N G D E P T H CO N T A C T E . O . R . I F O T H E R W I S E EXISTING CONCRETE FOOTING TO BE V.I.F. MIN. REQUIRED: 12" WIDE BY 18" BEARING DEPTH CONTACT E.O.R. IF OTHERWISE 12 S3.3 12 S3.3 12 S3.3 12 S3.3 12 S3.3 12 S3.3 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:6/4/26 RAMIREZ STRUCTURAL INC FIELD REVISION 05/06/26 S2.0 FOUNDATION PLAN A A 1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON SHEETS S3.0-S3.2. THESE NOTES AND DETAILS SHALL BE USED WHERE APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT. 2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. 3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 4.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF 5.NOMINAL ROOF LINE VARIES, REFER TO ARCHITECTURAL. 6.WALLS BELOW ROOF SHEATHING ARE INDICATED BY DASHED LINES. WALLS ABOVE ROOF SHEATHING ARE INDICATED BY SOLID LINES. 7.BEAMS IN CONTACT WITH ROOF SHEATHING OR DIRECTLY BELOW ROOF FRAMING ARE INDICATED WITH SOLID LINES, ANY OTHER BEAM AT A LOWER LEVEL IS INDICATED WITH DASHED LINES. 8.SIZE AND LOCATION OF ALL MECHANICAL EQUIPMENT TO BE REVIEWED AND APPROVED BY THE E.O.R. PRIOR TO PLACEMENT. 9.FOR SIZE AND LOCATION OF ROOF OPENINGS FOR PIPES AND DUCTS, REFER TO MECHANICAL AND PLUMBING DRAWINGS. 10.ALL WOOD EXPOSED TO WEATHER TO BE TREATED WOOD, REDWOOD, OR OTHER SPECIES NATURALLY RESISTANT TO DECAY AND JOIST HANGERS, STRAPS, TIES, ETC. SHALL BE GALVANIZED (G185 COATING). FASTENERS SHALL BE STAINLESS STEEL OR APPROVED EQUAL. FRAMING MEMBER BEARING ON TOP OF TOP PLATES FRAMING MEMBER HUNG AT IT'S SUPPORT HEADER MEMBER INSTALLED PER DETAIL 5/S3.0 6 REQUIRED TOP PLATE SPLICE. SEE SCHEDULE ON 4/S3.0 FOR ALL REQUIREMENTS. THE MARKED SPLICE SHALL APPLY FOR THE FULL LENGTH OF THE WALL. USE TYPE SPLICE MIN., UNLESS OTHERWISE NOTED.6 SCALE: = 1'-0" N ROOF FRAMING PLAN 1/4" PLAN NOTES LEGEND 2x6 RAFTERS @ 16" O.C. RAFTER END INDICATED BY THE STRAIGHT LINE. THE ARROWS INDICATE THE AREA TO COVER 2x6 C.J. @16" O.C. CEILING JOIST END INDICATED BY THE ARROWS INDICATE THE AREA TO COVER 4x 6 4x6 4x4 4x4 4x4 4x4 4x6 4x4 4x 1 2 4x6 4x 4 4x 4 4x 4 4x 1 0 4x10 4x6 4x 8 4x 1 0 4x 8 4x 8 4x10 4x6 4x6 4x6 3½x11⅞ PSL 3½x9½ PSL 3½x9½ PSL 2x 6 C . J . @1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 2x 8 R A F T E R S @ 1 6 " O . C . 4x 1 2 4x12 4x12 2x6 RAFTERS @ 16" O.C. 2x6 RAFTERS @ 16" O.C. 2x8 C.J. @16" O.C. 2x6 RAFTERS @ 16" O.C. 2x6 RAFTERS @ 16" O.C. 2x6 C.J. @16" O.C. 2x 6 R A F T E R S @ 1 6 " O . C . 2x 6 R A F T E R S @ 1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 3½x9½ PSL 2x 6 R A F T E R S @ 1 6 " O . C . 2x 6 R A F T E R S @ 1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 2x 8 R A F T E R S @ 1 6 " O . C . 3½x9½ PSL 3½x11⅞ PSL 2x10 RIDGE BOARD 2x 6 R I D G E B O A R D 2x 6 R I D G E B O A R D 2x6 RIDGE BOARD 2x6 RIDGE BOARD 2x 6 R I D G E B O A R D 10 S3.0 TYP. ROOF SHEATHING: 1/2" APA RATED SHEATHING (32/16), EXP-1 w/ E.N. = 8d @ 6" F.N. = 8d @ 12" (NO BLOCKING REQUIRED AT SEAMS) CALIFORNIA FRAMING (SHOWN SHADED) 11 S5.0 11 S5.0 1 S5.0 1 S5.0 2 S5.0 6 S5.0 2 S5.0 2 S5.0 1 S5.0 1 S5.0 12 S5.0 12 S5.0 10 S5.0 TYP. 4 S5.0 3 S5.0 2 S5.0 1 S5.0 5 S5.0 1 S5.0 1 S5.0 1 S5.0 5 S5.0 'MST37''MST37' 'MST37''MST37' 'MST37' 'MST37' 4x4 STUB POST 8 S5.0 9 S5.0 4 S5.0 4 S5.0 4 S5.0 2x6 ROOF RAFTERS @16" O.C. 2x8 C.J. @16" O.C. 4x4 STUB POST 8 S5.0 7 S3.0 3 S5.0 3 S5.0 'MST37''MST37' 7 S3.0 7 S3.0 2 S5.0 7 S5.0 7 S5.0 7 S3.0 11 S5.0 1 S5.0 4x4 STUB POST 4x4 STUB POST 5 S3.3 5 S3.3 3x BLKG. w/ CS16 x 8'-0" 4x 6 4x 6 4 S3.3 2 S5.1 2 S5.1 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:5/6/26 RAMIREZ STRUCTURAL INC FIELD REVISION 05/06/26 ROOF FRAMING PLAN S2.1 A A A A A A A A A 1234 56 1011 HGLT HANGER (OFFSET TOP FLANGE) BEAM PER PLAN BEAM PER PLAN PLAN VIEW ELEVATION HGLT HANGER (OFFSET TOP FLANGE) BEAM PER PLAN ECC POST CAP POST PER PLAN POST BELOW BEAM PER PLAN BEAM PER PLAN HGLT HANGER (OFFSET TOP FLANGE) POST PER PLAN ECC POST CAP NOTE: SMALLER BEAM SHALL BE SUPPORTED OFF OF DEEPER BEAM, TYP. U.O.N. PERSPECTIVE NOTE: SMALLER BEAM SHALL BE SUPPORTED OFF OF DEEPER BEAM, TYP. U.O.N. BLOCK TO ALIGN w/ POST ABOVE POST PER PLAN A34 EA. SIDE (A35 AT 2x6 WALL) PER PLAN PE R P L A N (B R G . D E P T H ) PE R S C H D . 3" C L R , NOTE: GC TO VERIFY IF (E) S.O.G. IS POST TENSIONED IF SO, GC MUST TAKE GREAT CARE IN NOT CUTTING ANY (E) PT CABLES (E) SLAB #3 @ 18" O.C. EACH WAY CB POST BASE POST PER PLAN CL POST & FOOTING SAWCUT EXISTING SLAB #3x24" @18" (TYP. 4 SIDES) DRILL & EPOXY w/ SIMP. SET-3G (ICC #2508) (LARR #25744) 4" EMBED SPECIAL INSP. REQ'D. CL. FTG. & WALL EXISITNG FRAMING SHOWN SHADED POST PER PLAN 2x4 PIECE w/ 2-16d TO FLOOR JOIST, EACH SIDE STUB POST TO MATCH POST ABOVE 'A34' CLIP EA. SIDE 912 7 BLOCK TO ALIGN w/ POST ABOVE POST PER PLAN A34 EA. SIDE (A35 AT 2x6 WALL) FOOTING PAD FOOTING (WHERE OCCURS) FOR ITEMS NOT NOTED SEE 5 S3.2 POST PER PLAN BLOCK TO ALIGN w/ POST ABOVE A34 EA. SIDE (A35 AT 2x6 WALL) E.N. SHEATHING PER PLAN (E) SILL PLATE & CONNECTION PER SHEARWALL SCHEDULE (MIN: 2x w/ SDS¼"x6" @ 16") A35 @16" PER PLAN 3" C L R TY P 2' - 0 " (B R G . D E P T H ) 8" M I N . BR G . DE P T H JOIST PER PLAN 1' - 6 " M I N . #3 x @36" O.C. (ALT. DIRECTION) FINISH GRADE REINFORCEMENT PER PLAN 6" STEM FOR 1- STORY 8" STEM FOR 2-STORY P.T.D.F. SILL PLATE & A.B. PER SHEARWALL SCHEDULE (MIN. 3x w/ 5 8" Ø A.B. @48") EXISITNG FRAMING SHOWN SHADED A34 CLIP EA. SIDE TREATED 2x PLATE ANCHORED TO PIER PRE-CAST CONC. PIERS EMBED 4" INTO FOOTING POST PER PLAN 2x4 PIECE w/ 2-16d TO FLOOR JOIST, EACH SIDE STUB POST TO MATCH POST ABOVE 'A34' CLIP EA. SIDE SE E P L A N BR G . D E P T H PE R S C H 3" C L R . PER PLAN CL. FTG. & POST ABOVE REINFORCEMENT PER PAD FOOTING SCHEDULE 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:5/6/26 RAMIREZ STRUCTURAL INC FIELD REVISION 05/06/26 TYPICAL DETAILS S3.2 A A A 1234 567 101112 9 POST PER PLAN AC POST CAP EACH SIDE BEAM PER PLANBEAM PER PLAN HUC HANGER PLAN VIEW ELEVATION BEAM PER PLAN POST PER PLAN BELOW AC POST CAP EACH SIDE BEAM PER PLAN HUC HANGER ABU POST BASE w/ 5 8 " DIA. SIMPSON RETROFIT BOLTS (RFB # 5x8) & SIMPSON SET-3G EPOXY(ICC#4057), 6" EMBEDMENT (SPECIAL INSPECTION REQUIRED) STUB POST PER PLAN EM B E D M E N T EXISTING MASONRY COLUMN TO REMAIN BEAM PER PLAN BEAM PER PLAN AC POST CAP FOR MORE DETAIL SPECIFICATION, SEE: 6 S3.3 EXISTING OPENING EXISTING FRAMING (SHOWN SHADED) 2x WALL WIDTH STUDS @16" O.C. MAX. 16d FACE NAILS AT 16" O.C. MAX. 2-16 TOE NAILS, TYP. EXISTING OPENING EXISTING FRAMING (SHOWN SHADED) 2x WALL WIDTH STUDS @16" O.C. MAX. 16d FACE NAILS AT 16" O.C. MAX. 2x WALL WIDTH PLATE w/ SDS 1 4 x4 AT 16" O.C. (5 8" DIA. EXPANSION BOLTS @32" O.C. MAX TWO BOLTS MIN., TYP AT CONC. FLOOR) 2-16 TOE NAILS, TYP. E.N. SHEATHING PER PLAN (E) SILL PLATE & CONNECTION PER SHEARWALL SCHEDULE (MIN: 2x w/ SDS¼"x6" @ 16") (E) SILL PLATE w/ SIMPSON'S URFP OR FRFP ANCHOR PLATE @ 4'-0" O.C. MAX. (2 MIN. PER SHEARWALL) w/ 5-SDS1 4x3" SCREWS TO (E) SILL PLATE& 2-12" DIA. THREADED. BOLT TO (E) CONC. STEM WALL DRILL & EPOXY w/ SIMPSON'S SET-3G (ICC#4057) (SPECIAL INSPECTION REQUIRED) (4" EMBED.) A35 @16" HOLDOWN POST PER PLAN HOLDOWN PER PLAN BLOCK TO ALIGN w/ POST ABOVE THREADED ROD(SIZE PER HOLDOWN) DRILL & EPOXY SIMPSONS SET-3G (ICC#4057) 10" EMBED. FOR 5/8" DIA. A.B.S. SPECIAL INSP. REQ'D. EM B E D 2 MAX.1 2 " ANCHOR PL SPACING SCHED. S.W. TYPE MAX. SPACING 6 4 3 2 4D 3D 2D 48" O.C. 36" O.C. 18" O.C. 18" O.C. 12" O.C. 11" O.C. 24" O.C. BLKG. AND STRAP PER PLAN CC POST CAP HDU2 TIE POST PER PLAN NEW WALL PER PLAN DRILL & EPOXY w/ SIMPSON'S SET-3G (ICC# 2508) (LARR # 25744) 6" MIN. EMBED SPECIAL INSPECTION REQUIRED (E) CONC. CONC. WALL & FOOTING ALIGN BOTTOM OF FOOTINGS DOWELS TO MATCH FOOTING. REINF. (2'-6" MIN. LAP) (N) CONC. FOOTING & REINF. 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:6/4/26 RAMIREZ STRUCTURAL INC FIELD REVISION 05/06/26 TYPICAL DETAILS S3.3 A A Bldg# 101123136 APPROVALS: PLNG - VWu BLDG - JLo jose@ramirezstructural.com (562) 519-6045 ENGINEERED BY: JOSE RAMIREZ, PE CONTACT: STRUCTURAL CALCULATIONS FOR 319 S BROADWAY FIRE RESTORATION 319 S BROADWAY SANTA ANA, CA 92701 1 DESIGN CRITERIA 1. SOIL BEARING PRESSURE: 1500 PSF 2. FOOTING MINIMUM BEARING DEPTH: 24 IN 3. CONCRETE MIN. COMPRESSIVE STRENGTH: 2500 PSI 4. REINFORCING SHALL CON FORM TO: ASTM 615, GRADE 60 5. ALL LUMBER SHALL BE GRADE MARKED DOUGLAS FIR. a. LIGHT FRAMING (CONSTRUCTION) b. JOIST &PLANKS (No .2) c. BEAMS & STRINGERS (No.1) d. POSTS & TIMBERS (No.1) 6. PLYWOOD SHALL CONFORM TO: PS 1-95, STRUCTURAL 1 7. ALL MATERIALS & WORKMANSHIP TO CONFORM TO 2022 CALIFORNIA BUILDING CODE. 2 DESIGN LOADS EXTERIOR WALLS 7/8" stucco 10 psf 1/2" plywood 1.5 psf 2x6 studs at 16" o.c. 1.5 psf 1/2" gyp board 2.5 psf MEP + MISC. 0.5 psf D = 16 psf PARTITION WALLS Drywall (2-sides) 5.0 psf 2x4 studs 1.5 psf MEP + MISC. 1.5 psf D = 8 psf ROOF LOADS Composite shingles 3.0 psf Re-roofing 2.0 psf 1/2" plywood 1.5 psf Rafters 3.0 psf Beams/Headers 1.0 psf MEP + MISC. 1.0 psf Insulation 0.5 psf Ceiling 3.0 psf Solar panel. N/A D = 15 psf Lr = 20 psf REDUCIBLE FLOOR LOADS Flooring 3.5 psf 3/4" sheathing 3.0 psf Joists 3.5 psf Ceiling 3.5 psf Beams/Headers 0.5 psf MEP + MISC. 1.0 psf D = 15 psf L = 40 psf REDUCIBLE 3 4x6 4x4 4x4 4x4 4x6 4x6 4x4 4x 6 4x 6 4x64x6 4x 4 4x 4 4x 4 4x 4 4x 1 0 4x8 4x 6 4x4 4x6 4x4 4x 6 4x 1 0 4x 6 4x 6 4x8 4x 6 3½x11⅞ PSL 3½x9½ PSL 3½x9½ PSL 2x 6 C . J . @1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 2x 8 R A F T E R S @ 1 6 " O . C . 4x 1 2 4x12 4x12 2x6 RAFTERS @ 16" O.C. 2x6 RAFTERS @ 16" O.C. 2x8 C.J. @16" O.C. 2x6 RAFTERS @ 16" O.C. 2x6 RAFTERS @ 16" O.C. 2x6 C.J. @16" O.C. 2x 6 R A F T E R S @ 1 6 " O . C . 2x 6 R A F T E R S @ 1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 3½x9½ PSL 2x 6 R A F T E R S @ 1 6 " O . C . 2x 6 R A F T E R S @ 1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 2x 8 R A F T E R S @ 1 6 " O . C . 3½x9½ PSL 3½x11⅞ PSL 2x10 RIDGE BOARD 2x 6 R I D G E B O A R D 2x 6 R I D G E B O A R D 2x6 RIDGE BOARD 2x6 RIDGE BOARD 2x 6 R I D G E B O A R D CALIFORNIA FRAMING (SHOWN SHADED) 'MST37' 'MST37''MST37' 'MST37' 'MST37' 4x4 STUB POST H1 H1 H2 H2 H2 2x6 ROOF RAFTERS @16" O.C. 2x8 C.J. @16" O.C. CJ1 CJ2 CJ3 CJ4 CJ5 CJ6 CJ7 RJ1 RJ2RJ3 RJ3 RJ4 RJ4 RJ5 RJ5 RJ6 RJ6 RJ7 B1 ROOF KP B2 B8 B7 B9 B10 H3 H4 H5 H6H6H7 H7 H8 H9 H10 H12 H12 H11 H10 H9 H10 H13 H14 H13 H7 H74x4 STUB POST B11 B7 B3 Tag: Member: 5 No. of members: 1 L= 13.75 ft A= 10.875 in2 S= 13.14063 in3 I= 47.63477 in4 L= 13.75 ft E= 1600000 psi 0.293 kips 0.293 kips Va= 1.305 kips Ma= 0.985547 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.29 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.63 kips 12 20 1.33 16.00 26.67 Roof 18% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=1.008 k-ft 0 0 0.00 0.00 0.00 Mallow=1.70 k-ft ΣW 16 26.67 59% OK ΣWT 0.043 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.45 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 366 180 w2,4 0 0 0.00 0.00 0 0 0 49% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.28 inches ΣWT 0.00 kips L < L Point Load (P2) 586 240 x2= 0.00 ft 41% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.293 kips 4 0.00 0.00 0.00 0 0 R2=-0.293 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X8 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC RJ1 2x8 5 Tag: Member: 5 No. of members: 1 L= 13.75 ft A= 10.875 in2 S= 13.14063 in3 I= 47.63477 in4 L= 13.75 ft E= 1600000 psi 0.321 kips 0.321 kips Va= 1.305 kips Ma= 0.985547 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.32 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.63 kips 15 20 1.33 20.00 26.67 Roof 20% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=1.103 k-ft 0 0 0.00 0.00 0.00 Mallow=1.70 k-ft ΣW 20 26.67 65% OK ΣWT 0.047 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.49 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 335 180 w2,4 0 0 0.00 0.00 0 0 0 54% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.28 inches ΣWT 0.00 kips L < L Point Load (P2) 586 240 x2= 0.00 ft 41% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.321 kips 4 0.00 0.00 0.00 0 0 R2=-0.321 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X8 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC RJ2 2x8 6 Tag: Member: 5 No. of members: 1 L= 9.25 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 9.25 ft E= 1600000 psi 0.216 kips 0.216 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.22 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.24 kips 15 20 1.33 20.00 26.67 Roof 17% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.499 k-ft 0 0 0.00 0.00 0.00 Mallow=1.06 k-ft ΣW 20 26.67 47% OK ΣWT 0.047 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.23 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 480 180 w2,4 0 0 0.00 0.00 0 0 0 37% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.13 inches ΣWT 0.00 kips L < L Point Load (P2) 841 240 x2= 0.00 ft 29% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.216 kips 4 0.00 0.00 0.00 0 0 R2=-0.216 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC RJ3 2x6 7 Tag: Member: 5 No. of members: 1 L= 7 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 7 ft E= 1600000 psi 0.163 kips 0.163 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.16 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.24 kips 15 20 1.33 20.00 26.67 Roof 13% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.286 k-ft 0 0 0.00 0.00 0.00 Mallow=1.06 k-ft ΣW 20 26.67 27% OK ΣWT 0.047 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.08 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1109 180 w2,4 0 0 0.00 0.00 0 0 0 16% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.04 inches ΣWT 0.00 kips L < L Point Load (P2) 1940 240 x2= 0.00 ft 12% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.163 kips 4 0.00 0.00 0.00 0 0 R2=-0.163 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC RJ4 2x6 8 Tag: Member: 5 No. of members: 1 L= 6 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 6 ft E= 1600000 psi 0.140 kips 0.140 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.14 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.24 kips 15 20 1.33 20.00 26.67 Roof 11% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.210 k-ft 0 0 0.00 0.00 0.00 Mallow=1.06 k-ft ΣW 20 26.67 20% OK ΣWT 0.047 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.04 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1760 180 w2,4 0 0 0.00 0.00 0 0 0 10% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 3081 240 x2= 0.00 ft 8% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.140 kips 4 0.00 0.00 0.00 0 0 R2=-0.140 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC RJ5 2x6 9 Tag: Member: 5 No. of members: 1 L= 7 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 7 ft E= 1600000 psi 0.163 kips 0.163 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.16 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.24 kips 15 20 1.33 20.00 26.67 Roof 13% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.286 k-ft 0 0 0.00 0.00 0.00 Mallow=1.06 k-ft ΣW 20 26.67 27% OK ΣWT 0.047 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.08 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1109 180 w2,4 0 0 0.00 0.00 0 0 0 16% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.04 inches ΣWT 0.00 kips L < L Point Load (P2) 1940 240 x2= 0.00 ft 12% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.163 kips 4 0.00 0.00 0.00 0 0 R2=-0.163 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC RJ6 2x6 10 Tag: Member: 5 No. of members: 1 L= 6 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 6 ft E= 1600000 psi 0.140 kips 0.140 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.14 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.24 kips 15 20 1.33 20.00 26.67 Roof 11% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.210 k-ft 0 0 0.00 0.00 0.00 Mallow=1.06 k-ft ΣW 20 26.67 20% OK ΣWT 0.047 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.04 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1760 180 w2,4 0 0 0.00 0.00 0 0 0 10% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 3081 240 x2= 0.00 ft 8% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.140 kips 4 0.00 0.00 0.00 0 0 R2=-0.140 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 ROOF RAFTERS (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC RJ7 2x6 11 Tag: Member: 5 No. of members: 1 L= 13.5 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 13.5 ft E= 1600000 psi 0.270 kips 0.270 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.27 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.24 kips 10 20 1.33 13.33 26.67 Roof 22% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.911 k-ft 0 0 0.00 0.00 0.00 Mallow=1.06 k-ft ΣW 13.33333 26.67 86% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.90 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 180 180 w2,4 0 0 0.00 0.00 0 0 0 100% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.60 inches ΣWT 0.00 kips L < L Point Load (P2) 270 240 x2= 0.00 ft 89% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.270 kips 4 0.00 0.00 0.00 0 0 R2=-0.270 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 CEILING JOIST (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC CJ1 2x6 12 Tag: Member: 5 No. of members: 1 L= 14 ft A= 10.875 in2 S= 13.14063 in3 I= 47.63477 in4 L= 14 ft E= 1600000 psi 0.280 kips 0.280 kips Va= 1.305 kips Ma= 0.985547 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.28 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.63 kips 10 20 1.33 13.33 26.67 Roof 17% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.980 k-ft 0 0 0.00 0.00 0.00 Mallow=1.70 k-ft ΣW 13.33333 26.67 58% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.45 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 370 180 w2,4 0 0 0.00 0.00 0 0 0 49% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.30 inches ΣWT 0.00 kips L < L Point Load (P2) 555 240 x2= 0.00 ft 43% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.280 kips 4 0.00 0.00 0.00 0 0 R2=-0.280 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X8 CEILING JOIST (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC CJ2 2x8 13 Tag: Member: 5 No. of members: 1 L= 17.5 ft A= 10.875 in2 S= 13.14063 in3 I= 47.63477 in4 L= 17.5 ft E= 1600000 psi 0.350 kips 0.350 kips Va= 1.305 kips Ma= 0.985547 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.35 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.63 kips 10 20 1.33 13.33 26.67 Roof 21% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=1.531 k-ft 0 0 0.00 0.00 0.00 Mallow=1.70 k-ft ΣW 13.33333 26.67 90% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 1.11 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 190 180 w2,4 0 0 0.00 0.00 0 0 0 95% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.74 inches ΣWT 0.00 kips L < L Point Load (P2) 284 240 x2= 0.00 ft 84% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.350 kips 4 0.00 0.00 0.00 0 0 R2=-0.350 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X8 CEILING JOIST (562) 519-6045 RAMIREZ STRUCTURAL INC CJ3 2x8 Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com @ 16 O.C. 14 Tag: Member: 5 No. of members: 1 L= 13.75 ft A= 10.875 in2 S= 13.14063 in3 I= 47.63477 in4 L= 13.75 ft E= 1600000 psi 0.275 kips 0.275 kips Va= 1.305 kips Ma= 0.985547 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.28 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.63 kips 10 20 1.33 13.33 26.67 Roof 17% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.945 k-ft 0 0 0.00 0.00 0.00 Mallow=1.70 k-ft ΣW 13.33333 26.67 56% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.42 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 391 180 w2,4 0 0 0.00 0.00 0 0 0 46% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.28 inches ΣWT 0.00 kips L < L Point Load (P2) 586 240 x2= 0.00 ft 41% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.275 kips 4 0.00 0.00 0.00 0 0 R2=-0.275 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X8 CEILING JOIST (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC CJ4 2x8 15 Tag: Member: 5 No. of members: 1 L= 12 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 12 ft E= 1600000 psi 0.240 kips 0.240 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.00 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.24 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=0.99 kips 10 20 1.33 13.33 26.67 Roof 24% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.720 k-ft 0 0 0.00 0.00 0.00 Mallow=0.85 k-ft ΣW 13.33333 26.67 85% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.56 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 257 180 w2,4 0 0 0.00 0.00 0 0 0 70% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.37 inches ΣWT 0.00 kips L < L Point Load (P2) 385 240 x2= 0.00 ft 62% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.240 kips 4 0.00 0.00 0.00 0 0 R2=-0.240 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 CEILING JOIST (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC CJ5 2x6 16 Tag: Member: 5 No. of members: 1 L= 13.75 ft A= 10.875 in2 S= 13.14063 in3 I= 47.63477 in4 L= 13.75 ft E= 1600000 psi 0.275 kips 0.275 kips Va= 1.305 kips Ma= 0.985547 k-ft CD=1.00 CF=1.20 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.28 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.31 kips 10 20 1.33 13.33 26.67 Roof 21% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.945 k-ft 0 0 0.00 0.00 0.00 Mallow=1.36 k-ft ΣW 13.33333 26.67 70% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.42 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 391 180 w2,4 0 0 0.00 0.00 0 0 0 46% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.28 inches ΣWT 0.00 kips L < L Point Load (P2) 586 240 x2= 0.00 ft 41% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.275 kips 4 0.00 0.00 0.00 0 0 R2=-0.275 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X8 CEILING JOIST (562) 519-6045 RAMIREZ STRUCTURAL INC CJ6 2x8 Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com @ 16 O.C. 17 Tag: Member: 5 No. of members: 1 L= 11.75 ft A= 8.25 in2 S= 7.5625 in3 I= 20.79688 in4 L= 11.75 ft E= 1600000 psi 0.235 kips 0.235 kips Va= 0.99 kips Ma= 0.567188 k-ft CD=1.00 CF=1.30 CV=1.00 Cr=1.15 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=0.24 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=0.99 kips 10 20 1.33 13.33 26.67 Roof 24% OK 0 0 0.00 0.00 0.00 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.690 k-ft 0 0 0.00 0.00 0.00 Mallow=0.85 k-ft ΣW 13.33333 26.67 81% OK ΣWT 0.040 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.52 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 273 180 w2,4 0 0 0.00 0.00 0 0 0 66% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.34 inches ΣWT 0.00 kips L < L Point Load (P2) 410 240 x2= 0.00 ft 59% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.235 kips 4 0.00 0.00 0.00 0 0 R2=-0.235 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 2X6 CEILING JOIST (562) 519-6045 jose@ramirezstructural.com @ 16 O.C. Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC CJ7 2x6 18 Tag: Member: 5 No. of members: 1 L= 14.25 ft A= 41.5625 in2 S= 82.25911 in3 I= 488.4135 in4 L= 14.25 ft E= 2000000 psi 3.571 kips 3.571 kips Va= 8.035417 kips Ma= 19.87929 k-ft CD=1.00 CF=1.00 CV=1.00 Cr=1.00 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=3.57 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=8.04 kips 15 20 13.75 206.25 275.00 Roof 44% OK 10 0 2.00 20.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=12.723 k-ft 0 0 0.00 0.00 0.00 Mallow=19.90 k-ft ΣW 226.25 275.00 64% OK ΣWT 0.501 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.48 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 359 180 w2,4 0 0 0.00 0.00 0 0 0 50% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.26 inches ΣWT 0.00 kips L < L Point Load (P2) 655 240 x2= 0.00 ft 37% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=3.571 kips 4 0.00 0.00 0.00 0 0 R2=-3.571 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 3.5X11.875 PSL (562) 519-6045 RAMIREZ STRUCTURAL INC B1 3.5x11.875 PSL Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com 19 Tag: Member: 5 No. of members: 1 L= 12 ft A= 33.25 in2 S= 52.64583 in3 I= 250.0677 in4 L= 12 ft E= 2000000 psi 3.008 kips 3.008 kips Va= 6.428333 kips Ma= 12.72274 k-ft CD=1.00 CF=1.00 CV=1.03 Cr=1.00 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=3.01 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=6.43 kips 15 20 13.75 206.25 275.00 Roof 47% OK 10 0 2.00 20.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=9.023 k-ft 0 0 0.00 0.00 0.00 Mallow=13.06 k-ft ΣW 226.25 275.00 69% OK ΣWT 0.501 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.47 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 308 180 w2,4 0 0 0.00 0.00 0 0 0 58% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.26 inches ΣWT 0.00 kips L < L Point Load (P2) 561 240 x2= 0.00 ft 43% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=3.008 kips 4 0.00 0.00 0.00 0 0 R2=-3.008 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 3.5X9.5 PSL (562) 519-6045 jose@ramirezstructural.com Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC B2 3.5x9.5 PSL 20 Tag Beam 5 L = 17.25 ft Member= 4x12 = 39.38 in^ S = 73.8 in^ No. of members= 1 I = 415.3 in^4 CD= 1.25 E = 1,600,000 psi CF= 1.10 Va = 4.725 kips CV= 1.00 Ma = 5.537 k-ft Cr= 1.00 Total Load L/n= 180 Live Load L/n= 240 L= 17.25ft 1.02 1.02 Uniform load (W1) D L Trib w1,1 (15 + 20) x 2 = 30 + 40 w1,2 (16 + 0) x 3 = 48 + 0 w1,3 ( + ) x 0 = 0 + 0 w1,4 ( + ) x 0 = 0 + 0 w1,5 ( + ) x 0 = 0 + 0 W1 = 78 + 40 =0.118 klf Triangular load (W2) D L Trib ` w2,1 (0 + 0) x 0 = 0 + 0 w2,2 (0 + 0) x 0 = 0 + 0 w2,3 (0 + 0) x 0 = 0 + 0 w2,4 (0 + 0) x 0 = 0 + 0 w2,5 (0 + 0) x 0 = 0 + 0 W2 = 0 + 0 =0.000 klf Point Load (P1) D L Trib.1 Trib.2 p1,1 ( + ) x 0 x 0 = 0 + 0 p1,2 ( + ) x 0 x 0 = 0 + 0 p1,3 ( + ) x 0 x 0 = 0 + 0 p1,4 ( + ) x 0 x 0 = 0 + 0 p1,5 ( + ) x 0 x 0 = 0 + 0 X1 (ft X2 (ft P1 = 0 + 0 =0.00 kip 0 17.2 Point Load (P2) D L Trib.1 Trib.2 p2,1 ( + ) x 0 x 0 = 0 + 0 p2,2 ( + ) x 0 x 0 = 0 + 0 p2,4 ( + ) x 0 x 0 = 0 + 0 p2,4 ( + ) x 0 x 0 = 0 + 0 p2,5 ( + ) x 0 x 0 = 0 + 0 X3 (ft X4 (ft P2 = 0 + 0 =0.00 kip 0 17.2 Shear R1= 1.018 kip R2= -1.01 kip Stress Ratio Vmax= 1.02 kip allow.= 5.91 x 1 = 5.906 kip O .17 Flexure M= 4.39 k-f Mallow.= 7.61 x 1 = 7.613 k-f O .58 Deflection D =D w1 + Dw2 + D p1 + Dp2 D (D+L)= 0.354 + 0.000 + 0.000 + 0.000 = 0.35 = L < L O deflection:.31 58 18 0.354 + 0 D (L Only)= 0.12 + 0 + 0 + 0 = 0.12 = L L O deflection:.14 1726 240 USE:1- 4X12 B3 flexure: shear: Tag: Member: 5 No. of members: 1 L= 7 ft A= 32.375 in2 S= 49.91146 in3 I= 230.8405 in4 L= 7 ft E= 1600000 psi 1.348 kips 1.348 kips Va= 3.885 kips Ma= 3.743359 k-ft CD=1.00 CF=1.20 CV=1.00 Cr=1.00 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=1.35 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=3.89 kips 15 20 11.00 165.00 220.00 Roof 35% OK 0 0 0.00 0.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=2.358 k-ft 0 0 0.00 0.00 0.00 Mallow=4.49 k-ft ΣW 165 220.00 52% OK ΣWT 0.385 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.06 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1492 180 w2,4 0 0 0.00 0.00 0 0 0 12% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.03 inches ΣWT 0.00 kips L < L Point Load (P2) 2610 240 x2= 0.00 ft 9% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=1.348 kips 4 0.00 0.00 0.00 0 0 R2=-1.348 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X10 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC B7 4x10 25 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2084 @ 2"4922 (2.25")Passed (42%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)2029 @ 14' 1/2"5357 Passed (38%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)7230 @ 7' 2"15519 Passed (47%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.274 @ 7' 2"0.700 Passed (L/612)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.578 @ 7' 2"0.933 Passed (L/291)--1.0 D + 1.0 Lr (All Spans) Member Length : 14' 1 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Column Cap - steel 3.50"2.25"1.50"1110 1003 2114 1 1/4" Rim Board 2 - Column Cap - steel 3.50"2.25"1.50"1110 1003 2114 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)14' 2" o/c Bottom Edge (Lu)14' 2" o/c • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 14' 2 3/4"N/A 10.1 -- 1 - Uniform (PSF)0 to 14' 4" (Front)7'15.0 20.0 ROOF 2 - Uniform (PSF)0 to 14' 4" (Front)4'10.0 -INTERIOR WALL Shear (lbs) Tapered End Heel Height Cut Length Cut Slope Location Actual Allowed Result Comments Left End 4"1' 3 3/4"4/12 3 1/2"2029 5357 Passed (38%) Right End 4"1' 3 3/4"4/12 14' 1/2"-2029 5357 Passed (38%) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED ROOF, B8 1 piece(s) 3 1/2" x 9 1/4" 2.0E Parallam® PSL ForteWEB Software Operator Job Notes 2/11/2025 1:52:39 AM UTC JOSE RAMIREZ RAMIREZ STRUCTURAL INC (562) 519-6045 moises@ramirezstructural.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 25-151 Page 1 / 1 26 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1826 @ 2"4922 (2.25")Passed (37%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1771 @ 12' 3 1/2"5357 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)5535 @ 6' 3 1/2"15519 Passed (36%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.163 @ 6' 3 1/2"0.613 Passed (L/902)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.344 @ 6' 3 1/2"0.817 Passed (L/428)--1.0 D + 1.0 Lr (All Spans) Member Length : 12' 4 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Column Cap - steel 3.50"2.25"1.50"975 881 1856 1 1/4" Rim Board 2 - Column Cap - steel 3.50"2.25"1.50"975 881 1856 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)12' 5" o/c Bottom Edge (Lu)12' 5" o/c • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 12' 5 3/4"N/A 10.1 -- 1 - Uniform (PSF)0 to 12' 7" (Front)7'15.0 20.0 ROOF 2 - Uniform (PSF)0 to 12' 7" (Front)4'10.0 -INTERIOR WALL Shear (lbs) Tapered End Heel Height Cut Length Cut Slope Location Actual Allowed Result Comments Left End 4"1' 3 3/4"4/12 3 1/2"1771 5357 Passed (33%) Right End 4"1' 3 3/4"4/12 12' 3 1/2"-1771 5357 Passed (33%) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED ROOF, B9 1 piece(s) 3 1/2" x 9 1/4" 2.0E Parallam® PSL ForteWEB Software Operator Job Notes 2/11/2025 1:53:12 AM UTC JOSE RAMIREZ RAMIREZ STRUCTURAL INC (562) 519-6045 moises@ramirezstructural.com ForteWEB v3.8, Engine: V8.4.1.24, Data: V8.1.6.3 File Name: 25-151 Page 1 / 1 27 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2365 @ 2"4922 (2.25")Passed (48%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)2309 @ 3 1/2"5357 Passed (43%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)9239 @ 8' 1/2"24878 Passed (37%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.210 @ 8' 1/2"0.788 Passed (L/898)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.448 @ 8' 1/2"1.050 Passed (L/422)--1.0 D + 1.0 Lr (All Spans) Member Length : 15' 10 1/2" System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2021 Design Methodology : ASD Member Pitch : 0/12 •Deflection criteria: LL (L/240) and TL (L/180). •Allowed moment does not reflect the adjustment for the beam stability factor. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Factored Accessories 1 - Column Cap - steel 3.50"2.25"1.50"1269 1126 2395 1 1/4" Rim Board 2 - Column Cap - steel 3.50"2.25"1.50"1269 1126 2395 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)15' 11" o/c Bottom Edge (Lu)15' 11" o/c • Side loads are assumed to not induce cross-grain tension. Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.25)Comments 0 - Self Weight (PLF)1 1/4" to 15' 11 3/4"N/A 13.0 -- 1 - Uniform (PSF)0 to 16' 1" (Front)7'15.0 20.0 ROOF 2 - Uniform (PSF)0 to 16' 1" (Front)4'10.0 --INTERIOR WALL Shear (lbs) Tapered End Heel Height Cut Length Cut Slope Location Actual Allowed Result Comments Left End 4"1' 11 5/8"4/12 3 1/2"2309 5357 Passed (43%) Right End 4"1' 11 5/8"4/12 15' 9 1/2"-2309 5357 Passed (43%) Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/ document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Weyerhaeuser Notes Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.). MEMBER REPORT PASSED ROOF, B10 1 piece(s) 3 1/2" x 11 7/8" 2.0E Parallam® PSL ForteWEB Software Operator Job Notes 7/8/2025 9:16:44 PM UTC Jose Ramirez Ramirez Structural (562) 519-6045 jose@ramirezstructural.com ForteWEB v3.9, Engine: V8.4.3.94, Data: V8.1.7.3 File Name: 25-151 Page 1 / 1 Tag: Member: 5 No. of members: 1 L= 12 ft A= 33.25 in2 S= 52.64583 in3 I= 250.0677 in4 L= 12 ft E= 2000000 psi 3.008 kips 3.008 kips Va= 6.428333 kips Ma= 12.72274 k-ft CD=1.00 CF=1.00 CV=1.03 Cr=1.00 Total Load L/n=180 Live Load L/n=240 Uniform Loads Shear Vmax=3.01 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=6.43 kips 15 20 13.75 206.25 275.00 Roof 47% OK 10 0 2.00 20.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=9.023 k-ft 0 0 0.00 0.00 0.00 Mallow=13.06 k-ft ΣW 226.25 275.00 69% OK ΣWT 0.501 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.47 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 308 180 w2,4 0 0 0.00 0.00 0 0 0 58% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.26 inches ΣWT 0.00 kips L < L Point Load (P2) 561 240 x2= 0.00 ft 43% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=3.008 kips 4 0.00 0.00 0.00 0 0 R2=-3.008 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 3.5X9.5 PSL (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC B11 3.5x9.5 PSL 29 Tag: Member: 5 No. of members: 1 L= 4 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 4 ft E= 1600000 psi 0.849 kips 0.849 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.85 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 10.75 161.25 215.00 Roof 29% OK 16 0 3.00 48.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.849 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 209.25 215.00 39% OK ΣWT 0.424 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.03 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1525 240 w2,4 0 0 0.00 0.00 0 0 0 16% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 3009 360 x2= 0.00 ft 12% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.849 kips 4 0.00 0.00 0.00 0 0 R2=-0.849 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 RAMIREZ STRUCTURAL INC H1 4x6 Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com 30 Tag: Member: 5 No. of members: 1 L= 2 ft A= 12.25 in2 S= 7.145833 in3 I= 12.50521 in4 L= 2 ft E= 1600000 psi 0.118 kips 0.118 kips Va= 1.47 kips Ma= 0.595486 k-ft CD=1.25 CF=1.00 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.12 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.84 kips 15 20 2.00 30.00 40.00 Roof 6% OK 16 0 3.00 48.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.059 k-ft 0 0 0.00 0.00 0.00 Mallow=0.74 k-ft ΣW 78 40.00 8% OK ΣWT 0.118 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.00 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 11304 240 w2,4 0 0 0.00 0.00 0 0 0 2% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.00 inches ΣWT 0.00 kips L < L Point Load (P2) 33347 360 x2= 0.00 ft 1% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.118 kips 4 0.00 0.00 0.00 0 0 R2=-0.118 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X4 (562) 519-6045 RAMIREZ STRUCTURAL INC H2 4x4 Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com 31 Tag: Member: 5 No. of members: 1 L= 2 ft A= 12.25 in2 S= 7.145833 in3 I= 12.50521 in4 L= 2 ft E= 1600000 psi 0.372 kips 0.372 kips Va= 1.47 kips Ma= 0.595486 k-ft CD=1.25 CF=1.00 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.37 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.84 kips 15 20 9.25 138.75 185.00 Roof 20% OK 16 0 3.00 48.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.186 k-ft 0 0 0.00 0.00 0.00 Mallow=0.74 k-ft ΣW 186.75 185.00 25% OK ΣWT 0.372 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.01 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 3588 240 w2,4 0 0 0.00 0.00 0 0 0 7% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.00 inches ΣWT 0.00 kips L < L Point Load (P2) 7210 360 x2= 0.00 ft 5% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.372 kips 4 0.00 0.00 0.00 0 0 R2=-0.372 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X4 (562) 519-6045 RAMIREZ STRUCTURAL INC H3 4x4 Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com 32 Tag: Member: 5 No. of members: 1 L= 6.25 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 6.25 ft E= 1600000 psi 0.369 kips 0.369 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.37 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 2.00 30.00 40.00 Roof 13% OK 16 0 3.00 48.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.576 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 78 40.00 27% OK ΣWT 0.118 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.05 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1437 240 w2,4 0 0 0.00 0.00 0 0 0 17% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 4240 360 x2= 0.00 ft 8% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.369 kips 4 0.00 0.00 0.00 0 0 R2=-0.369 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 jose@ramirezstructural.com Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC H4 4x6 33 Tag: Member: 5 No. of members: 1 L= 3 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 3 ft E= 1600000 psi 0.177 kips 0.177 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.18 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 2.00 30.00 40.00 Roof 6% OK 16 0 3.00 48.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.133 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 78 40.00 6% OK ΣWT 0.118 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.00 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 12997 240 w2,4 0 0 0.00 0.00 0 0 0 2% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.00 inches ΣWT 0.00 kips L < L Point Load (P2) 38342 360 x2= 0.00 ft 1% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.177 kips 4 0.00 0.00 0.00 0 0 R2=-0.177 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 jose@ramirezstructural.com Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC H5 4x6 34 Tag: Member: 5 No. of members: 1 L= 3 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 3 ft E= 1600000 psi 0.558 kips 0.558 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.56 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 9.25 138.75 185.00 Roof 19% OK 16 0 3.00 48.00 0.00 Exterior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.418 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 186.75 185.00 19% OK ΣWT 0.372 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.01 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 4126 240 w2,4 0 0 0.00 0.00 0 0 0 6% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.00 inches ΣWT 0.00 kips L < L Point Load (P2) 8290 360 x2= 0.00 ft 4% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.558 kips 4 0.00 0.00 0.00 0 0 R2=-0.558 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 jose@ramirezstructural.com Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= RAMIREZ STRUCTURAL INC H6 4x6 35 5.5 ft Tag: 1.420 Member: 5 No. of members: 1 L= 8 ft A= 32.375 in2 S= 49.91146 in3 I= 230.8405 in4 L= 8 ft E= 1600000 psi 1.736 kips 2.269 kips Va= 3.885 kips Ma= 3.743359 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=2.27 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=4.86 kips 15 20 8.38 125.63 167.50 Roof 47% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=4.665 k-ft 0 0 0.00 0.00 0.00 Mallow=5.62 k-ft ΣW 155.625 167.50 83% OK ΣWT 0.323 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.14 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 692 240 w2,4 0 0 0.00 0.00 0 0 0 35% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.08 inches ΣWT 0.00 kips L < L Point Load (P2) 1277 360 x2= 5.50 ft 28% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 811.43 1.00 1.00 608.57 811.43 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=1.736 kips 4 0.00 0.00 0.00 0 0 R2=-2.269 kips 0 0.00 0.00 0.00 0 0 ΣW 608.57 811.43 ΣWT 1.42 kips USE 1- 4X10 (562) 519-6045 jose@ramirezstructural.com B9 Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC H8 4x10 36 Tag: Member: 5 No. of members: 1 L= 8 ft A= 25.375 in2 S= 30.66146 in3 I= 111.1478 in4 L= 8 ft E= 1600000 psi 0.400 kips 0.400 kips Va= 3.045 kips Ma= 2.299609 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.40 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=3.81 kips 15 20 2.00 30.00 40.00 Roof 11% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.800 k-ft 0 0 0.00 0.00 0.00 Mallow=3.74 k-ft ΣW 60 40.00 21% OK ΣWT 0.100 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.05 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1852 240 w2,4 0 0 0.00 0.00 0 0 0 13% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 4631 360 x2= 0.00 ft 8% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.400 kips 4 0.00 0.00 0.00 0 0 R2=-0.400 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X8 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC H9 4x8 37 Tag: Member: 5 No. of members: 1 L= 4.75 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 4.75 ft E= 1600000 psi 0.767 kips 0.767 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.77 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 8.38 125.63 167.50 Roof 27% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.911 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 155.625 167.50 42% OK ΣWT 0.323 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.05 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1196 240 w2,4 0 0 0.00 0.00 0 0 0 20% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 2307 360 x2= 0.00 ft 16% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.767 kips 4 0.00 0.00 0.00 0 0 R2=-0.767 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC H10 4x6 38 Tag: Member: 5 No. of members: 1 L= 5 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 5 ft E= 1600000 psi 0.600 kips 0.600 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.60 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 6.00 90.00 120.00 Roof 21% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.750 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 120 120.00 35% OK ΣWT 0.240 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.04 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1380 240 w2,4 0 0 0.00 0.00 0 0 0 17% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 2761 360 x2= 0.00 ft 13% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.600 kips 4 0.00 0.00 0.00 0 0 R2=-0.600 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC H11 4x6 39 Tag: Member: 5 No. of members: 1 L= 2 ft A= 12.25 in2 S= 7.145833 in3 I= 12.50521 in4 L= 2 ft E= 1600000 psi 0.205 kips 0.205 kips Va= 1.47 kips Ma= 0.595486 k-ft CD=1.25 CF=1.00 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.21 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=1.84 kips 15 20 5.00 75.00 100.00 Roof 11% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.103 k-ft 0 0 0.00 0.00 0.00 Mallow=0.74 k-ft ΣW 105 100.00 14% OK ΣWT 0.205 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.00 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 6507 240 w2,4 0 0 0.00 0.00 0 0 0 4% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.00 inches ΣWT 0.00 kips L < L Point Load (P2) 13339 360 x2= 0.00 ft 3% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.205 kips 4 0.00 0.00 0.00 0 0 R2=-0.205 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X4 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC H12 4x4 40 Tag: Member: 5 No. of members: 1 L= 5.5 ft A= 19.25 in2 S= 17.64583 in3 I= 48.52604 in4 L= 5.5 ft E= 1600000 psi 0.275 kips 0.275 kips Va= 2.31 kips Ma= 1.323438 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=0.28 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=2.89 kips 15 20 2.00 30.00 40.00 Roof 10% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.378 k-ft 0 0 0.00 0.00 0.00 Mallow=2.15 k-ft ΣW 60 40.00 18% OK ΣWT 0.100 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.03 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 2489 240 w2,4 0 0 0.00 0.00 0 0 0 10% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.01 inches ΣWT 0.00 kips L < L Point Load (P2) 6222 360 x2= 0.00 ft 6% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=0.275 kips 4 0.00 0.00 0.00 0 0 R2=-0.275 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X6 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag RAMIREZ STRUCTURAL INC H13 4x6 41 4.33333333333333 ft Tag: 3.580 Member: 5 No. of members: 1 L= 5.5 ft A= 32.375 in2 S= 49.91146 in3 I= 230.8405 in4 L= 5.5 ft E= 1600000 psi 1.034 kips 3.096 kips Va= 3.885 kips Ma= 3.743359 k-ft CD=1.25 CF=1.20 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=3.10 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=4.86 kips 15 20 2.00 30.00 40.00 Roof 64% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=3.517 k-ft 0 0 0.00 0.00 0.00 Mallow=5.62 k-ft ΣW 60 40.00 63% OK ΣWT 0.100 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.00 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.04 inches w2,2 0 0 0.00 0.00 0 0 0 L < L w2,3 0 0 0.00 0.00 0 0 0 1615 240 w2,4 0 0 0.00 0.00 0 0 0 15% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 0 0 0 Donly=0.02 inches ΣWT 0.00 kips L < L Point Load (P2) 2940 360 x2= 4.33 ft 12% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 2045.71 1.00 1.00 1534.29 2045.71 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=1.034 kips 4 0.00 0.00 0.00 0 0 R2=-3.096 kips 0 0.00 0.00 0.00 0 0 ΣW 1534.29 2045.71 ΣWT 3.58 kips USE 1- 4X10 (562) 519-6045 RAMIREZ STRUCTURAL INC H14 4x10 Tag Stress Ratio= Flexure Ratio= Tag Deflection Ratio= Deflection Only Live Ratio= jose@ramirezstructural.com B1 42 0.25 ft Tag: 3.010 Member: 5 No. of members: 1 L= 2.5 ft A= 25.375 in2 S= 30.66146 in3 I= 111.1478 in4 L= 2.5 ft E= 1600000 psi 2.834 kips 0.426 kips Va= 3.045 kips Ma= 2.299609 k-ft CD=1.25 CF=1.30 CV=1.00 Cr=1.00 Total Load L/n=240 Live Load L/n=360 Uniform Loads Shear Vmax=2.83 kips D (psf) L (psf) Trib. (ft) W (dead) W (live) Tag Vallow=3.81 kips 15 20 2.00 30.00 40.00 Roof 74% OK 10 0 3.00 30.00 0.00 Interior Wall 0 0 0.00 0.00 0.00 Flexure 0 0 0.00 0.00 0.00 Mmax=0.705 k-ft 0 0 0.00 0.00 0.00 Mallow=3.74 k-ft ΣW 60 40.00 19% OK ΣWT 0.100 klf Triangular load (W2)Deflection Point Load (P1) x1= 0.25 ft D= Dw1 + Dw2 + Dp1 + Dp2 w2,1 D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live)0 D (D+L)= 0.00 inches w2,2 1290 1720 1.00 1.00 1290 1720 0 L < L w2,3 0 0 0.00 0.00 0 0 0 8900 240 w2,4 0 0 0.00 0.00 0 0 0 3% OK w2,5 0 0 0.00 0.00 0 0 0 0 0 0.00 0.00 0 0 ΣW 1290 1720 0 Donly=0.00 inches ΣWT 3.01 kips L < L Point Load (P2) 16237 360 x2= 0.00 ft 2% OK D (psf) L (psf) Trib.1 (ft) Trib.2 (ft) W (dead) W (live) 0 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0 0 Reactions 0 0.00 0.00 0.00 0 0 R1=2.834 kips 4 0.00 0.00 0.00 0 0 R2=-0.426 kips 0 0.00 0.00 0.00 0 0 ΣW 0 0 ΣWT 0.00 kips USE 1- 4X8 (562) 519-6045 jose@ramirezstructural.com Deflection Ratio= Deflection Only Live Ratio= Tag Stress Ratio= Flexure Ratio= Tag B11 RAMIREZ STRUCTURAL INC H15 4x8 43 2.5 2.5 FOUNDATION KP P1=1.82K 1.82K B10 P1=1.82K 1.82K B10 P3=6.08K 3.07K B2 3.01K B11 P11=1.86K 1.86K B9 P5=2.12K 2.12K B8 P4=3.47K 1.35K B7 2.12K B8 P6=1.35K 1.35K B3 (E) P2=6.65K 3.58K B1 3.07K B2 (E)CF1 C=4.26 K (E)CF2 C=4.70K (E)CF1 C=4.26K (E)CF1 C=4.26K (E)CF2 C=4.70K P12=3.01K 3.01K B11 (E) Bar Soil Bearing Pressure:Miscellaneous:#3 q =1500 psf column footprint =4 in #4 qu = q x 1.6 =2400 psf steel spacing factor =12 #5 (for selection of steel spacing vs. size only)#6 Material Strengths:#7 concrete =2500 psi Notes:#8 fy =60 ksi Assumes Pu = 1.6 (DL + LL)#9 #10 #11 Mark: Size Thick Pmax Depth Mu a As As As min As (ft) -SQ. (in) (k) (in)Vact (k)Vall (k)OK?Vact (k)Vall (k)OK? (k-in) (in) (Req'd)(200/Fy)(.0018) Use USE: 1.5 12 3.04 8 0.0 12.2 Y 2.7 65.3 Y 7 0.02 0.02 0.72 0.39 0.39 2 # 4 2.0 12 5.40 8 0.7 16.3 Y 6.5 65.3 Y 18 0.05 0.04 0.96 0.52 0.52 3 # 4 2.5 12 8.44 8 2.3 20.4 Y 11.3 65.3 Y 38 0.08 0.09 1.20 0.65 0.65 4 # 4 3.0 12 12.15 8 4.3 24.5 Y 17.3 65.3 Y 69 0.13 0.16 1.44 0.78 0.78 3 # 5 3.5 12 16.5 8 6.9 28.6 Y 24.3 65.3 Y 114 0.18 0.27 1.68 0.91 0.91 3 # 5 4.0 12 21.6 8 10.1 32.6 Y 32.4 65.3 Y 174 0.24 0.41 1.92 1.04 1.04 4 # 5 4.5 12 27.3 8 13.8 36.7 Y 41.6 65.3 Y 253 0.31 0.60 2.16 1.17 1.17 4 # 5 5.0 15 32.8 11 14.9 56.1 Y 49.2 112.2 Y 343 0.28 0.58 3.00 1.62 1.62 4 # 6 ONE WAY SHEAR: TWO WAY SHEAR: TYPICAL SQUARE FOOTING (1500 psf) 1.23 in² 1.56 in² 0.11 in² Area 0.20 in² 0.31 in² 0.44 in² 0.60 in² 0.78 in² 1.00 in² KEYPLAN TAG: ADDITIONAL NOTES P1 = K USE:4x4 POST P2 = K P3 = K P4 = K TYPE 2.5 PAD FOOTING P TOTAL = K P ALLOW.= K KEYPLAN TAG: ADDITIONAL NOTES P1 = K USE:4x4 POST P2 = K P3 = K P4 = K TYPE 2.5 PAD FOOTING P TOTAL = K P ALLOW.= K KEYPLAN TAG: ADDITIONAL NOTES P1 = K USE:4x4 POST P2 = K P3 = K P4 = K TYPE 1.5 PAD FOOTING P TOTAL = K P ALLOW.= K KEYPLAN TAG: ADDITIONAL NOTES P1 = K USE:4x4 POST P2 = K P3 = K P4 = K TYPE 1.5 PAD FOOTING P TOTAL = K P ALLOW.= K KEYPLAN TAG: ADDITIONAL NOTES P1 = K USE:4x4 POST P2 = K P3 =K P4 = K TYPE 1.5 PAD FOOTING P TOTAL = K P ALLOW.= K PAD FOOTINGS CALCULATION P-2 P-3 P-7 0 0 6.65 8.44 3.07 P-8 P-9 3.58 3.07 0 1.35 0.33 0 0.36 0.69 3.04 0 3.04 0.33 0.36 0 0 0.69 1.71 3.04 3.01 8.44 0 0 0.36 0 6.08 F-PAD-FOOTINGS1500 45 KEYPLAN TAG: ADDITIONAL NOTES P1 = K USE:4x4 POST P2 = K P3 = K P4 = K TYPE 1.5 PAD FOOTING P TOTAL = K P ALLOW.= K PAD FOOTINGS CALCULATION P-10 0 1.35 3.04 1.35 0.00 0 F-PAD-FOOTINGS1500 46 D (psf)L (psf)Trib. (ft)Total (plf) Roof 15 20 7.00 245.00 Floor 15 40 6.00 330.00 Wall 16 8.50 136.00 711.00 plf 711 plf 0.47 ft 1500 psf USE: h1 =18 in h2 =18 in H =36 in d =3.5 in b =6 in W =12 in qa =1500 psf L =75.5 in = 6.29 ft Area =906 in² = 6.29 ft² = 112.5 plf Wuniform = 823.5 plf Pa =(1500 psf) (6.29 ft²) = 9.44 kips Pload =(823.5 plf)(6.29 ft) = 5.18 kips Pnet =Pa - Pload = 4.26 kips Pnet =4.26 kips 1'-0" WIDE FTG. (E) CF-1 FOOTING CAPACITY Data Stemwall Wt. (E) CF-1 CONTINOUS FOOTING B =Structural load = =Soil Capacity 47 D (psf)L (psf)Trib. (ft)Total (plf) Roof 15 20 2.00 70.00 Floor 15 40 6.00 330.00 Wall 16 15.00 240.00 640.00 plf 640 plf 0.43 ft 1500 psf USE: h1 =18 in h2 =18 in H =36 in d =3.5 in b =6 in W =12 in qa =1500 psf L =75.5 in = 6.29 ft Area =906 in² = 6.29 ft² = 112.5 plf Wuniform = 752.5 plf Pa =(1500 psf) (6.29 ft²) = 9.44 kips Pload =(752.5 plf)(6.29 ft) = 4.73 kips Pnet =Pa - Pload = 4.70 kips Pnet =4.70 kips 1'-0" WIDE FTG. (E) CF-2 FOOTING CAPACITY Data Stemwall Wt. (E) CF-2 CONTINOUS FOOTING B =Structural load = =Soil Capacity 48 PROJECT : JOB NO. : DATE : 08/21/25 INPUT DATA Ex osure cate or (B, C or D)C Importance factor I = 1.00 Category II Basic wind speed V = 110 mph Topographic factor Kzt =1 Flat Building height to eave he =8.08 ft Building height to ridge hr =16.08 ft Building length L =47.66 ft Building width B =37.58 ft Effective area of components A =21.8 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face = 9.08 kips X 0.6= 5.45 kips (ASD) Max horizontal force normal to buildin len th, B, face = 7.58 kips X 0.6= 4.55 kips (ASD) Max total horizontal torsional load = 53.31 ft-kips Max total upward force = 30.62 kips ANALYSIS Velocity pressure qh = 0.00256 Kh Kzt Kd V2 I =22.38 psf where: qh = velocity pressure at mean roof height, h. Kh = velocity pressure exposure coefficient evaluated at height, h,= 0.85 Kd = wind directionality factor = 0.85 h = mean roof height = 12.08 ft < 60 ft, [Satisfactory] Design pressures for MWFRS p = qh [(G Cp )-(G Cpi )] where: p = pressure in appropriate zone G Cp f = product of gust effect factor and external pressure coefficient G Cp i = product of gust effect factor and internal pressure coefficient = 0.18 or -0.18 a = width of edge strips, MAX[ MIN(0.1B, 0.4h), 0.04B,3] =3.76 ft Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases 23.06 0.00 23.06 (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 1 0.54 8.04 16.10 0.40 4.92 12.98 1T 0.54 2.01 4.02 2 -0.41 -13.30 -5.25 -0.69 -19.47 -11.41 2T -0.41 -3.33 -1.31 3 -0.46 -14.43 -6.37 -0.37 -12.31 -4.25 3T -0.46 -3.61 -1.59 4 -0.41 -13.24 -5.18 -0.29 -10.52 -2.46 4T -0.41 -3.31 -1.30 1E 0.77 13.12 21.18 0.61 9.62 17.68 0.00 2E -0.66 -18.79 -10.73 -1.07 -27.98 -19.92 3E -0.64 -18.37 -10.32 -0.53 -15.89 -7.83 (+GCp i ) (-GCp i ) 4E -0.59 -17.26 -9.20 -0.43 -13.65 -5.60 1T 0.40 1.23 3.25 5 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 2T -0.69 -4.87 -2.85 6 -0.45 -14.10 -6.04 -0.45 -14.10 -6.04 3T -0.37 -3.08 -1.06 4T -0.29 -2.63 -0.62 Net Pressure withG Cp f Wind Analysis for Low-rise Building, Based on ASCE 7-16 / IBC 2021 / CBC 2022 Roof angle  = G Cp f Net Pressure with 25-151 BROADWAY Surface Roof angle  = G Cp f Net Pressure with Surface Roof angle  = G Cp f Net Pressure withSurface Roof angle  = Basic Load Cases in Transverse Direction Basic Load Cases in Longitudinal Direction Area Area (ft2)(+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) 1 324 2.61 5.22 1 381 1.88 4.95 2 820 -10.91 -4.30 2 779 -15.16 -8.89 3 820 -11.83 -5.22 3 779 -9.58 -3.31 4 324 -4.29 -1.68 4 381 -4.01 -0.94 1E 61 0.80 1.29 1E 73 0.70 1.29 2E 153 -2.88 -1.65 2E 195 -5.45 -3.88 3E 153 -2.82 -1.58 3E 195 -3.09 -1.52 4E 61 -1.05 -0.56 4E 73 -0.99 -0.41 Horiz. 9.08 9.08 Horiz. 7.58 7.58 Vert. -26.17 -11.74 Vert. -30.62 -16.19 10 psf min.Horiz. 7.66 7.66 10 psf min.Horiz. 4.54 4.54 Sec. 6.1.4.1 Vert. -17.91 -17.91 Sec. 6.1.4.1 Vert. -17.91 -17.91 Torsional Load Cases in Transverse Direction Torsional Load Cases in Longitudinal Direction Area Area (ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i )(ft2)(+GCp i ) (-GCp i ) (+GCp i ) (-GCp i ) 1 132 1.06 2.12 11 21 1 154 0.76 2.00 4 11 2 333 -4.43 -1.75 -17 -7 2 584 -11.37 -6.67 53 31 3 333 -4.81 -2.12 19 8 3 584 -7.19 -2.48 -34 -12 4 132 -1.75 -0.68 18 7 4 154 -1.62 -0.38 9 2 1E 61 0.80 1.29 16 26 1E 73 0.70 1.29 10 19 2E 153 -2.88 -1.65 -23 -13 2E 195 -5.45 -3.88 25 18 3E 153 -2.82 -1.58 22 12 3E 195 -3.09 -1.52 -14 -7 4E 61 -1.05 -0.56 21 11 4E 73 -0.99 -0.41 15 6 1T 193 0.39 0.77 -5 -9 1T 227 0.28 0.74 -2 -6 2T 487 -1.62 -0.64 8 3 2T 779 -3.79 -2.22 -35 -21 3T 487 -1.76 -0.78 -8 -4 3T 779 -2.40 -0.83 22 8 4T 193 -0.64 -0.25 -8 -3 4T 227 -0.60 -0.14 -5 -1 53 53 47.9 47.9 Design pressures for components and cladding p = qh[ (G Cp) - (G Cpi)] where: p = pressure on component pmin = 10 psf (Sec. 6.1.4.2, pg 21) G Cp = external pressure coefficient. see table below Effective Area (ft2) GCP - GCP GCP - GCP GCP - GCP GCP - GCP GCP - GCP Comp.21.76213 0.43 -0.87 0.43 -1.53 0.43 -2.40 0.94 -1.04 0.94 -1.28 Positive Negative Positive Negative Positive Negative Positive Negative Positive Negative 13.71 -23.41 13.71 -38.30 13.71 -57.68 25.07 -27.31 25.07 -32.69 Pressure Surface Pressure (k) with Zone 1 Zone 2 Total Horiz. Torsional Load, MT Comp. & Cladding Zone 1 ( psf ) Zone 3 Zone 4Zone 2 Torsion (ft-k) Total Horiz. Torsional Load, MT Zone 5 Zone 3 Zone 4 Zone 5 Pressure (k) withTorsion (ft-k)Surface  Surface Pressure (k) withPressure (k) with  Surface ! **+#08,9;+; !<= > 010?$108,8$8#=BC;88? 9CFG H* ,,CFG H* #"CFG H* #,CFG H* 8CFG I )*#+,J K0",09+ J K00"+L0"+1 > " I MG<<K""$"9 + > K< !ON K < ! P< K O O >< 0E >> > GG #+, 0E P F #Q OO ! P> > 9$ =< P> > OO *R#$$ ?0G< > + K ! )*#+, > ",0"0 ' ( -((/01234563789 :;75<7657=9>53789AB?@92C575<CD?E17?@FFG/ 63789 A11= !! ! # $ ! % ! ' ! ! ' ! ! ( % % % # )* ! & % % # , ! %! ! & % ! # % ! %% ! SEISMIC BASE SHEAR (ASCE7-16) Latitude: 33.742643 Longitude: -117.869591 SITE CLASS:D (Table 20.3-1)ρ=1.3 R=6.5 (Table 12.2-1) Ie=1 1.20 1.29 (Section 21.4) 1.548 1.54 0.46 0.708 (11.4-3) 1.032 0.09152 0.45762 See on Figs. 22-14 through 22-17 (11.4-4) 0.472 0.02 8.080 0.75 0.096 W= Effective seismeic weight (GOVERNS) For S1 is equal to greater than 0.6g 0.035 W 0.758 W 0.159 0.206 W Strength Level 0.144 W Allowable Stress Design 𝑆= 𝑆= 𝑆2 3 𝑆 𝑆= 𝑆2 3 𝑆 𝑆= 𝑇 𝐶ℎ 𝐶= ℎ= 𝑥 𝑇 𝑉 𝐶𝑊 𝑉0.01𝑊 𝑉W 𝑉ρW 𝑉 𝑉 𝐶 𝑉 𝐶𝜌𝑊 𝑉 0.7𝑉 𝑇 𝑇 𝑇 𝐹= 𝑆= 𝑺𝑴𝑺 𝑭𝒂𝑺𝒔 𝐹= 𝑆= 𝑺𝑴𝟏 𝑭𝒗𝑺𝟏 SEISMIC ANALYSIS WEIGHT D PART. Level 1 W roof = 15 psf + 5 psf x 2023.5 ft²=40.47 kips W TOTAL W wall = 16 psf x 8 ft /2 x 185.50 ft =11.87 kips 52.34 kips WR = 52.34 kips BASE SHEAR 0.144 x 52.34 kips = 7.56 kips DISTRIBUTION OF BASE SHEAR 1 Level F1=0.144 x 52.34 kips =3.74 psf 2023.5 ft² 𝑽𝑩𝑨𝑺𝑬 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳 𝑉 𝑉 ∗ 𝑊= 𝑽𝑩𝑨𝑺𝑬 𝑽 ∗ 𝑾𝑻𝑶𝑻𝑨𝑳 𝑨 First Floor Shearwall Forces L1 Level 1 F1= 3.740 psf SW U-FORCE T.A. FORCE L1 L2 L3 L4 L5 L6 LINE ABO. REACTION 2 REACTION 3 X1 3.74 psf 726.00 ft² 2.72 KIPS 4.91 ft 2.33 ft 7.75 ft X2 3.74 psf 216.00 ft² 0.81 KIPS SW X3 3.74 psf 772.00 ft² 2.89 KIPS 2.91 ft 3.25 ft 2.33 ft 2.41 ft 0.000 KIPS X4 3.74 psf 90.55 ft² 0.34 KIPS 4.75 ft 0.000 KIPS X5 3.74 psf 90.55 ft² 0.34 KIPS SW 0.000 KIPS Y1 3.74 psf 865.00 ft² 3.24 KIPS 3.17 ft 2.91 ft 5.17 ft 4.00 ft 0.000 KIPS Y2 3.74 psf 850.00 ft² 3.18 KIPS 2.33 ft 2.33 ft 2.91 ft 8.66 ft 0.000 KIPS Y3 3.74 psf 144.00 ft² 0.54 KIPS 2.50 ft 2.50 ft 0.000 KIPS C1 3.74 psf 130.00 ft² 0.49 KIPS 2 POSTS 0.000 KIPS IN PREVIOUS CALCULATIONS, IT CAN BE OBSERVED THAT W=5.45 KIPS AND E=7.56 KIPS , THEREFORE SEISMIC GOVERNS. HEARWALL F R E LENGHT WALLS DIAPHRAGM 4'-11"2'-4"7'-9" 8' - 8 " 4'-9" 2' - 6 " 2' - 6 " 2' - 4 " 2' - 4 " 2'-5"2'-11"3'-3"2'-4" 3' - 2 " 5' - 2 " 4' - 0 " 2' - 1 1 " 2' - 1 1 " C1 C1 Area: 2023.50 ft² Perimeter: 185.50 ft X1.1 X1.2 X1.3 X3.1 X2.1 X3.2 X3.3 X3.4 X4.1 X5.1 Y1.1 Y1.2 Y1.3 Y1.4 Y2.1 Y2.2 Y2.3 Y3.1 Y3.2 Y2.4 4'-0" 20'-6" 8'-0" 12'-9" 8'-0" 6' - 3 " 5' - 4 " 5' - 0 " 4' - 0 " 8' - 0 " 8' - 9 " 2' - 6 " 9' - 5 " 3'-1" SHEARWALLS KEYPLAN 4'-11"2'-4"7'-9" 4'-5" 2'-5"2'-11"3'-3"2'-4" C1 C1 X1.1 X1.2 X1.3 X3.1 X3.2 X3.3 X3.4 X4.1 X5.1 726 sqft 216 sqft772 sqft 130 sqft 90.55 sqft 90.55 sqft SHEARWALLS KEYPLAN -X DIRECTION- X2.1 FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 2.715 KIPS 2.715 KIPS 2.715 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS= 1.032 SHEAR STRESS: DRAG FORCE ANALYSIS LTOTAL=X1.1 (4.91ft)+X1.2 (2.33ft)+X1.3 (7.75ft)VMAX=0.87 KIPS LTOTAL=14.99 ft VALLOWABLE=1.25 KIPS VWALL=2715 lbs / 14.99 ft =181.12 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 69% VOVERWALL=2715 lbs / 39.49 ft =68.75 plf OVERTURNING: MOT= (0 KIPS +2.715 KIPS +0 KIPS ) x (4.91ft / 14.99ft ) x8ft =7.114 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 266.75 plf/1000 x (4.91 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =3.215 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 7.114 k-ft -(0.6-0.14(1.032) x 3.215 k-ft)/4.91 WALL= 16 psf x 8.00 ft = 128.00 plf =1.151 KIPS W = 266.75 plf V= 2.715 KIPS x 1000/14.99ft /1.05 R= h/w =173 plf = 1.63 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.05 ∑ΔACTUAL= 0.036 0.017 0.003 0.054 = 0.110 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 8% 56% 37% 37% 37% 37% MOT= (0 KIPS +2.715 KIPS +0 KIPS ) x (2.33ft / 14.99ft ) x8ft =3.376 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 266.75 plf/1000 x (2.33 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =0.724 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 3.376 k-ft -(0.6-0.14(1.032) x 0.724 k-ft)/2.33 WALL= 16 psf x 8.00 ft = 128.00 plf =1.307 KIPS W = 266.75 plf V= 2.715 KIPS x 1000/14.99ft /0.58 R= h/w =311 plf = 3.43 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.58 ∑ΔACTUAL= 0.065 0.030 0.019 0.128 = 0.242 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 17% 100% 43% 43% 43% 43% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X1) 2.715 KIPS PANEL-X1.2 PANEL-X1.1 SHEARWALLS TO BE ANALYZED: X1.1 (4.91ft), X1.2 (2.33ft) & X1.3 (7.75ft) 0.00 lb 551.73 lb 276.73 lb 538.55 lb -870.86 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft -1000 lb -500 lb 0 lb 500 lb 1000 lb DRAG FORCE ANALYSIS X1.1 OP X1.2 OP X1.3 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft SHEARWALLS SKECTH LINE ++ + ++ + MOT= (0 KIPS +2.715 KIPS +0 KIPS ) x (7.75ft / 14.99ft ) x8ft =11.229 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 266.75 plf/1000 x (7.75 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =8.011 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 11.229 k-ft -(0.6-0.14(1.032) x 8.011 k-ft)/7.75 WALL= 16 psf x 8.00 ft = 128.00 plf =0.978 KIPS W = 266.75 plf V= 2.715 KIPS x 1000/14.99ft /1.12 R= h/w =162 plf = 1.03 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.12 ∑Δ= 0.034 0.015 0.003 0.029 = 0.081 in USE:TYPE 6 ∑ΔACTUAL=SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 6% 52% 32% 32% 32% 32% PANEL-X1.3 ++ + !"#$%&' ("$$)!**"!+&,-"0DE8AF;68 $# 4A9K7 P O5ADL-M4BQ6R-2DBM6C6J6KALD7 .DBN2M"29OCA2D.KKO5ADLTDBM4BQ6R-2DBPS= P; U ;;=V=V!VP= P ;=V;W FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 2.887 KIPS 2.887 KIPS 2.887 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS= 1.032 SHEAR STRESS: DRAG FORCE ANALYSIS LTOTAL=X3.1 (2.91ft)+X3.2 (3.25ft)+X3.3 (2.33ft)+X3.4 (2.41ft)VMAX=0.60 KIPS LTOTAL=10.90 ft VALLOWABLE=1.25 KIPS VWALL=2887 lbs / 10.9 ft =264.86 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 48% VOVERWALL=2887 lbs / 39.65 ft =72.81 plf OVERTURNING: MOT= (0 KIPS +2.887 KIPS +0 KIPS ) x (2.91ft / 10.9ft ) x8ft =6.166 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (2.91 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.139 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 6.166 k-ft -(0.6-0.14(1.032) x 1.139 k-ft)/2.91 WALL= 16 psf x 14.00 ft = 224.00 plf =1.941 KIPS W = 269.00 plf V= 2.887 KIPS x 1000/10.9ft /0.73 R= h/w =364 plf = 2.75 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.73 ∑ΔACTUAL= 0.076 0.035 0.009 0.153 = 0.272 in USE:TYPE 4 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 470 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 19% 77% 63% 63% 63% 63% MOT= (0 KIPS +2.887 KIPS +0 KIPS ) x (3.25ft / 10.9ft ) x8ft =6.886 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (3.25 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.421 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 6.886 k-ft -(0.6-0.14(1.032) x 1.421 k-ft)/3.25 WALL= 16 psf x 14.00 ft = 224.00 plf =1.920 KIPS W = 269.00 plf V= 2.887 KIPS x 1000/10.9ft /0.81 R= h/w =326 plf = 2.46 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.81 ∑ΔACTUAL= 0.068 0.031 0.006 0.135 = 0.241 in USE:TYPE 4 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 470 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 17% 69% 62% 62% 62% 62% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X3) 2.887 KIPS PANEL-X3.2 PANEL-X3.1 SHEARWALLS TO BE ANALYZED: X3.1 (2.91ft), X3.2 (3.25ft), X3.3 (2.33ft) & X3.4 (2.41ft) 0.00 lb 558.87 lb -23.63 lb 600.53 lb -327.82 lb 119.66 lb -462.84 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft -600 lb -400 lb -200 lb 0 lb 200 lb 400 lb 600 lb 800 lb DRAG FORCE ANALYSIS X3.1 OP X3.2 OP X3.3 OP X3.4 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft SHEARWALLS SKECTH LINE ++ + ++ + MOT= (0 KIPS +2.887 KIPS +0 KIPS ) x (2.33ft / 10.9ft ) x8ft =4.937 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (2.33 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.730 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 4.937 k-ft -(0.6-0.14(1.032) x 0.73 k-ft)/2.33 WALL= 16 psf x 14.00 ft = 224.00 plf =1.976 KIPS W = 269.00 plf V= 2.887 KIPS x 1000/10.9ft /0.58 R= h/w =454 plf = 3.43 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.58 ∑Δ= 0.095 0.044 0.017 0.194 = 0.350 in USE:TYPE 4 ∑ΔACTUAL=SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 470 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 24% 97% 64% 64% 64% 64% MOT= (0 KIPS +2.887 KIPS +0 KIPS ) x (2.41ft / 10.9ft ) x8ft =5.107 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 269 plf/1000 x (2.41 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.781 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 5.107 k-ft -(0.6-0.14(1.032) x 0.781 k-ft)/2.33 WALL= 16 psf x 14.00 ft = 224.00 plf =1.971 KIPS W = 269.00 plf V= 2.887 KIPS x 1000/10.9ft /0.6 R= h/w =439 plf = 3.32 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.60 ∑ΔACTUAL= 0.092 0.042 0.016 0.187 = 0.337 in USE:TYPE 4 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 470 plf 3.075 KIPS 3.075 KIPS 7.500 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 23% 93% 64% 64% 26% 64% PANEL-X3.4 PANEL-X3.3 ++ + ++ + FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 0.339 KIPS 0.339 KIPS 0.339 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS= 1.032 SHEAR STRESS: DRAG FORCE ANALYSIS LTOTAL=X4.1 (4.75ft)VMAX=0.13 KIPS LTOTAL=4.75 ft VALLOWABLE=1.25 KIPS VWALL=339 lbs / 4.75 ft =71.37 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 11% VOVERWALL=339 lbs / 7.82 ft =43.35 plf OVERTURNING: MOT= (0 KIPS +0.339 KIPS +0 KIPS ) x (4.75ft / 4.75ft ) x8ft =2.712 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 266.75 plf/1000 x (4.75 ft)²/2 ROOF= 15 psf x 9.25 ft = 138.75 plf =3.009 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 2.712 k-ft -(0.6-0.14(1.032) x 3.009 k-ft)/4.75 WALL= 16 psf x 8.00 ft = 128.00 plf =0.282 KIPS W = 266.75 plf V= 0.339 KIPS x 1000/4.75ft /1.04 R= h/w =69 plf = 1.68 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.04 ∑ΔACTUAL= 0.014 0.007 0.000 0.014 = 0.035 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 2% 22% 9% 9% 9% 9% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE X4) 0.339 KIPS PANEL-X4.1 SHEARWALLS TO BE ANALYZED: X4.1 (4.75ft) 0.00 lb -133.09 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft -150 lb -100 lb -50 lb 0 lb DRAG FORCE ANALYSIS OP X4.1 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft SHEARWALLS SKECTH LINE ++ + !"#$%&' ("$$)!**"!+&,-."1FG:CH=8: $# 4A9K7 P O5ADL-M4BQ6R-2DBM6C6J6KALD7 .DBN2M"29OCA2D.KKO5ADLTDBM4BQ6R-2DBPS= P;: : ;=V=V!VP= P ;:=V;:W 8' - 8 " 2' - 2 " 2' - 6 " 2' - 4 " 2' - 4 " 3' - 2 " 5' - 2 " 4' - 0 " 2' - 1 1 " 2' - 1 1 " C1 C1 Y1.1 Y1.2 Y1.3 Y1.4 Y2.1 Y2.2 Y2.3 Y3.1 Y3.2 Y2.4 130 sqft 865 sqft 850 sqft 144 sqft SHEARWALLS KEYPLAN -Y DIRECTION- FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 3.235 KIPS 3.235 KIPS 3.235 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS= 1.032 SHEAR STRESS: DRAG FORCE ANALYSIS LTOTAL=Y1.1 (3.17ft)+Y1.2 (2.91ft)+Y1.3 (5.17ft)+Y1.4 (4ft)VMAX=0.76 KIPS LTOTAL=15.25 ft VALLOWABLE=1.25 KIPS VWALL=3235 lbs / 15.25 ft =212.13 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 60% VOVERWALL=3235 lbs / 35.83 ft =90.29 plf OVERTURNING: MOT= (0 KIPS +3.235 KIPS +0 KIPS ) x (3.17ft / 15.25ft ) x8ft =5.380 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (3.17 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.432 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 5.38 k-ft -(0.6-0.14(1.032) x 1.432 k-ft)/3.17 WALL= 16 psf x 15.00 ft = 240.00 plf =1.491 KIPS W = 285.00 plf V= 3.235 KIPS x 1000/15.25ft /0.79 R= h/w =268 plf = 2.52 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.79 ∑ΔACTUAL= 0.056 0.026 0.012 0.108 = 0.201 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 14% 86% 49% 49% 49% 49% MOT= (0 KIPS +3.235 KIPS +0 KIPS ) x (2.91ft / 15.25ft ) x8ft =4.938 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (2.91 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.207 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 4.938 k-ft -(0.6-0.14(1.032) x 1.207 k-ft)/2.91 WALL= 16 psf x 15.00 ft = 240.00 plf =1.508 KIPS W = 285.00 plf V= 3.235 KIPS x 1000/15.25ft /0.73 R= h/w =291 plf = 2.75 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.73 ∑ΔACTUAL= 0.061 0.028 0.015 0.119 = 0.223 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 15% 93% 49% 49% 49% 49% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y1) 3.235 KIPS PANEL-Y1.2 PANEL-Y1.1 SHEARWALLS TO BE ANALYZED: Y1.1 (3.17ft), Y1.2 (2.91ft), Y1.3 (5.17ft) & Y1.4 (4ft) 0.00 lb -564.30 lb -178.05 lb -659.28 lb -304.72 lb -756.16 lb -126.22 lb -487.37 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft -800 lb -600 lb -400 lb -200 lb 0 lb 200 lb DRAG FORCE ANALYSIS OP Y1.1 OP Y1.2 OP Y1.3 OP Y1.4 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft SHEARWALLS SKECTH LINE ++ + ++ + MOT= (0 KIPS +3.235 KIPS +0 KIPS ) x (5.17ft / 15.25ft ) x8ft =8.774 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (5.17 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =3.809 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 8.774 k-ft -(0.6-0.14(1.032) x 3.809 k-ft)/5.17 WALL= 16 psf x 15.00 ft = 240.00 plf =1.361 KIPS W = 285.00 plf V= 3.235 KIPS x 1000/15.25ft /1.06 R= h/w =201 plf = 1.55 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.06 ∑Δ= 0.042 0.019 0.005 0.060 = 0.126 in USE:TYPE 6 ∑ΔACTUAL=SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 9% 64% 44% 44% 44% 44% MOT= (0 KIPS +3.235 KIPS +0 KIPS ) x (4ft / 15.25ft ) x8ft =6.788 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (4 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =2.280 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 6.788 k-ft -(0.6-0.14(1.032) x 2.28 k-ft)/5.17 WALL= 16 psf x 15.00 ft = 240.00 plf =1.437 KIPS W = 285.00 plf V= 3.235 KIPS x 1000/15.25ft /1 R= h/w =212 plf = 2 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.00 ∑ΔACTUAL= 0.044 0.020 0.006 0.082 = 0.153 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 7.500 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 11% 68% 47% 47% 19% 47% PANEL-Y1.4 PANEL-Y1.3 ++ + ++ + FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 3.179 KIPS 3.179 KIPS 3.179 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS= 1.032 SHEAR STRESS: DRAG FORCE ANALYSIS LTOTAL=Y2.1 (2.33ft)+Y2.2 (2.33ft)+Y2.3 (2.91ft)+Y2.4 (8.66ft)VMAX=1.19 KIPS LTOTAL=16.23 ft VALLOWABLE=1.25 KIPS VWALL=3179 lbs / 16.23 ft =195.87 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 95% VOVERWALL=3179 lbs / 41.73 ft =76.18 plf OVERTURNING: MOT= (0 KIPS +3.179 KIPS +0 KIPS ) x (2.33ft / 16.23ft ) x8ft =3.651 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (2.33 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.774 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 3.651 k-ft -(0.6-0.14(1.032) x 0.774 k-ft)/2.33 WALL= 16 psf x 15.00 ft = 240.00 plf =1.416 KIPS W = 285.00 plf V= 3.179 KIPS x 1000/16.23ft /0.58 R= h/w =336 plf = 3.43 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.58 ∑ΔACTUAL= 0.070 0.032 0.007 0.139 = 0.249 in USE:TYPE 4 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 470 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 17% 71% 46% 46% 46% 46% MOT= (0 KIPS +3.179 KIPS +0 KIPS ) x (2.33ft / 16.23ft ) x8ft =3.651 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (2.33 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.774 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 3.651 k-ft -(0.6-0.14(1.032) x 0.774 k-ft)/2.33 WALL= 16 psf x 15.00 ft = 240.00 plf =1.416 KIPS W = 285.00 plf V= 3.179 KIPS x 1000/16.23ft /0.58 R= h/w =336 plf = 3.43 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.58 ∑ΔACTUAL= 0.070 0.032 0.007 0.139 = 0.249 in USE:TYPE 4 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 470 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 17% 71% 46% 46% 46% 46% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y2) 3.179 KIPS PANEL-Y2.2 PANEL-Y2.1 SHEARWALLS TO BE ANALYZED: Y2.1 (2.33ft), Y2.2 (2.33ft), Y2.3 (2.91ft) & Y2.4 (8.66ft) 0.00 lb -476.13 lb -197.24 lb -806.69 lb -527.80 lb -1194.38 lb -846.08 lb -1036.53 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft -1500 lb -1000 lb -500 lb 0 lb DRAG FORCE ANALYSIS OP Y2.1 OP Y2.2 OP Y2.3 OP Y2.4 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft 30.00 ft 35.00 ft 40.00 ft 45.00 ft SHEARWALLS SKECTH LINE ++ + ++ + MOT= (0 KIPS +3.179 KIPS +0 KIPS ) x (2.91ft / 16.23ft ) x8ft =4.560 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (2.91 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =1.207 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 4.56 k-ft -(0.6-0.14(1.032) x 1.207 k-ft)/2.91 WALL= 16 psf x 15.00 ft = 240.00 plf =1.378 KIPS W = 285.00 plf V= 3.179 KIPS x 1000/16.23ft /0.73 R= h/w =269 plf = 2.75 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.73 ∑Δ= 0.056 0.026 0.012 0.108 = 0.203 in USE:TYPE 6 ∑ΔACTUAL=SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 14% 86% 45% 45% 45% 45% MOT= (0 KIPS +3.179 KIPS +0 KIPS ) x (8.66ft / 16.23ft ) x8ft =13.570 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (8.66 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =10.687 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 13.57 k-ft -(0.6-0.14(1.032) x 10.687 k-ft)/2.91 WALL= 16 psf x 15.00 ft = 240.00 plf =1.005 KIPS W = 285.00 plf V= 3.179 KIPS x 1000/16.23ft /1.14 R= h/w =173 plf = 0.92 →REDUCTION FACTOR BELOW = (1.25-0.125h/b)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 1.14 ∑ΔACTUAL= 0.036 0.017 0.003 0.027 = 0.082 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 7.500 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 6% 55% 33% 33% 13% 33% PANEL-Y2.4 PANEL-Y2.3 ++ + ++ + FORCES: F2= 0.000 KIPS 0.000 KIPS F1= 0.539 KIPS 0.539 KIPS 0.539 KIPS 0.000 KIPS FTOTAL= SEISMIC GOVERNS LOAD COMB.= (0.6-0.14SDS)D+0.7E SDS= 1.032 SHEAR STRESS: DRAG FORCE ANALYSIS LTOTAL=Y3.1 (2.5ft)+Y3.2 (2.5ft)VMAX=0.20 KIPS LTOTAL=5.00 ft VALLOWABLE=1.25 KIPS VWALL=539 lbs / 5 ft =107.80 plf USE:TYPE 6 w/ 2-2x4 MIN. T.P. 16% VOVERWALL=539 lbs / 20.66 ft =26.09 plf OVERTURNING: MOT= (0 KIPS +0.539 KIPS +0 KIPS ) x (2.5ft / 5ft ) x8ft =2.156 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (2.5 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.891 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 2.156 k-ft -(0.6-0.14(1.032) x 0.891 k-ft)/2.5 WALL= 16 psf x 15.00 ft = 240.00 plf =0.700 KIPS W = 285.00 plf V= 0.539 KIPS x 1000/5ft /0.63 R= h/w =172 plf = 3.2 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.63 ∑ΔACTUAL= 0.036 0.017 0.003 0.064 = 0.120 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 8% 55% 23% 23% 23% 23% MOT= (0 KIPS +0.539 KIPS +0 KIPS ) x (2.5ft / 5ft ) x8ft =2.156 k-ft WEIGTH= LOAD TRIBUTARY TOTAL MR= 285 plf/1000 x (2.5 ft)²/2 ROOF= 15 psf x 3.00 ft = 45.00 plf =0.891 k-ft 2ND FLOOR= 15 psf x 0.00 ft = 0.00 plf 1ST FLOOR= 15 psf x 0.00 ft = 0.00 plf T=C= 2.156 k-ft -(0.6-0.14(1.032) x 0.891 k-ft)/2.5 WALL= 16 psf x 15.00 ft = 240.00 plf =0.700 KIPS W = 285.00 plf V= 0.539 KIPS x 1000/5ft /0.63 R= h/w =172 plf = 3.2 →REDUCTION FACTOR BELOW = (2b/h)ΔBENDING ΔSHEAR ΔNAIL SLIP ΔHOLDOWN = 0.63 ∑ΔACTUAL= 0.036 0.017 0.003 0.064 = 0.120 in USE:TYPE 6 ΔALLOWABLE SHEATING LEFT HD. RIGHT HD. LEFT TA. RIGHT TA. LEFT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 1.44 in 312 plf 3.075 KIPS 3.075 KIPS 3.075 KIPS 3.075 KIPS RIGHT HD.4x4-HDU2 w/ SET-3G AND EMBED=7.5'' 8% 55% 23% 23% 23% 23% SHEARWALLS ANALISYS FOR LEVEL 1 (LINE Y3) 0.539 KIPS PANEL-Y3.2 PANEL-Y3.1 SHEARWALLS TO BE ANALYZED: Y3.1 (2.5ft) & Y3.2 (2.5ft) 0.00 lb -163.06 lb 41.22 lb -204.28 lb 0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb0.00 lb 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft -250 lb -200 lb -150 lb -100 lb -50 lb 0 lb 50 lb 100 lb DRAG FORCE ANALYSIS OP Y3.1 OP Y3.2 0.00 ft 1.00 ft 2.00 ft 3.00 ft 4.00 ft 5.00 ft 6.00 ft 7.00 ft 8.00 ft 9.00 ft 0.00 ft 5.00 ft 10.00 ft 15.00 ft 20.00 ft 25.00 ft SHEARWALLS SKECTH LINE ++ + ++ + Wood Column LIC# : KW-06020349, Build:20.25.07.31 Ramirez Structural Inc (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 Project File: 25-151 broadway_020349.EC6 Project Title: Engineer: ENERCALC Cloud Project ID: 271206 . Referenced Design Standard(s) : NDS 2018 Load Combinations Used : IBC 2021 (1) Code References Governing Code : IBC 2021 General Information Wood Section Name 6x6Analysis Method : 8Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top Free, Bottom Fixed Wood Species Douglas Fir-Larch Wood Grade No.1 Fb +1,350.0 1,350.0 psi 925.0 625.0 170.0 675.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 8 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 8 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 52.450 lbs * Dead Load Factor AXIAL LOADS . . . B2: Axial Load at 8.0 ft, D = 0.920, Lr = 0.5350 k B7: Axial Load at 8.0 ft, D = 0.6570, Lr = 0.8340 k BENDING LOADS . . . E -SEISMIC: Lat. Point Load at 8.0 ft creating Mx-x, E = 0.250 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.2931 Location of max.above base 0.0 ft Applied Axial 1.629 k Applied Mx -1.40 k-ft Load Combination +D+0.70E+H Load Combination +D+0.70E+H Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 13.017 psi 272.0Allowable Shear psi 0.03190 : 1 Bending Compression Shear Location of max.above base 8.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.250 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.6012 in at 8.0 ft above base for load combination :E Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 1,050.66 psi Other Factors for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+H 0.900 PASS PASS0.0 0.0 8.0 ft0.857 ft0.07554 +D+L+H 1.000 PASS PASS0.0 0.0 8.0 ft0.836 ft0.06962 +D+Lr+H 1.250 PASS PASS0.0 0.0 8.0 ft0.784 ft0.1093 +D+S+H 1.150 PASS PASS0.0 0.0 8.0 ft0.805 ft0.06289 +D+0.750Lr+0.750L+H 1.250 PASS PASS0.0 0.0 8.0 ft0.784 ft0.09686 +D+0.750L+0.750S+H 1.150 PASS PASS0.0 0.0 8.0 ft0.805 ft0.06289 +D+0.60W+H 1.600 PASS PASS0.0 0.0 8.0 ft0.710 ft0.05127 Wood Column LIC# : KW-06020349, Build:20.25.07.31 Ramirez Structural Inc (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 Project File: 25-151 broadway_020349.EC6 Project Title: Engineer: ENERCALC Cloud Project ID: 271206 Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+0.70E+H 1.600 PASS PASS0.0 0.03190 8.0 ft0.710 ft0.2931 +D+0.750Lr+0.750L+0.450W+H 1.600 PASS PASS0.0 0.0 8.0 ft0.710 ft0.08357 +D+0.750L+0.750S+0.450W+H 1.600 PASS PASS0.0 0.0 8.0 ft0.710 ft0.05127 +D+0.750L+0.750S+0.5250E+H 1.600 PASS PASS0.0 0.02393 8.0 ft0.710 ft0.2205 +0.60D+0.60W+0.60H 1.600 PASS PASS0.0 0.0 8.0 ft0.710 ft0.03076 +0.60D+0.70E+0.60H 1.600 PASS PASS0.0 0.03190 8.0 ft0.710 ft0.2874 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments +D+H 1.629 +D+L+H 1.629 +D+Lr+H 2.998 +D+S+H 1.629 +D+0.750Lr+0.750L+H 2.656 +D+0.750L+0.750S+H 1.629 +D+0.60W+H 1.629 +D+0.70E+H 1.6290.175 1.400 +D+0.750Lr+0.750L+0.450W+H 2.656 +D+0.750L+0.750S+0.450W+H 1.629 +D+0.750L+0.750S+0.5250E+H 1.6290.131 1.050 +0.60D+0.60W+0.60H 0.978 +0.60D+0.70E+0.60H 0.9780.175 1.400 D Only 1.629 Lr Only 1.369 L Only S Only W Only E Only 0.250 2.000 H Only .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance +D+H 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 +D+Lr+H 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.421 8.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.316 8.0000.000 0.0000 0.000 0.0000.000 0.0000 0.421 8.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.000 0.0000.000 0.0000 0.601 8.0000.000 0.0000 0.000 0.0000.000 . Actual shear at base Actual moment at base Wood Column LIC# : KW-06020349, Build:20.25.07.31 Ramirez Structural Inc (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 Project File: 25-151 broadway_020349.EC6 Project Title: Engineer: Project ID: ENERCALC Cloud Project ID: 271206 Project Descr: Sketches 5.50 in 5.50 in +Y +X 6x6 Load 1Load 2 Height = 8.0 ft 1.455k1.491k Height = 8.0 ft 1.455k1.491k 0.25k MPBZTM Moment Post Base CITY OF SANTA ANA afnni 0 W QW P 1161 g Agency 14 e ff +d FOR PERMIT ISSUANCE The patent -pending MPBZ is specifically designed to provide W2 --i aster ID: M 0. moment resistance for columns or posts. An innovative overlapping I�W1—�— ° t te: �� M sleeve design encapsulates the post, • ° .. ° I ° U helping to resist rotation around o I • ° N • 4' min. sidecover 4' min sidecover C its base. It is available for 4x4, O #� for MPB44Z for MPB44Z M 6x6 and 8x8 posts. The MPBZ is • ' ° I ° 5' min. sidecover • ; 5' min sidecover y ideal for outdoor structures, such f I ° i for MPB66Z for MPB66Z as carports, fences and decks. s ° • ° 6' min. sidecover I 6' min. sidecover for MPB88Z r for MPB88Z m Built-in stand-off tabs provide the ed required 1' stand-off to resist decay of the post while eliminating multiple and assembly. Additionally, the parts MPBZ is available in ZMAX® as the / standard finish to meet exposure A conditions in many environments. For 10" stemwalls or round ® ` 5' min. ° p•. footings, see engineering letters, cover L-C-1 OMPBZ and L-C-MPBZ at strongtie.com. MPB88Z Typical MPB66Z (MPB44Z, MPB66Z similar) Nonreinforced Installation Features: US Patent 11,072,940 (others similar) • Internal top -of -concrete tabs • 1" standoff tabs • Additional holes provided to ry post, MPB44Z Py post, MPB66Z attach trim material an concrete block rA an concrete black • Weep hole provided for � 4x4 i F sxs C) water drainage post 4' min. post 5' min. Material: 12 gauge 1' stand off sidecover (typ.) 1' stand off sidecover (typ.) Finish: ZMAX coating 1__. I I A �T 7ir 1 • , 3' 11S4' �_,Installation: 7'/i 1y�.• Use all specified fasteners; tyP (min.)tyP 1G(1min.) see General Notes. °• Install MPBZ before concrete Concrete concrete Rlb is placed using embedment cover ppeer v o' Footing ACI-318 b by cover pper Footing ACUle, b byunless indicators and form board b designer noted b•' '•O unless designerlevel noted attachment holes. OthefWlSe + .• Otherwise . b•• b • Place st on tabs 1 "above f� Concrete cover per ACI-318 unless not otherwise Concrete cover per ACI-318 J unless noted otherwise top of concrete. • Install Strong -Drive® SDS SECTION A SECTION B Heavy -Duty Connector screws, 154' extension at be hook (Y2' clear from MPBZ) 3' extension at tie hook (W clear from MPBZ) which are supplied with the MPBZ. (Lag screws will not "horizontal ties 2W @ 3'spacing 2y. 44 horizontal ties @ 3'spacing achieve the same load.) extension at tie (square and d amond extension at tie is and diamond • Concrete level inside the part (f4' hookshaped ties) (y-,. dear shaped ties) must not exceed'/a' above from (4) I4 vertcal MPBZ) from (4I #4 vertical MPBZ) rebar at embedment line to allow for rebar at midpoints midpoints water drainage. Standard (4) t4 vertical Standard (4) 14 vertical • Annual inspection of connectors hook PP rebar at corners ACI 318 at 8' out to out hooks pper rebar at corners ACI 318 1at 12' out to out used in outdoor application is advised. If significant corrosion ( p.) 12'square Concrete cover Limited - squa a per ACI-318 (typ,) noted � Lines 16'square Concrete cover noted (mm.) per ACI 318 (typ.) � is apparent or suspected, otherwise unless noted Footing by designer --� otherwise otherwise unless noted Footing by designer otherwise then the wood, fasteners and connectors should be evaluated MPB44Z MPB66Z by a qualified engineer or Reinforced Concrete Footing Reinforced Concrete Footing inspector. Footing (size and reinforcement) by designer. Footing (size and reinforcement) by designer. Standard hook geometry in accordance Standard hook geometry in accordance Codes: See p.13 for Code with ACI 318 unless noted otherwise. with ACI 318 unless noted otherwise. Reference Key Chart These reinforced MPBZ details are available on strongtie.com/mpbz. 82 7 ■ CITY OF SANTA ANA ling a gency PBZTm A d FOR PERMIT ISSUA oment Post Base (cont.) These products are available with additional corrosion protection. For more information, see p.16. Master ID: Concrete Wo d[iy�t�tyly Dimensions Allowable Loads DF/SP Ilowable Loads Rotational Model Nominal Column (in.) Strong -Drives 1 ness Code Uplift Lateral F1 Moment M Moment No. Size SIDS Screws (ft: Ib.) Download Download M ( in. -lb./ Ref. (100) (160) (ft: Ib.) rad.) yy1 / W2 D H Uncracked Cracked Uncracked Cracked Uncracked Cracked (160) Nonreinforced Concrete Wind and Seismic Design Category A&B MPB44Z 4x4 3�s 7r/e 7r/e (16) 1/4" x 21/z" 4,900 3,820 1,750 1,225 1,350 945 6,240 6,410 1,520 1,245,000 MPB66Z 6x6 5%6 71/a 71/4 (24) r/4" x 2'b" 5,815 5,815 3.435 2,405 2.680 1,875 9,360 10,855 3,730 2,405,000 IBC' FL, LA MPB88Z 8x8 79AG 7r/e 7% (36) r/i' x 3" 11,860 9,315 7,200 5,560 4,160 2,910 15,120 17.690 4,560 5,515,000 Seismic Design Category C-F MPB44Z 4x4 3`<'is 71/4 71/4 (16)1/4" x 2rfz" 4,785 3,350 1,535 1,075 M80 830 6,240 6,410 1,520 1,245,000 MPB66Z 6x6 5`<'is 71/4 7Y4 (24)114" x 2W 5,815 5,815 3.015 2,110 2,055 1,645 9,360 10.855 3,730 2,405,000 IBC FL, LA MPB88Z 8x8 7 AG 71/4 71/4 (36) 1/a' x 3" 10,155 8,165 6,965 4,875 3,470 2,550 15,120 17,690 4,560 5,515,000 Reinforced Concrete Wind and Seismic Design Category A&B MPB44Z 4x4 3%6 7r/e 71/4 (16) r/4" x 21/2" 4,900 3.820 1,750 1,225 1,520 1,520 6,240 6,410 1.520 1,245,000 MPB66Z 6x6 5%6 71/4 7'A (24) r/i' x 2r/z" 5.815 5,815 3,435 2,405 3,730 3,190 9,360 10.855 3.730 2,405.000 IBC FL, LA MPB88Z 8x8 74is 71/4 7Ya (36)1/4" x 3" 11,860 9,315 7,200 5,560 4,560 4,560 15,120 17,690 4,560 5,515,000 Seismic Design Category C-F MPB44Z 4x4 3`rSs 71/4 71/4 (16)1/:' x 21h" 4,785 3,350 1,535 1,075 1,520 1,520 6,240 6,410 1.520 1,245,000 MPB66Z 6x6 5% 7v4 7Y4 (24)Y4 x2W 5,815 5,815 3.015 0 3.350 2.795 9,360 10,855 3,730 2,405,000 IBC FL, LA MPB88Z 8x8 7% 71/4 71/a (36) Yi x 3' 10,155 8,165 6,965 E4.975 4,560 4,560 15,120 17,690 4,560 5,515.000 1. Loads may not be increased for duration of load. 2. Higher download can be achieved by solidly packing grout n the 1' standoff area before installation of the post. Allowable download shall be based on either the wood post design or the concrete design calculated per code. 3. Concrete shall have a minimum compressive strength of f'c = 2,500 psi. 4. Tabulated rotational stiffness accounts for the rotation of the base assembly attributable to deflection of the connector, fastener slip, and post deformation. Designer must account for additional deflection attributable to bending of the post. 5. Multiply seismic and wind ASD uplift and lateral load values by 1.43 or 1.67, respectively, to obtain LRFD capacities. 6. In accordance with IBC, Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. 7. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by designer. 8. Allowable load shall be the lesser of the wood assembly or concrete allowable load. 9. For loading simultaneously in more than one direction, the allowable load must be evaluated using the following equation: (Design Uplift / Allowable Uplift, or Design Download / Allowable Download) + (Design Moment / Allowable Moment) + (Design Lateral / Allowable Lateral) <_ 1.0. 10. To account for shrinkage up to 3°Y , multiply rotational stiffness by 0.75. Reduction may be linearly interpolated for shrinkage less than 3q . 11. Tabulated load values may be used for rough sawn lumber or larger size posts without reduction factors. Rough -size and larger -size posts shall be planed uniformly on all four sides such that centerline of post is concentric with the center line of MPBZ. SECTION C j post. MP888Z I 3' extension at 6e hook and concrete block j C (W min. dear from MP82) 8x8 j post 14 horizontal 6' min. ties* T spacing 1' stand off + sidecover (ryp.) (square and _ 2'typ. T extension - at tie hook clear diamond shaped ties) 7y� 1S4' 3' I fromMPBZ) 141;5avertical l typ - (1min.) - midpoints Standard hooks (4) 15 vertical rebar at corners concrete I per ACI 318 (ryp.) at 16' out to out cover per b 0 �` Footing unless noted ACI- y unless by otherwise designer 20'square Concrete cover noted OthefWlse b.• b •'b .• Concrete cover ACI-318 (mm.) Footing by designer unless -3181ryP) unless noted otherwise per unless noted otherwise MPB88Z Reinforced Concrete Footing Footing (size and reinforcement) by designer. Standard hook geometry in accordance with ACI 318 unless noted otherwise. \10E to CL 83 E H BASE MOMENT M = 2.00 k-ft (see calc's page 75) M allowed = 2.795 k-ft (see calc's page 78) 2.795 k-ft > 2.00 k-ft ........ ok BASE SHEAR V = 0.25 k (see calc's page 75) V allowed = 2.11 k (see calc's page 78) 2.11 k > 0.25 k ...............ok USE 6x6 POST w/ MPB66Z POST BASE CITY EXTERIOR COVERING: MIN ONE LAYER OF NO 15 ASPHALT, FELT, COMPLYING W/ 2X DOUBLE TOP PLATE NOTES: CALIFORNIA MECHANICAL CODE NOTES: ASTMD 226 FOR TYPE 1 FELT OR OTHER APPROVED WATER RESITIVE BARRIER R311.3 FLOORS AND LANDINGS AT EXTERIOR DOORS IS REQUIRED FOR THE EXTERIOR. SUCH MATERIALS SHALL BE APPLIED HORIZO— THERE SHALL BE A LANDING OR FLOOR ON EACH SIDE OF EACH — CONDENSATE LINES FROM MECHANICAL EQUIPMENT SHALL DISCHARGE TO A PLUMBIN FNTKL UK NTALLY, WITH THE UPPER LAYER LAPPED OVER LOWER LAYER NOT LESS THAN 2X CRIPPLE STUDS EXTERIOR DOOR. THE WIDTH OF EACH LANDING SHALL BE NOT LESS STORM DRAIN BY MEANS OF AN INDIRECT WASTE PIPE. CONDENSATE LINES SHALL NOT TERMINATE IN TWO INCHES AND WHERE JOINTS OCCUR THE MATERIAL SHALL BE LAPPED NOT THAN THE DOOR SERVED. EVERY LANDING SHALL HAVE A DIMENSION OF LANDSCAPE YARD AREAS. LESS THAN SIX INCHES. WHERE APPLIED OVER WOOD BASE SHEATING, A HEADER AS OCCURS PER PLAN NOT LESS THAN 36 INCHES MEASURED IN THE DIRECTION OF TRAVEL. PERFORMANCE AT LEAST EQUIVALENT OF GRADE D PAPER IS REQUIRED. THE SLOPE AT EXTERIOR LANDINGS SHALL NOT EXCEED 1 /4 UNIT — A DOMESTIC CLOTHES DRYER DUCT SHALL BE OF METAL AND A MINIMUM OF 4" IN IAMETER. THE (R703.2, R703.7.3 CRC). VERTICAL IN 12 UNITS HORIZONTAL (2%). EXHAUST DUCT SHALL NOT EXCEED A TOTAL COMBINED HORIZONTAL AND VERTICAL LE GHT OF 14' TRIMMER STUD EXCEPTION: EXTERIOR BALCONIES LESS THAN 60 SQUARE FEET AND INCLUDING TWO-90 DEG ELBOWS. TWO FEET SHALL BE DEDUCTED FOR EACH 90—DEGR ELBOW IN ANEW PORTLAND CEMENT PLASTER (STUCCO) KING STUD ONLY ACCESSIBLE FROM A DOOR ARE PERMITTED TO HAVE A LANDING LESS THAN 36 INCHES MEASURED IN THE DIRECTION OF TRAVEL. EXCESS OF TWO. PLEASE SEE FLOOR PLAN FOR LOCATION OF DUCT.FOR OVER METAL LATH 3/8 SCRATCH COAT, 3/8" BROWN COAT, 1/8" FINISH COAT. 1 R311.3.1 FLOOR ELEVATIONS AT THE REQUIRED EGRESS DOORS — EXHAUST VENTS TERMINATIONS OUTDOORS SHALL BE COVERED BY SCREENS WITH NO APPLY OVER 2 LAYER GRADE "D" PAPER I 2X COMMON WOOD STUDS LANDINGS OR FINISHED FLOORS AT THE REQUIRED EGRESS DOOR SHALL LESS THAN 1 /4" OPENINGS AND NOT MORE THAN 1 /2" OPENINGS. o OVER PLYWOOD. (TO MATCH EXISTING HOME) _ �� @ 16 O.C. TYP BE NOT MORE THAN 1-1 2 INCHES LOWER THAN THE TOP OF THE / —(EXCEPT DRYER VENTS). THRESHOLD. DRYER VENT TO OUTSIDE— CLOTHES DRYER MOISTURE EXHAUST DUCT TO BE MIN. 4 DI TO THE INTERIOR FINISH MATERIAL. w WOOD 2X SOLE PLATE EXCEPTION: THE LANDING OR FLOOR ON THE EXTERIOR SIDE SHALL BE = NOT MORE THAN 7-3/4 INCHES BELOW THE TOP OF THE THRESHOLD OUTSIDE AND EQUIP WITH A BACK DRAFT DAMPER. EXHAUST DUCT LENGHT IS LIMITED Tf 14 FT. WITH 2 X STUD WALL W/ INSULATION PER T24 c� PROVIDED THE DOOR DOES NOT SWING OVER THE LANDING OR FLOOR. 2 ELBOWS. DRYER EXHAUST DUCT SHALL NOT TERMINATE LESS THAN 3 FT FROM OPENINGS INTO T MM r E'B17�. RUN LATH AND BLDG. PAPER WHERE EXTERIOR LANDINGS OR FLOORS SERVING THE REQUIRED EGRESS DOOR ARE NOT AT GRADE, THEY SHALL BE PROVIDED WITH ACCESS TERMINATION OF ENVIRONMENTAL AIR DUCTS. ttpp OVER CORROSION RESISTANT 26 GA WEEP SCREED w HILTY X—CF 72 W A MIN PENETRATION TO GRADE BY MEANS OF A RAMP IN ACCORDANCE WITH SECTION ENVIRONMENTAL AIR DUCT EXHAUST SHALL TERMINATE NOT LESS THAN 3 FT FROM A P OR4gI''NE 2 X P.T.D.F. MUDSILL. w OF/1-1/4" INTO (E)SLAB R311.8 OR STAIRWAY IN ACCORDANCE WITH SECTION R311.7. AND 3 FT FROM OPENINGS INTO THE BUILDING. — DUCTS PENETRATING WALL OR CEILING SEPARATIONS BETWEEN A GARAGE AT 24" O.C. UNO R311.3.2 FLOOR ELEVATIONS FOR OTHER EXTERIOR DOORS DOORS OTHER THAN THE REQUIRED EGRESS DOOR SHALL BE PROVIDED AND A DWELLING UNIT SHALL BE CONSTRUCTED OF MINIMUM 26 GAGE SHEET WITH LANDINGS OR FLOORS NOT MORE THAN 7-3/4 INCHES BELOW THE METAL AND SHALL HAVE NO OPENINGS INTO THE GARAGE. TOP OF THE THRESHOLD. BATHROOM EXHAUST FANS. 2X BLCKG BETWEEN EXCEPTION: A TOP LANDING IS NOT REQUIRED WHERE A STAIRWAY OF CONIINOUS PLASTER TOE NAIL CEILING JOIST NOT MORE THAT TWO RISERS IS LOCATED ON THE EXTERIOR DOOR, EACH BATHROOM SHALL BE MECHANICALLY VENTILATED AND COMPLY WITH THE FOLLOWING: 26 GA WEEP SCREED. PROVIDED THAT THE DOOR DOES NOT SWING OVER THE STIARWAY. A) FANS SHALL BE ENERGY STAR COMPLIANT AND DUCTED TO TERMINATE OUTSIDE THE BUILDING. _ Z co R311.3.3 STORM AND SCREEN DOORS B) UNLESS FUNCTIONING AS A COMPONENT OF A WHOLE HOUSE VENTILATION SYSTEM, FANS MUST BE � FINISH GRADE < FJ AS OCCURS PER PLAN STORM AND SCREEN DOORS SHALL BE PERMITTED TO SWING OVER CONTROLLED BY HUMIITY CONTROL. EXTERIOR STAIRS AND LANDINGS. i) HUMIDITY CONTROLS SHALL BE CAPABLE OF AJUSTMENT BETWEEN A RELATIVE HUMIDITY RANGE OF FIREBLOCKING IS REQUIRED AT THE FOLLOWING LOCATIONS: III-I�IIIj11 �II— <50% TO A MAX OF 80%. A HUMIDITY CONTROL MAY UTILIZE MANUAL OR AUTOMATIC MEANS OF II-IIII— DOUBLE TO %'1/2" —IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS VERTICALLY AT THE CEILING AND FLOOR LEVELS AND HORIZONTALLY AT INTERVALS AJUSTMENT. PLATE 10 NOT ii) A HUMIITY CONTROL MAY BE SEPARATE COMPONENT TO THE EXHAUST FAN AND IS NOT REQUIRED NOTES: GYP BD TYP AXLE LADING NECTIONS BETWEEN CONCEALED VERTICAL AND TO BE INTEGRAL (IE., BUILT—IN) A. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATING, THAT REST ON EXTE— INTERIOR HORIZONTAL SPACES (SOFFITS, DROP CEILINGS, COVE CEILINGS). HORIZONTAL C 5 CHANGES OF AIR PER HOUR 50 CFM VENTED TO EXIT. HUMIDSTAT CONTROLLED. RIOR FOUNDATION WALLS AND ARE LESS THAN 8 INCHES FROM EXPOSED NON —BEARING WALL OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT —ATCEILING AND FLOOR LEVEL. HVAC SUPPORTED BY THE GROUND/FLOOR SHALL BE INSTALLED ON A NON—COMBUSTIBLE FLOOR OR A EARTH SHALL BE OF NATURALLY DURABLE OR PRESERVATIVE TREATED WOOD. CONCRETE SLAB A MINIMUM OF 3" ABOVE THE ADJOINING GROUND/FLOOR. B. WEEP SCREED FOR STUCCO AT THE FOUNDATION PLATE LINE SHALL BE A DRIP EDGE MUST EXTEND ROOF SHEATING MIN 2" ONTO ROOF TYPICAL 2X WALL DETAIL —(WOOD CONSTRUCTION) 5 R327.1 AGING IN PLACE DESIGN AND FALL PREVENTION. MINIMUM OF 4 INCHES ABOVE THE EARTH AND 2 INCHES ABOVE PAVED AREAS. DRIP EDGE MUST BE FASTENED WITH 12—GA R327.1.1 REINFORCEMENT FOR GRAB BARS. AT LEAST ONE BATHROOM ON THE ENTRY LEVEL SHALL BE PROVIDED WITH REIFORCEMENT INSTALLED IN EXTERIOR WALL WATER RESISTIVE BARRIER 1 VERTICAL LEG OF ROOFING NAILS WITH DRIP EDGE MUST 3 8" DIA HEADS EVERY ,0.C. ACCORDANCE WITH THIS SECTION. WHERE THERE IN NO BATHROOM ON THE ENTRY LEVEL, AT LEAST ONE BATHROOM ON THE SECOND OR THIRD FLOOR OF THE DWELLING SHALL COMPLY WITH THIS SECTION. UNERLAYMENT SHALL BE TWO LAYERS CORNER PATCH EXTEND MORE 1 1. REIFORCEMENT SHALL BE SOLID LUMBER OR OTHER CONSTRUCTION MATERIALS APPROVED BY THE APPLIED IN THE FOLLOWING MANNER: RECOMMENDED PAPER THAN 1 /4" BELOW ENFORCING AGENCY. APPLY A 19—INCH STRIP OF UNDERLAYMENT SHEATING < SUBFASCIA 2. REIFORCEMENT SHALL NOT BE LESS THAN 2 BY 8 INCH NOMINAL LUMBER. 1-1/2 INCH BY 7-1/4 IN FELT PARALLEL TO AND STARTING AT THE OR OTHER CONSTRUCTION MATERIAL PROVIDING EQUAL HEIGHT AND LOAD CAPACITY. REINFORCEMENT EAVES. STARTING AT THE EAVE, APPLY 36" MECHANICALLY FASTEN AS SEALANT OR COMPATIBLE FASCIA SOFFIT SHALL BE LOCATED BETWEEN 32 INCHES AND 39-1/4 INCHES ABOVE THE FINISHED FLOOR FLUSH WITH WIDE SHEETS OF UNDERLAYMENT, NECESSARY IN CORNERS SEALANT TERMINATION THROUGH = THE WALL FRAMING. 3. WATER CLOSET REIFORCEMENT SHALL BE INSTALLED OB BOTH SIDE OF WALLS OF THE FIXTURE, OR OVERLAPPING SUCCESSIVE SHEETS 19" SECTION AT ROOF RAKE ONE SIDE WALL AND THE BACK WALL. DISTORTIONS IN THE UNDERLAYMENT SHALL � � � �5. FELT UNDERLAYMENT 4. SHOWER REINFORCEMENT SHALL BE CONTINUOUS WHERE WALL FRAMING IS PROVIDED. BATHTUB ANDUS ON EACH END NOT INTERFERE WITH THE ABILITY OF THE � � BATHTUB ANDTHEIBACBAWALLB ADD�TIVONALLY,OBACKEWALLSHALL OF REINFORCEMNENI REINFORCEMENT A LOWER GRAB SHINGLES TO SEAL. ASPHALT SHINGLES BAR SHALL BE PROVIDED WITH THE BOTTOM EDGE LOCATED NO MORE THAN 6 INCHES ABOVE THE SSEALANT EALANT TERMINATIONCOMPATIBLE BATHTUB RIM. PLY WITH RADIANT BARRIER DRIP EDGE 6. WHERE THE WATER CLOSET IS NOT PLACED ADJACENT TO A SIDE WALL CAPABLE OF ACCOMODATING A GRAB BAR, THE BATHROOM SHALL HAVE PROVISIONS FOR INSTALLATION OF FLOOR —MOUNTED, 2X RAFTER PER PLAN SILL PLATE FOLDAWAY OR SIMILAR ALTERNATE GRAB BAR REINFORCEMENTS APPROVED BY THE ENFORCING AGENCY. 2X6 FASCIA W/2" DRIP EDGE ROOF SHEATING DOCUMENLOCATIONTOFION FOR BAR DRAWINGS ING E REINFORCEMENOT SHALLTBE PLACED10IN THED/OR GRAB BARAB OPERA ON ANDDMAINTENANCE 2-2X6 CONT. TOP PLATES WINDOW SECTION AT ROOF RAKE MANUAL IN ACCORDANCE WITH THE CALIFORNIA GREEN BUILDING STANDARDS CODE. CH 4, DIV 4.4. SHEAR PANEL PER PLAN FLASHING ELECTRICAL RECEPTACLE OUTLET, SWITCH AND CONTROL HEIGHTS. ELECTRICAL RECEPTACLE OUTLETS, DRIP EDGE DETAIL 8 INSULATION PER T24 SWITCHES AND CONTROLS INCLUDING CONTROLS FOR HEATING VENTILATION'AND AIR CONDITIONING (OCCUPANTS FLASHING INTENDED TO BE USED BY SHALL BE LOCATED NO MORE THAN 48" MEASURED FROM THE 2X STUDWALL @ 16"O.C. TOP OF THE OUTLET BOX AND NOT LESS THAN 15" MEASURED FROM THE BOTTOM OF THE OUTLET BOX 7/8" STUCCO OVER (2)LAYERS OF ABOVE THE FINISH FLOOR. =r_=: GRADE 'D' PAPER. STEEP PITCH SHALLOW PITCH INTERIOR DOORS. EFFECTIVE JULY 1, 2024, AT LEAST ONE BATHROOM AND ONE BEDROOON THE ENTRY WEEP SCREED CLIP FOR ATTACHING LEVEL SHALL PROVIDE A DOORWAY WITH A NET CLEAR OPENING OF NOT LESS THAN 32M MEASURED 2X P.T. SILL W/A.B. TO ROOF DECK WITH THE DOOR POSITIONED AT AN ANGLE OF 90 DEGREES FROM THE CLOSED POSITION;' OR, IN THE as CASE OF A 2— OR 3— STORY SINGLE FAMILY DWELLING, ON THE 2ND OR 3RD FLOOR OF THE DO NOT FLASH DWELLING; IF A BATHROOM OR BEDROOM IS NOT LOCATED ON THE ENTRY LEVEL. OVER BOTTOM NAILING FLANGE ° ° BEND EDGES UP DOORBELL BUTTONS. DOORBELL BUTTONS OR CONTROLS, WHEN INSTALLED, SHALL NOT EXCEED 48" —INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURE'S SPECIFICATIONS ° TO DEFLECT WATER ABOVE THE EXTERIOR FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL ASSEMBLY. INSTALL UNDERLAYMENT VERTICALLY OR HORIZONTALLY TO FORM WATER SHEDDING LAPS —A MINIMUM OF 1" OF SPACES SHALL BE PROVIDED BETWEEN THE INSULATION INSTALL BARRIER OR COMPATIBLE SEALANT TO TOP LEADING EDGE OF HEAD FLASHING AND ALL NON WATER SHEDDING EDGES. 6 AND TO HOLD CLIPS WHERE DOORBELL BUTTONS INTEGRATED WITH OTHER FEATURES ARE REQUIRED TO BE INSTALLED ABOVE 48" MEASURED FROM THE EXTERIOR FLOOR OR LANDING, A STANDARD DOORBELL BUTTON OR CONTROL AND THE ROOF SHEATING AND AT THE LOCATION OF VENTS. AND TO HOLD CLIPS THAT ATTACH SHALL ALSO BE PROVIDED AT A HEIGHT NOT EXCEEDING 48" ABOVE EXTERIOR FLOOR OR LANDING, —7/8" MINIMUM THICKNESS OVER (2)LAYERS OF GRADE 'D' PAPER OVER WALLS ►, FLASHING TO ROOF MEASURED FROM THE TOP OF THE DOORBELL BUTTON OR CONTROL. WITH PLYWOOD/OSB SHEATING. W BARRIER TYPICAL SECTION DETAIL 2 'W' FLASHING DETAIL 9 A 125—VOLT, 15— OR 20—AMPERE—RATED RECEPTACLE OUTLET SHALL BE INSTALLED AT AN ACCESSIBLE LOCATION FOR THE SERVICING OF HEATING, AIR CONDITIONING, REFRIGERATION AND OTHER MECHANICAL STUCCO EQUIPMENT. IT SHALL BE LOCATED ON THE SAME LEVEL AND WITHIN 25 FT OF THE EQUIPMENT. THE RECEPTACLE OUTLET SHALL NOT BE CONNECTED TO THE LOAD SIDE OF THE EQUIPMENT DISCONNECTING Z—BAR MEANS. 36" MIN 54" MIN EXISTING/NEW "L" METAL MOVEMENT OF APPLIANCES WITH CASTERS SHALL BE ol ol ol 2X STUDWALL ROOFING PAPER LIMITED BY A RESTRAINING DEVICE INSTALLED IN 12"MAX ACCORDANCE WITH THE CONNECTOR AND APPLIANCE 24" MIN 12" MIN 42" MIN MANUFACTURER'S INSTALLATION INSTRUCTIONS. PROVIDE POSITIVE ELECTRICAL DISCONNECT SEE CONDENSATE DRAIN LINE NOTES ON SHEET G-3. CONDENSATE PAN WORK SPACE AT CONTROLS WALL/ROOF FLASHING DETAIL 3 LIGHT OVER CONTROLS DOOR 24" WIDE SOLID FLOOR ACCESS AREA 30" MIN 30" MIN COMPRESSIBLE — — CLEARANCE 1 1-1/2" MAX ELEMENT i THRESHOLD LEVEL WORKING PLATFORM 20' MAX - LIGHT SWITCH - I N _ I N 7-1/4" MAX MIN 30"X30" FOR SERVICING 30"X30' CIVIC 904.11.5 ro INTERIOR FLOOR EQUIPMENT ATTIC LEVEL ACCESS LEXTERIOR FLOOR OR Ir LANDING LEVEL THRESHOLD DETAIL 4 ATTIC FURNACE DETAIL 7 REAR WALL GRAB BAR DETAIL 10 SIDE WALL GRAB BAR DETAIL 11 Q LLJ 0 0 Q z LiJ cr) o LiJ z z C) o z Q U CD J Q z _z w Q = Q z U LJ L.J No. Date Description Drawn: RL Checked: Project No. Remark: Drawing No: G-1 1 OF 3 ENERGY STORAGE SYSTEMS (ESS)READY. ALL SINGLE FAMILY RESIDENCES THAT RECEPTACLES ELECTRICAL LEGEND INCLUDE ONE AND TWO DWELLING UNITS SHALL MEET THE FOLLOWING. ALL Plan -IN DWELLING UNITS A WALL RECEPTACLE OUTLET SHALL BE INSTALLED IN DUPLEX OUTLET ®12" U.N.O. ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. 1. AT LEAST ONE OF THE FOLLOWING SHALL BE PROVIDED: THE BATHROOM WITHIN 36 OF EACH BASIN LOCATION. BATHROOM RECEPTACLE BATHRM CEILING MOUNT EXHAUST FAN A. ESS READY INTERCONNECTION EQUIPMENT WITH A MINIMUM BACKED —UP OUTLETS SHALL BE SUPPLIED BY AT LEAST ONE 20—AMPERE BRANCH CIRCUIT. CAPACITY OF 60 AMPS AND A MINIMUM OF FOUR ESS—SUPPLIED BRANCH CIRCUITS OR SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. RECEPTACLE OUTLETS SHALL El KITCHEN CEILING MOUNT EXHAUST FAN . A DEDICATED RACEWAY FROM THE MAIN SERVICE TO A PANELBOARD NOT BE INSTALLED IN A FACE —UP POSITION IN THE WORK SURFACES OR R 0 ICAT RECESSED CEILING LIGHT FIXTURE SUB -PANEL) THAT SUPPLIES THE BRANCH CIRCUITS IN SEC11CN 150.O &2). COUNTERROPS IN A BATHROOM BASIN LOCATION. GFCI PROTECTED OUTLETS LL BRANCH CIRCUITS ARE PERMITTED TO BE SUPPLIED BY THE MAIN t CE ARE TO BE INSTALLED IN ALL BATHROOMS. MOTION LIGHTS C SMOKE DETE TOR FOR PANEL PRIOR TO THE INSTALLA11ON OF AN ESS. THE TRADE SIZE OF THE UL 217 RATED RACEWAY SHALL BE NOT LESS THAN 1 INCH. THE PANE�BOARD THAT SUPPLIES —RECEPTACLE OUTLETS SHALL BE INSTALLED SO THAT NO POINT ALONG THE THE BRANCH CIRCUITS SUBPANEL MUST BE LABELED SUBPANEL SHALL FLOOR LINE IN ANY WALL SPACE IS MORE THAN 6 FT MEASURED HORIZO— � FOURPLEX OUTLET � 12" U.N.O. M � CARBON MONOXIDE ALARM INCLUDE ALL BACKEDUP LOAD CIRCUITS. 2. A MINIMUM OF FOUR BRANCH CIRCUITS SHALL BE IDENTIFIED AND HAVE NTALLY, FROM AN OUTLET IN THAT SPACE, INCLUDING ANY WALL SPACE 2 FT UL 2034/20 5 RATED DUPLEX OUTLET WITH G.F.I. DOORBELL P SMiifter THEIR SOURCE OF SUPPLY COLLOCATED AT A SINGLE PANELBOARD SUITABLE OR MORE IN WIDTH, INCLUDES SPACE AFFORDED BY FIXED ROOM DIVIDERS TO BE SUPPLIED BY THE ESS. AT LEAST ONE CIRCUIT SHALL SUPPLY THE SUCH AS FREESTANDING BAR —TYPE COUNTERS, FIREPLACES, AND FIXED 1 REFRIGERATOR ONE LIGHTING CIRCUIT SHALL BE LOCATED NEAR THE PRIMARY EGRESS AND AT LEAST ONE CIRCUIT SHALL SUPPLY A SLEEPING ROOM CABINETS, AND THE WALL SPACE OCCUPIED BY FIXED PANELS IN EXTERIOR RECEPTACLE OUTLET. WALLS. R 220 VOLT RANGE OUTLET GARAGE DOORDate: 3. THE MAIN PANELBOARD SHALL HAVE A MINIMUM BUSBAR RATING OF 225 DISHWASHER OUTLET WITH G.F.I. O THERMOSTAT AMPS. _PLUG OUTLET LOCATIONS: RECEPTACLES OUTLETS SHALL BE INSTALLED SO 4. SUFFICIENT SPACE SHALL BE SERVED TO ALLOW FUTURE INSTALLA11ON OF THAT NO POINT ALONG THE FLOOR LINE IN ANY WALL SPACE IS MORE THAN DW A SYSTEM ISOLATION EQUIPMENT TRANSFER SWITCH WITHIN 3 FEET OF THE 6, MEASURED HORIZONTALLY, FROM AN OUTLET IN THAT SPACE, INCLUDING MAIN PANELBOARD. RACEWAYS HALL BE INSTA LED BETWEEN THE PANEL- BOARD AND THE SYSTEM ISOLATION EQUIPMENT TRANSFER SWITCH LOCATION ANY WALL SPACE 2' OR MORE IN WIDTH, INCLUDES SPACE AFFORDED BY FIXED ❑� FLOOR MOUNTED OUTLET El CABLE TELEVISION OUTLET TO ALLOW THE CONNECTION OF BACKUP POWER SOURCE. FROM DIVIDERS SUCH AS FREESTANDING BAR —TYPE COUNTERS, FIREPLACES, HEAT PUMP SPACE READY. SYSTEMS USING GAS OR PROPANE FURNACE TO AND FIXED CABINETS AND THE WALL SPACE OCCUPIED BY FIXED PANELS IN S WALL SWITCH ® 42" U.N.O. O JUNCTION BOX SERVE INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: EXTERIOR WALLS. 1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED WITHIN 3 FEET FROM THE FURNACE AND ACCESSIBLE TO THE FURNACE WITH -TAMPER RESISTANT RECEPTACLES. N ALL AREAS SPECIFIED IN SECTION S 3 3 WAY WALL SWITCH @ 42" U.N.O. WALL MNT. FLUOR. LIGHT FIXTURE NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL Bf� RATED AT 210.52. ALL NON -LOCKING 125-VOLT AND 20 AMPERE RECEPTACLES SHALL 30 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS 240V READY" ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE BE LISTED TAMPER -RESISTANT RECEPTACLES. S WALL SWITCH WITH DIMMER BRACKET LIGHT FIXTURE ®72" CALIFORNIA ELECTRICAL CODE. 2. THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO DISHWASHER RECEPTACLE C SURFACE MOUNT LIGHT FIXTURE ® ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A -GFCI PROTECTION SHALL BE PROVIDED FOR OUTLETS THAT SUPPLY DISHWA- FLUORESCENT LIGHT FIXTURE CALIFORNIA RESIDENTIAL CODE NOTES: FUTURE HEAT PUMP SPACE HEATER I�,STALLATION. THE RESERVED SPACE SHER INSTALLED IN DWELLING UNIT LOCATIONS. SHALL BE PERMANENTLY MARKED AS FOR FUTURE 240V USE". —FIELD CUTTING ENDS, NOTCHES, AND DRILLED HOLES IN PRESERVATIVE— LIGHTING ELECTRIC COOKTOP READY. TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH KITCHEN COUNTERTOP— WALL COUNTERTOP SPACES EXTERIOR LIGHTING SYSTEMS USING GAS OR PROPANE COOKTOP TO SERVE INDIVIDUAL DWELLING IN KITCHEN, BREAKFAST ROOMS, DINING ROOMS AND SIMILAR AREAS OF AWPA M4. — "OUTDOOR LIGHTING THAT IS ATTACHED TO A BUILDING MUST BE HIGH UNITS INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED DWELLING UNITS: A RECEPTACLE OUTLET SHALL BE INSTALLED AT EACH WALL — ALUMINUM CONDUCTORS OF NO. 6 OR SMALLER SHALL REQUIRE EFFICACY, CONTROLLED BY A MOTION SENSOR WITH AN INTEGRAL PHOTO- WITHIN 3 FEET FROM THE COOKTOP AND ACCESSIBLE TO THE COOKTOP WITH COUNTERTOP SPACE THAT IS 12" OR WIDER. RECEPTACLE OUTLETS SHALL BE CONTINUOUS INSPECTION BY APPROVED INDEPENDENT TESTING AGENCY FOR CONTROL. NO OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BED RATED AT SPACED SO THAT NO POINT ALONG THE WALL LINE IS MORE THAN 24" PROPER TORQUING OF CONNECTIONS AT THEIR TERMINATION POINT. ALL LIGHTING SOURCES INSTALLED IN CEILING RECESSED DOWNLIGHT LUMINAIRES 50 AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS 240V READY" MEASURED HORIZONTALLY FROM A RECEPTACLE OUTLET IN THAT SPACE. MUST BE HIGH EFFICACY AND CERTIFIED TO THE COMMISSION AS HIGH EFFICACY ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE SMOKE ALARMS, CARBON MONOXIDE ALARMS LIGHT SOURCES IN ACCORDANCE WITH REFERENCE JOINT APPENDIX JA8 AND CALIFORNIA ELECTRICAL CODE. 2. THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO - A DEDICATED 20AMP CIRCUIT WILL BE PROVIDED TO THE BATHROOM PLUG OUTLETS, LAUNDRY PLUG OUTLET, AND (2) TO THE KITCHEN COUNTERTOPS. - SMOKE ALARM SYSTEM AND COMPONENTS SHALL BE CALIFORNIA STATE MARKED AS REQUIRED BY JA8. (CEC TABLE 150.0-A) LUMINAIRES RECESSED INTO CEILING SHALL CONFORM TO THE REQUIREMENTS OF ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A FIRE MARSHAL LISTED AND APPROVED. FUTURE ELECTRIC COOKTOP INSTALLATION. THE RE%RVED SPACE SHALL BE — THE SMOKE ALARMS SHALL BE INTERCONNECTED IN SUCH A MANNER THAT SECTION 150.0(K)1 A: PERMANENTLY MARKED AS FOR FUTURE 240V USE. EXTERIOR RECEPTACLES THE ACTIVATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE 1. LISTED, AS DEFINED IN SECTION 100.1 FOR ZERO CLEARANCE INSULATION ELECTRIC CLOTHES DRYER READY. —EXTERIOR OUTLETS IN WET LOCATIONS REQUIRE ( BUBBLE COVER) PERMANENT INDIVIDUAL UNIT. THE ALARM SHALL BE CLEARLY AUDIBLE IN ALL BEDROOMS CONTACT (I L BY UL 2. HAVE A LABEL THAT CERTIFIES THE LUMINAIRE IS AIRTIGHT WITH AIR LEAKAGE CLOTHES DRYER LOCATIONS WITH GAS OR PROPANE PLUMBING TO SERVE TYPE PLUG IN COVERS OVER BACKGROUND NOISE LEVELS WITH ALL INTERVENING DOORS CLOSED. LESS THAN 2.0 CFM AT 75 PASCALS WHEN TESTED IN ACCORDANCE WITH ASTM INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING: 1. A DEDICATED 240 VOLT BRANCH CIRCUIT WIRING SHALL BE INSTALLED —A RECEPTACLE INSTALLED OUTDOORS IN A LOCATION PROTECTED FROM THE — AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED IN E283; 3. BE SEALED WITH A GASKET OR CAULK BETWEEN THE LUMINAIRE HOUSING AND WITHIN 3 FEET FROM THE CLOTHES DRYER LOCATIOB AND ACCESSIBLE TO THE WEATHER OR IN OTHER DAMP LOCATIONS SHALL HAVE AN ENCLOSURE FOR DWELLING UNITS AND IN SLEEPING UNITS WITHIN WHICH FUEL —BURNING CEILING, AND HAVE ALL AIR LEAK PATHS BETWEEN CONDITIONED AND CLOTHES DRYER LOCATION AND ACCESSIBLE TO THE CLOTHES DRYER WITH NO THE RECEPTACLE THAT IS WEATHERPROOF WHEN THE RECEPTACLE IS APPLIANCES ARE INSTALLED AND IN DWELLING UNITS THAT HAVE ATTACHED UNCONDITIONED SPACES SEALED WITH A GASKET OR CAULK; OBSTRUCTIONS. THE BRANCH CIRCUIT CONDUCTORS SHALL BED RATED AT 30 COVERED ( ATTACHEMENT PLUG CAP NOT INSERTED AND THE RECEPTACLE GARAGES. 4. FOR LUMINAIRES WITH HARDWIRED BALLASTS OR DRIVERS, ALLOW BALLAST OR AMPS MINIMUM. THE BLANK COVER SHALL BE IDENTIFIED AS 240V READY". COVERS CLOSED). CEC 406.9(A) AND 406.9(B)(2). —ALARMS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING DRIVER MAINTANANCE AND REPLACEMENT TO BE READILY ACCESSIBLE TO BUILDING OCCUPANTS FROM BELOW THE CEILING; ALL ELECTRICAL COMPONENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE CALIFORNIA ELECTRICAL CODE. WITH BATTERY BACKUP. 5. SHALL NOT CONTAIN SCREW BASE SOCKETS. IN GARAGES AND LAUNDRY ROOMS AT LEAST ONE LUMINAIRE IN EACH OF THESE 2. THE MAIN ELECTRICAL SERVICE PANEL SHALL HAVE A RESERVED SPACE TO — IN EVERY DWELLING UNIT, FIXED APPLIANCES SUCH AS FOOD WASTE — ALARMS SHALL BE INTERCONNECTED SUCH THAT THE ACTUATION OF ONE ALLOW FOR THE INSTALLATION OF A DOUBLE POLE CIRCUIT BREAKER FOR A GRINDERS DISHWASHERS WASHING MACHINES DRYERS LAUNDRY TRAY LOCA— ALARM SHALL ACTIVATE ALL ALARMS. SPACES MUST BE CONTROLLED BY AN OCCUPANT SENSOR OR A VACANCY FUTURE ELECTRIC CLOTHES DR1 ER INSTALLATION. THE DESERVED SPACE SHALL TIONS BUILT—IN REFRIGERATORS OR FREEZERS FURNACES AC UNITS BUILT— — LOCATE ALARMS OUTSIDE EACH SEPARATE SLEEPING AREA IN THE SENSOR PROVIDING AUTOMATIC —OFF FUNCTIONALITY. IF AN OCCUPANT SENSOR IS BE PERMANENTLY MARKED AS FOR FUTURE 240V USE . IN HEATERS OR ANY OTHER FIXED APPLIANCE WITH A MOTOR OF 1 /4 H.P. OR IMMEDIATE VICINITY OF THE BEDROOMS. INSTALLED, IT MUST BE INITIALLY CONFIGURED TO MANUAL —ON OPERATION USING THE MANUAL CONTROL REQUIRED UNDER SECTION 150.0(K)21. LARGER SHALL BE ON A SEPARATE 20 AMP. BRANCH CIRCUIT. (422.10 CEC) — LOCATE ALARMS ON EVERY LEVEL OF A DWELLING UNIT INCLUDING —NEW BOXES USED AT LUMINAIRE OR LAMPHOLDER OUTLETS IN A CEILING SHALL BASEMENTS. BE REQUIRED TO SUPPORT A LUMINAIRE WEIGHING A MINIMUM OF 50LBS. BOXES A MINIMUM OF TWO 20 AMP SMALL APPLIANCE BRANCH CIRCUITS SHALL BE _ APPROVED COMBINED SMOKE ALARMS AND CARBON DIOXIDE ALARMS SHALL USED AT LUMINAIRE OUTLETS IN WALLS SHALL BE DESIGNED FOR THE PURPOSE PROVIDED FOR ALL RECEPTACLES OUTLETS IN THE KITCHEN, DINING ROOM, AND SHALL BE MARKED ON THE INTERIOR INDICATING THE MAXIMUM WEIGHT OF PANTRY OR OTHER SIMILAR AREAS. BE ACCEPTABLE. THE LUMINAIRE PERMITTED, IF OTHER THAN 150LBS. OUTLET BOXES OR SYSTEMS — WHERE MORE THAN ONE CARBON MONOXIDE ALARM IS REQUIRED, THE USED AS THE SOLE SUPPORT OF CEILING FANS SHALL BE LISTED AND MARKED AT LEAST ONE 20 AMP BRANCH CIRCUIT SHALL BE PROVIDED TO SUPPLY ALARM SHALL BE INTERCONNECTED SO THAT ACTIVATION OF ONE ALARM BY THE MANUFACTURE AS SUITABLE FOR THIS PURPOSE. (314.27 CEC —ALL LUMINAIRES ARE REQUIRED TO BE CONTROLLED BY A NATIONAL LCTRICAL LAUNDRY RECEPTACLE OUTLETS. SUCH CIRCUITS SHALL HAVE NO OTHER ACTIVATES ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. MANUFACTURERS ASSOCIATION (NEMA) SSL-7A—COMPLIANT DIMMER UNLESS THEY OUTLETS. — SMOKE ALARMS WITH INTEGRAL STROBES THAT ARE NOT EQUIPPED WITH ARE CONTROLLED BY A VACANCY SENSOR OR AN OCCUPANCY SENSOR. THE CO- AT LEAST ONE 120 VOLT, 20—AMP BRANCH CIRCUIT SHALL BE PROVIDED TO BATTERY BACKUP SHALL BE CONNECTED TO AN EMERGENCY ELECTRICAL MBINED USE OF NEMA SSL-7A—COMLIANT DIMMER WITH LED LUMINAIRES CAN SUPPLY BATHROOM RECEPTACLE OUTLETS. SUCH CIRCUITS SHALL HAVE NO SYSTEM. ENSURE FLICKER FREE OPERATION WHEN THE LUMINAIRE IS DIMMED. —LIGHT FIXTURE MEASURED 3 FEET HORIZONTALLY AND 8 FEET VERTICALLY OTHER OUTLETS. — SMOKE ALARMS SHALL EMIT A SIGNAL WHEN THE BATTERIES ARE LOW. —WIRING SHALL BE PERMANENT AND WITHOUT DISCONNECTING SWITCH OTHER THAN AS REQUIRED FOR OVERCURRENT PROTECTION. FROM TOP OF THE BATHTUB RIM OR SHOWER STALL, WHICH INCLUDES THE ELECTRIC VEHICLE REQUIREMENT— FOR NEW HOUSES ONLY SHOWER ENCLOSURE SHALL BE SUITABLE FOR WET USE AND BE MARKED FOR NEW ONE AND TWO FAMILY DWELLINGS AND TOWNHOUSES WITH ATTACHED DAMP LOCATIONS, OR MARKED FOR WET LOCATIONS PER CEC. ELECTRICAL PANEL PRIVATE GARAGES. —FOR EACH DWELLING UNIT, INSTALL A LISTED RACEWAY OUTLETS, SWITCHES, AND CONTROLS SHALL BE LOCATED NO MORE THAN 48" TO ACCOMODATE A DEDICATED 208/240 VOLT BRANCH CIRCUIT. THE RACEWAY —THE PROPOSED LOCATION OF ELECTRICAL SERVICE REPLACEMENT, LOCATION SHALL NOT BE LESS THAN TRADE SIZE 1 (NOMINAL 1—INCH INSIDE DIAMETER). AND/OR UPGRADE TO BE APPROVED BY THE UTILITY COMPANY. FROM THE TOP OF THE OUTLET BOX TO AND NOT LESS THAN 15" FROM THE BOTTOM OF THE OUTLET BOX ABOVE THE FINISHED FLOOR. (R327.1.2) —FOR ELECTRICAL SERVICE REPLACAMENTS, PROVIDE BONDING TO THE METAL THE RACEWAY SHALL ORIGINAL AT THE MAIN SERVICE OR SUBPANEL AND DOORBELL BUTTONS OR CONTROLS SHALL NOT EXCEED 48" ABOVE EXTERIOR SHALL TERMINATED INTO A LISTED CABINET, BOX OR OTHER ENCLOSURE IN PIPES OF NATURAL GAS, HOT WATER, AND COLD WATER PER CEC. CLOSE PROXIMITY TO THE PROPOSED LOCATION OF AN EV CHARGER. THE FLOOR OR LANDING, MEASURED FROM THE TOP OF THE DOORBELL BUTTON SERVICE PANEL AND/OR SUBPANEL SHALL PROVIDE CAPACITY TO INSTALL A UNDERGROUND PIPING— METALLIC GAS PIPING SHALL HAVE EIGHTEEN (18) ASSEMBLY. (R327.1.4) 40—AMPERE MINIMUM DEDICATED BRANCH CIRCUIT AND SPACE(S) RESERVED INCHES OF EARTH COVER AND PROTECTED FROM CORROSION BY APPROVED TO PERMIT INSTALLATION OF A BRANCH CIRCUIT OVERCURRENT PROTECTIVE COATINGS OR WRAPPING MATERIALS. PE GAS PIPING SHALL HAVE EIGHTEEN DEVICE. (18) INCHES OF EARTH COVER. 4.106.4.1.1— IDENTIFICATION: THE SERVICE PANEL OR SUBPANEL CIRCUIT INTERSYSTEM BONDING TERMINATION IS REQUIRED TO BE PROVIDED DIRECTORY SHALL IDENTIFY THE OVERCURRENT PROTECTIVE DEVICE SPACE(S) EXTERNALLY TO ALL ENCLOSURES. RESERVED FOR FUTURE EV CHARGING AS "EV CAPABLE". THE RACEWAY WALL FIXTURE TERMINATION LOCATION SHALL BE PERMANENTLY AND VISIBLY MARKED AS BOLTED TYPE CONNECTION " EV CAPABLE". DEVICE OR EXOTHERMIC WELD GROUNDING ELECTRODE CONDUCTOR NON—METALLIC PROTECTED BATHROOM RECEPTACLES AT LEAST ONE 120—VOLT, 20—AMPERE BRANCH CIRCUIT SHALL BE PROVIDED SLEEVE TO SUPPLY THE BATHROOM RECEPTACLE OUTLETS. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. (CEC 210.11(C)(3)) GROUNDING ELECTRODE = SWITCH/OUTLET [j- SWITCH FOR ALL 125—VOLT, SINGLE PHASE, 15—AND 20—AMP RECEPTACLES, GFCI Q TLEL 0 C° OUTLETS ARE REQUIRED FOR ALL KITCHEN RECEPTACLES THAT ARE DESIGNED w o TO SERVE COUNTERTOP SURFACES, BATHROOMS, UNDERFLOOR SPACES OR Q = = Q BELOW GRADE LEVEL, IN EXTERIOR OUTLETS, LAUNDRY AREAS, WITHIN 6 FT - m a- :. •. ,•• :..• . • OF UTILITY/WET BAR SINKS, DISHWASHERS AND IN ALL GARAGES, INCLUDING :;' • ::".. ' .'' • 00 ,— CABINET OUTLET OUTLETS DEDICATED TO A SINGLE DEVICE OR GARAGE DOOR OPENER. 9• ...o.. ,,; :': •-,' :: ; Q QLiQ Q CEC 210.8(A). ..' - ;: ;: ,: - 2 0) r�) 00 Q0 00 FOR ALL 120 VOLT, SINGLE PHASE, 15—AND 20—AMP RECEPTACLES, AFCI OUTLETS ARE REQUIRED FOR KITCHEN, FAMILY ROOMS, DINING ROOMS, LIVING LCONCRETE ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION 20' MIN FOUNDATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS, OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY ANY OF THE MEANS DESCRIBED IN CEC 210.12(A). ALL 125—VOLT, SINGLE PHASE, 15—AND 20—AMPERE RECEPTACLES INSTALLED PROVIDE MAIN SERVICE UFER GROUND CONSISTING OF A #4 AND 20'-0" MIN, TYPICAL INSTALLATION HEIGHTS NTS 2 OUTDOORS, GARAGES, ETC. SHALL HAVE GROUND —FAULT CIRCUIT —INTERRUPTER LONG ENCASED BY 2" CONCRETE MIN ALL SIDES AND 1 #3/0 TO BUILDING PROTECTION FOR PERSONNEL CEC 210.8(A)(1)—(10). STEEL COLD WATER PIPE AND BUILDING SPRINKLER PIPING CONNECTION TO RECEPTACLES LOCATED OUTDOORS SHALL BE WEATHER RESISTANT, TAMPER RESISTANT, ENCLOSED IN AN APPROVED BUBBLE COVER. INTERIOR METAL PIPE SHALL BE MADE WITHIN THE FIRST FIVE FEET OF THE MAIN WATER PIPE ENTRANCE TO THE BUILDING GAS AND WATER LINE SHALL ELECTRCAL NOTES CEC 406.9, 406.12, 210.52(E). BE BONDED. UFER GROUND 1 cry z Li-J O z z O U Q CD U U Ljj o LEI No. Date Description Drawn: RL Checked: Project No. Remark: Drawing No: G-2 2 OF 3 MATERIAL SPECIFICATIONS: PLUMBING NOTES 37. All THREADED WATER OUTLETS SHALL HAVE AN APPROVED GAS LINE MATERIALS PER CPC 1208.0 PLUMBING PLAN LEGEND Planni GENERAL NOTES: VACUUM BREAKER PROPERLY INSTALLED, 1208.5 ACCEPTABLE PIPING MATERIALS AND JOINING METHODS Vents 1 MAKE ALL UTILITY CONNECTIONS AS SHOWN ON THE DRAWINGS. ALL ill ALL BEVERAGE DISPENSING COLD WATER PLUMBING LINES AND MATERIALS USED FOR PIPING SYSTEMS SHALL BE IN ACCORDANCE WORK SHALL ICE MACHINE COLD WATER PLUMBING LINES MUST BE CONNECTED WITH THE REQUIREMENTS OF THIS CHAPTER OR SHALL BE ACCEPTABLE ______________ WASTE LINE General: Vent Pipes protect plumbing fixture traps against BE DONE IN ACCORDANCE WITH LOCAL & STATE CODES. THE, THROUGH A DOUBLE CHECK VALVE. TO THE AUTHORITY HAVING JURISDICTION. [NFPA 54:5.6.1.1] siphonage and back -pressure. ,CPC PLUMBING CONTRACTOR SHALL VERIFY THE EXACT LOCATION, DEPTH 39. CONTRACTOR TO LABEL ALL FIXTURE UNITS THAT REQUIRE A 1208.5.1 MATERIALS Materials, CPC AND ADEQUACY OF ALL SERVICES BEFORE STARTING AND SHALL gACKFLOW PREVENTION DEVICE BY LOCAL CODE. PIPE, FITTINGS, VALVES, OR OTHER MATERIALS SHALL NOT BE USED - - - - - - - - COLD WATER SUPPLY LINE Cast iron, galvanized steel, galvanized wrought iron, lead, NOTIFY THE GENERAL CONTRACTOR IF SAID CONNECTION ARE NOT IN 40. ALL PLUMBING WASTE & GAS VENTS ARE TO BE KEPT 5 FROM AGAIN UNLESS THEY ARE FREE OF FOREIGN MATERIALS AND HAVE copper brass, Schedule 40 ABS DWV, Schedule 40 PVC DWV or THE LOCATION SHOWN OR ARE NOT OF SUFFICIENT SIZE OR DEPTH PROPERTY LINE, 0 POINT OF ROOF PENETRATIONS. BEEN ASCERTAINED TO BE APPROVED FOR THE SERVICE INTENDED. HOT WATER SUPPLY LINE FOR other approved material. IN THIS PLAN 41. PLUMBING FIXTURES SHALL BE AMERICAN STANDARD, KOHLER, [NFPA 54:5.6.1.2] ABS & PVC DWV piping limited to 3 stories. 2. OBTAIN AND PAY FOR ALL NECESSARY CONSTRUCTION PERMITS AND OR EQUAL. 1208.5.1.1 OTHER MATERIALS Drains, waste lines material INSPECTION. ARRANGE WITH UTILITY COMPANIES TO CONNECT ALL 42. A I_ A/C CONDENSATE LINE TO BE INSTALLED BY PLUMBING MATERIAL NOT COVERED BY THE STANDARDS SPECIFICATIONS LISTED -- GAS LINE 1. Materials: UTILITY TO SITE. CONTRACTOR. REFER TO MECHANICAL DRAWINGS FOR LOCATION OF HEREIN SHALL BE INVESTIGATED AND TESTED TO DETERMINE THAT IT HOT AND COLD SUPPLY LINES WITHIN THE ATTIC SPACE OR UNDER 3. COORDINATE PLUMBING WORK AND PIPING SYSTEM SHUTDOWNS WITH CONDENSATE. IS SAFE AND APPROVED FOR THE PROPOSED SERVICE AND, IN Drainage piping shall be cast iron, galvanized steel, THE OWNER. NOTIFY THE OWNER OF PLANNED SHUTDOWNS A MINIMUM 43. INSTALL EXPANSION JOINTS IN THE VENT, WASTE,SOIL CLEANOUT NOTES: galvanized wrought iron, lead, copper, brass, Schedule 40 OF TWO ( DAYS PRIOR TO COMMENCEMENT THE WORK, INCLUDING PIPING,AND EXPANSION LOOPS IN THE WATER AND GAS PIPING AS ADDITION, SHALL BE RECOMMENDED FOR THAT SERVICE BY THE ABS DWV, Schedule 40 PVC, DWV, NO INFORMATION ON TYPE OF SERVICE, PLANNED TIME AND ANTICIPATED REQUIRED BY THE LOCAL ADMINISTRATIVE AUTHORITY. MANUFACTURER AND SHALL BE ACCEPTABLE TO THE AUTHORITY HAVING 1. INSTALL A CLEANOUT THAT IS THE SAME SIZE AS THE PIPE SER EDat� or other approved materials having a smooth and LENGTH OF OUTAGE. 44, CONNECTIONS BETWEEN TWO DISSIMILAR METAL PIPES SHALL BE JURISDICTION. NFPA 54:5.6.1.3 [ ] CLEANOUT. uniform bore. CPC 4. CONTRACTOR SHALL VERIFY DEPTH, SIZE, LOCATION OF ALL MADE OF WITH DIELECTRIC UNIONS. 1208.5.2 METALLIC PIPE 2. A 1-1/2 INCH P-TRAP WITH SLIP JOINTS AS THE CLEANOUT FORPIPES UP TO / Slope of Drains: EXISTING UTILITIES IN FIELD BEFORE STARTING WORK. 45. ALL PIPING IN FINISHED AREAS SHALL BE CONCEALED WHERE CAST-IRON PIPE SHALL NOT BE USED. NFPA 54:5.6.2.1 [] 2 INCHES AND A 2 INCH P-TRAP WITH SLIP JOINTS AS THE CLEAN 5. CONTRACTOR SHALL COORDINATE INSTALLATION OF PLUMBING WORK POSSIBLE, AND ALL 1208 .5.2.1 STEEL AND WROUGHT -IRON UP TO 2-1/2 INCHES. Pipes location with respect to footings. WITH ALL OTHER TRADES SO AS TO AVOID UNNECESSARY DELAYS OR EXPOSED PIPING SHALL BE RUN HIGH AS POSSIBLE AND TIGHT TO STEEL AND WROUGHT -IRON PIPE SHALL BE NOT LESS THAN STANDARD 3. A 2 INCH STACK CLEANOUT TO SERVE A PIPE UP TO 2-1/2 INCHES AND A INTERFERENCES. WALLS. WEIGHT (SCHEDULE 40) AND SHALL COMPLY WITH ONE OF THE 2-1/2 INCH STACK CLEAOUT TO SERVE A PIPE UP TO 3 INCHES. No galvanized wrought iron or galvanized steel pipe to be 6. ALL PLUMBING WORK AND MATERIALS SHALL BE INSTALLED IN 46, SPECIFICATIONS GOVERN WHERE THEY EXCEED CODE OR PLAN FOLLOWING STANDARDS: UNDERGROUND PIPING- METALLIC GAS PIPING SHALL HAVE EIGHTEEN 18 INCHES used underground and shall be kept at least 6" above ground. ACCORDANCE WITH ALL APPLICABLE COORDINANCES AND REGULATIONS REQUIREMENTS VERIFY WITH ENGINEER WHEN IN DOUBT. ASME B36 .10 CPC 701.1.1. HAVING JURISDICTION. CONTRACTOR, SHALL OBTAIN ALL APPROVALS 47, BACK WATER VALVES WILL BE REQUIRED IF PROJECT IS LOWER ASTM A53 OF EARTH COVER AND PROTECTED FROM CORROSION BY APPROVED COATINGS OR ABS and PVC DWV piping installations shall be limited to REQUIRED FROM REGULATING AGENCIES BEFORE STARTING WORK. THAN THE UP STREAM MANHOLE. ASTM A106 [NFPA 54:5.6.2.2] WRAPPING MATERIALS. structures not exceeding three floors above grade. CPC 7. SOIL AND WASTE PIPE SHALL SLOPE AT 2%.MINIMUM UNLESS 48. ALL PIPING PASSING THROUGH OR UNDER CINDERS OR WALLS 1208.5.2.2 COPPER AND COPPER ALLOY PE GAS PIPING SHALL HAVE EIGHTEEN (18) INCHES OF EARTH COVER. 701.1.2. OTHERWISE NOTED. SHALL. pF ONE IN ACCORDANCE WITH THE PROVISIONS OF UPC. 7 COPPER AND COPPER ALLOY PIPE SHALL NOT BE USED WHERE THE GAS In California: DWV piping using ABS or PVC is limited to Two 8. ALL PLUMBING WORK AND MATERIALS SHALL MEET THE 00-11 . 49. OR CONTAINS MORE THAN AN AVERAGE OF 0.3 GRAINS OF HYDROGEN SLOPE THE VENTING 1 /4" stories in residential construction. State Plumbing Code, REQUIREMENTS OF THE LATEST EDITIONS OF THE CALIFORNIA PLUMBING NO PIPING SHALL BE DIRECTLY EMBEDDED IN ConCRETE SULFIDE PER 100 STANDARD CUBIC FEET (SCT ) OF GAS (0.7 MG /100 Copper tube for underground drainage and vent piping shall CODE, UNLESS OTHERWISE REQUIRED BY -THE DEPT. OF BLDG. & MASONRY WALLS OR FOOTINGS. Q. THREADED COPPER, COPPER ALLOY, OR ALUMINUM ALLOY PIPE PER FOOT TOWARD THE have a weight of not less than that of copper drainage tube SAFETY. 50. ALL TRENCHES DEEPER THAN THE FOOTINGS AND PARALLELING SHALL NOT BE USED WITH GASES CORROSIVE TO SUCH MATERIAL. APPLIANCE ACCORDING TO type DWV. CPC This means copper tubing types K, L & 9. CONTRACTOR SHALL FURNISH AND INSTALL ALL BACKFLOW THE SAME MUST BE AT LEAST FORTY-FIVE (45) DEGREES THEREFROM. 1208.5.2.3 ALUMINUM ALLOY THE VENT MANUFACTURERS EXTERIOR WALL M are acceptable. PROTECTION DEVICES REQUIRED BY AGENCIES HAVING JURISDICTION, ALL LINES TO BE LOCATED AWAY FROM BEARING FOOTINGS, OR AS ALUMINUM ALLOY PIPE SHALL COMPLY WITH ASTM B241 (EXCEPT THAT INSTALLATION INSTRUCTIONS 10. PLUMBING CONTRACTOR: CONDENSATE DRAIN FROM A/C UNITS TO DIRECTED BY STRUCTURAL ENGINEER. THE USE OF ALLOY 5456 IS PROHIBITED) AND SHALL BE MARKED AT APPROVED DRAIN POINT, COLD WATER MAKE-UP TO MECHANICAL 51. ALL COPPER PIPING JOINTS, UNDER „A CONCRETE) SLAB SHALL EACH END OF EACH LENGTH INDICATING COMPLIANCE. ALUMINUM WATER LINES EQUIPMENT, GAS PIPING TO UNITS AND FINAL CONNECTIONS. BE BRAZED PER THE ALLOY PIPE SHALL BE COATED TO PROTECT AGAINST EXTERNAL CLAMP OR STRAP Copper tube for above round drainage and vent piping shall PP 9 9 P 9 15. EXTREME CARE SHALL BE EXERCISED TO INSURE PROTECTION OF REQUIREMENTS OF CPC. CORROSION WHERE IT IS IN CONTACT WITH MASONRY, PLASTER, FIELD SUPPLY EXHAUST have a weight of not less than that of copper drainage tube a EXISTING PIPING EQUIPMENT AND THE PREMISES FROM DAMAGE. ALL 52. INSTALL A CLEAN OUT EVERY 100 FEET OR A MANHOLE EVERY INSULATION OR IS SUBJECT TO REPEATED WETTINGS BY SUCH type DWV. CPC DISCONNECTED PIPING SHALL BE SUITABLY CAPPED, PLUGGED AND 300 FEET IN THE BUILDING SEWER (SITE SEWER) IN STRAIGHT RUNS LIQUIDS AS WATER, DETERGENTS, OR SEWAGE. [NFPA 54:5.6.2.5] Drainage fittings shall be of cast iron, malleable iron, PROTECTED UNTIL NEW CONNECTIONS ARE MADE. THE CONTRACTOR AND FOR EACH AGGREGATE HORIZONTAL CHANGE IN DIRECTION ALUMINUM ALLOY PIPE SHALL NOT BE USED IN EXTERIOR lead, brass, clay, or other copper, ABS, PVC, SHALL ASSUME COMPLETE RESPONSIBILITY FOR ANY AND ALL DAMAGE EXCEEDING 135 DEGREES. LOCATIONS OR UNDERGROUND. [NFPA 54:5.6.2.6] approved materials having a interior waterway smooth of the pp g y RESULTING FROM HIS MODIFICATION WORK. THE CONTRACTOR SHALL 53. WATER PIPE SHALL BE REQUIRED MINIMUM 12 INCHES ABOVE THE 1208.5.3 METALLIC TUBING same diameter as the piping served and all such fittings p p g g EXERCISE CARE TO PREVENT THE GENERATION OF UNNECESSARY NOISE TOP OF SEWER LINE OR DRAIN LINE. ALSO, CLEAR HORIZONTAL SEAMLESS COPPER, ALUMINUM ALLOY, OR STEEL TUBING SHALL NOT AIR INTAKE shall be compatible with the type of pipe used. CPC DURING THE WORK AND SHALL KEEP NOISE LEVELS TO THE MINIMUM DISTANCE BETWEEN WATER LINE AND SEWER LINE SHALL BE NOT LESS BE USED WITH GASES CORROSIVE TO SUCH MATERIAL. [NFPA Water Service POSSIBLE. THAN 12 INCHES. 54:5.6.31 TANKLESS Materials, CPC 16 DEMOLITION AND WORK IN EXISTING AREAS: REMOVE OR RELOCATE CALIFORNIA PLUMBING CODE NOTES: 1208.5.3.1 STEEL WATER HEATER Water pipe and fittings shall be of brass, copper, cast EXISTING EQUIP- MENT AND MATERIALS AS REQUIRED. HOW EVER, - ALL HOSE BIBS MUST BE PROTECTED BY AN ANTI SIPHON DEVICE. STEEL TUBING SHALL COMPLY WITH ASTM A254. [NFPA 54:5.6.3.1] iron, galvanized malleable iron, galvanized wrought iron, PHASE WORK SO THAT SERVICES WILL NOT BE DISTURBED OCCUPIED AREAS. DO WORK IN A MANNER WHICH WILL NOT 1208.5.3.2 COPPER AND COPPER ALLOY galvanized steel, or other approved materials. CAUSE UNNECESSARY IN CONVENIENCE OR DANGER TO THE OCCUPANTS - PROVIDE ANTI -SCALDING OR THERMOSTATIC MIXING VALVES AT COPPER AND COPPER ALLOY TUBING SHALL NOT BE USED WHERE THE TANKLESS WATER HEATER H ORI Z VENT Asbestos -cement, CPVC, PE, or PVC water pipe manufactured to OF THE BUILDING, NOR INTERFERE NTH THE OTHER OCCUPANTS' SHOWERS AND TUB/SHOWERS. GAS CONTAINS MORE THAN AN AVERAGE OF 0.3 GRAINS OF HYDROGEN recognized standards may be used for cold water distribution ACTIVITIES. MAKE ALL NECESSARY ALTERATIONS AND ADDITIONS TO SULFIDE PER 100 SCF OF GAS (0.7 MG/100 Q. COPPER TUBING MANDATORY MEASURES FOR WATER HEATING (TITLE 24, PART 6) systems outside a building. CONNECT THE EXISTING WITH THE NEW WORK SO THAT WHEN THE WORK NEW SHOWER OR TUB VALVES SHALL BE LISTED, PRESSURE BALANCE SHALL COMPLY WITH STANDARD TYPE K OR L OF ASTM B88 OR ASTM WATER HEATING SYSTEMS USING GAS OR PROPANE WATER HEATERS TO SERVE CPVC water and tubing may be used for hot and cold IS COMPLETE, IT WILL BE IN SATISFACTORY OPERABLE CONDITION. THERMOSTATIC, OR COMBINATION PRESSURE BALANCE/THERMOSTATIC B280 INDIVIDUAL DWELLING UNITS SHALL INCLUDE THE FOLLOWING COMPONENTS: pipe water distribution systems within a building. All materials 17. UNIONS, FLANGES AND GASKETS: INSTALL ON PIPING MIXING VALVE TYPE THAT PROVIDES SCALD PROTECTION AND LIMITS 1208.5.3.3 ALUMINUM ALLOY A. A 120V ELECTRICAL RECEPTACLE THAT IS WITHIN 3 FT FROM THE WATER used in the water supply system, except valves and similar CONNECTIONS TO ALL EQUIPMENT AND ALSO ON THE DOWNSTREAM SIDE WATER TEMPERATURE TO 120 DEG F." ALUMINUM ALLOY TUBING SHALL COMPLY WITH ASTM B210 OR ASTM HEATER AND ACCESSIBLE TO THE WATER HEATER WTIH NO OBSTRUCTIONS; AND devices shall be of a like material, except where otherwise OF ALL SHUTOFF VALVES AND ELSEWHERE AS INDICATED ON RESIDENTIAL BUILDINGS UNDERGOING PERMITTED ALTERATIONS, B241. ALUMINUM ALLOY TUBING SHALL BE COATED TO PROTECT B. A CATEGORY III OR IV VENT, OR A TYPE B VENT WITH A STRAIGHT PIPE approved by the Building Official. CPC DRAWINGS. DO NOT INSTALL IN INACCESSIBLE LOCATIONS. ADDITIONS OR IMPROVEMENTS SHALL REPLACE NONCOMPLIANT AGAINST EXTERNAL CORROSION WHERE IT IS IN CONTACT WITH BETWEEN THE OUTSIDE TERMINATION AND THE SPACE WHERE THE WATER HEATER Copper Tube for above or underground water piping shall have 18. CUTTING AND PATCHING: PROVIDE ALL REQUIRED CUTTING CORE PLUMBING FIXTURES WITH WATER CONSERVATIVE PLUMBING FIXTURES. MASONRY PLASTER INSULATION OR IS SUBJECT TO REPEATED IS INSTALLED; AND a weight of not less than Type L (i.e. Types "K" & "L" are DRILLING AND ASSOCIATED PATCHING BY ACCREDITED JOURNEYMEN OF WETTINGS BY SUCH LIQUIDS AS WATER, DETERGENT, OR SEWAGE. C. A CONDENSATE DRAIN THAT IS NO MORE THAN 2 INCHES HIGHER THAT THE acceptable), THE RESPECTIVE TRADES PER ARCHITECT'S REQUIREMENTS, DO NOT ALUMINUM ALLOY TUBING SHALL NOT BE USED IN EXTERIOR BASE OF THE INSTALLED WATER HEATER, AND ALLOWS NATURAL DRAINING WITH - Exception: Type "M" be for CUT OR DRILL EXISTING STRUCTURAL MEMBERS WITHOUT WRITTEN MINIMUM SLOPE OF SEWER AND DRAINAGE PIPING IS 2�. LOCATIONS OR UNDERGROUND. NFPA 54:5.6.3.3 [ ] OUT PUMP ASSISTANCE AND may used water piping when APPROVAL OF ARCHITECT. FILL ALL OPENINGS PROVIDED FOR WORK 1208.5.3.4 CORRUGATED STAINLESS STEEL D. A GAS SUPPLY LINE WITH A CAPACITY OF AT LEAST 200,000 BTU/HR. 1208.5.4 PLASTIC PIPE, TUBING, AND FITTINGS. POLYETHYLENE PLASTIC installed above ground in, or on, a building or underground UNDER THIS SECTION IN A MANNER TO MAINTAIN THE FIRE RATING CORRUGATED STAINLESS STEEL TUBING SHALL BE LISTED IN outside of buildings. CPC INTEGRITY OF THE FLOOR OR WALL. PLASTIC PIPE, TUBING, AND FITTINGS USED TO FUEL GAS SHALL BE ACCORDANCE WITH CSA LC-1. [NFPA 54:5.6.3.41 PLUMBING ABBREVIATIONS TANKLESS WATER HEATER 2 19. EXCAVATION. BACKFILLING: PROVIDE EXCAVATION, BACKFILLING IN ACCORDANCE WITH ASTM D2513. 1208.5.4 PLASTIC PIPE TUBING AND FITTINGS S OR W SOIL OR WASTE PIPING AND PUMPING PIPE TO BE USED SHALL BE MARKED "GAS" AND "ASTM D2513." POLYETHYLENE PLASTIC PIPE, TUBING, AND FITTINGS USED TO V VENT PIPING 21 THE PIPING SHOWN ON PLANS IS SCHEMATIC ONLY, INSTALL PIPING TO SUIT [NFPA 54: 5 .6.4 .1.1 ] SUPPLY FUEL GAS SHALL BE IN ACCORDANCE WITH ASTM D2513. PIPE INSTANTANEOUS WATER HEATERS WITH AN OUTPUT RATING GREATER THAN CRC R307.2 BATHTUB AND SHOWER FLOORS AND WALLS ABOVE CW COLD WATER PIPING NECESSARY OFFSETS AS REQUIRED. VERIFY WITH ARCHITECTURAL TO BE USED SHALL BE MARKED "GAS" AND "ASTM D2513." [NFPA 6.8 kBTU hr SHALL HAVE ISOLATION VALVES ON BOTH THE COLD WATER AND THE HW HOT WATER PIPING STRUCTURAL ELECTRICAL AND MECHANICAL DRAWINGS. BATHTUBS WITH INSTALLED SHOWER HEADS AND IN SHOWER COMPA- 54:5.6.4.1.1 LULATOR HOT WATER PIPE LEAVING THE WATER HEATER AND HOSE BIBS OR OTHER FITTINGS HWR HOT WATER RETURN PIPING 1208.5.4.1 VENT PIPING ON EACH VALVE FOR FLUSHING THE WATER HEATER WHEN THE VALVES ARE CLOSED. G FUEL GAS PIPING )LOW PRESS.) 22. CONTRACTOR SHALL PROVIDE ALL STOPS, COCKS, VALVES, RTMENTS SHALL BE FINISHED WITH A NONABSORBENT SURFACE. SUCH PLASTIC PIPE AND FITTINGS USED TO CONNECT REGULATOR VENTS TO "TANKLESS CD A/C CONDENSATE MAIN PIPING INDIRECT WASTE LINES, ACCESS PANELS,ETC. TO ASSURE AN WALL SURFACES SHALL EXTEND TO A HEIGHT OF NOT LESS THAN 6 REMOTE VENT TERMINATIONS SHALL BE PVC IN ACCORDANCE WITH UL WATER HEATERS SHALL BE NATIONALLY LISTED AND BE INSTALLED IN IN ACCORDANCE WITH THE INSTALLATION INSTRUCTIONS THAT WERE APPROVED AS F FIRE PROTECTION WATER PIPING APPROVED ACCEPTABLE PLUMBING SYSTEM. FEET 1829 MM ABOVE THE FLOOR. ( ) 651. PVC VENT PIPING SHALL NOT BE INSTALLED INDOORS. [NFPA PART OF THEIR LISTING. "THE GAS PIPING SERVING THIS APPLIANCE MUST BE SIZED AC CONDENSATE WASTE PIPES SHALL BE CONNECTED INDIRECTLY TO SSD SUBSURFACE DRAINAGE PIPING 23. ALL PLUMBING VENTS THROUGH ROOF SHALL TERMINATE NOT LESS 54:5.6.4.2] IN COMPLIANCE WITH THE WATER HEATER'S LISTED INSTALLATION INSTRUCTIONS AND DS DOWNSPOUT PIPING THAN TEN (10) FEET FROM OR THREE (3) FEET ABOVE ANY FRESH THE DRAINAGE SYSTEM THROUGH AN AIR GAP OR AIRBREAK TO 1208.5.4.2 ANODELESS RISERS THE CALIFORNIA PLUMBING CODE." WATER HEATER SHALL BE PROVIDED WITH TEMPERATURE AND PRESSURE RELIEF SD STORM OR RAIN WATER DRAIN PIPING AIR INTAKE. TRAPPED AND VENTED RECEPTORS DRY WELLS LEACH PITS OR THE ANODELESS RISERS SHALL COMPLY WITH SECTION 1208.5.4.2.1 CW CITY WATER PIPING 24. HOSE BIBBS SHALL BE PROTECTED BY THE APPROVED VACUUM TAILPIECE OF PLUMBING FIXTURES. A CONDENSATE DRAIN SHALL BE THROUGH SECTION 1208.5.4.2.3. [NFPA 54:5.6.4.3] VALVES. THE RELIEF VALVES SHALL BE PROVIDED WITH A DRAIN WHICH EXTENDS S) CITY SEWER PIPING BREAKERS OR NONRENEWABLE TYPE BACKFLOW PREVENTION DEVICES & TRAPPED IN ACCORDANCE WITH THE APPLIANCE MANUFACTURER'S 1208.5.4.2.1 FACTORY -ASSEMBLED ANODELESS RISERS FROM THE VALVES TO THE OUTSIDE OF THE BUILDING. NG ) CITY GAS PIPING (LOW PRESS.) INSTALLED +12" ABOVE FINISHED FLOOR OR FINISHED GRADE. INSTRUCTION OR AS APPROVED. FACTORY -ASSEMBLED ANODELESS RISERS SHALL BE RECOMMENDED BY WATER HEATER TANKS SHALL COMPLY WITH THE FOLLOWING: ) CITY STORM DRAIN 25. SHOWERS SHALL BE FINISHED 72 ABOVE DRAIN WITH SURFACE -CONDENSATE WASTER FROM AC COILS WHERE THE CONDENSATE THE MANUFACTURER FOR THE GAS USED AND SHALL BE LEAK -TESTED _ A. WATER HEATER TANKS MUST BE STRAPPED AT UPPER ONE-THIRD (1/3) AND THE (E) EXISTING S.H. SPRINKLER HEAD MATERIALS NOT ADVERSELY AFFECTED BY MOISTURE. WASTE FROM AC COILS DISCHARGES BY DIRECT CONNECTION TO A BY THE MANUFACTURER IN ACCORDANCE WITH WRITTEN PROCEDURES. 54:5.6.4.3(1)] LOWER ONE-THIRD 1 /3) FOR LATERAL SUPPORT. WITHIN N) NEW ABV ABOVE 26. INDIVIDUAL SHUT-OFF VALVES SHALL BE PROVIDED AT EACH [NFPA B. COMPARTMENTS A BUILDING SHALL HAVE AT LEAST TWO OPENINGS �F) FUTURE FR FROM FIXTURE FOR EACH UNIT. LAVATORY TAILPIECE OR TO AN APPROVED ACCESSIBLE INLET ON A 1208.5.4.2.2 SERVICE HEAD ADAPTERS AND FIELD -ASSEMBLED LOCATED WITHN THE UPPER AND LOWER 12 OF THE ENCLOSURE FOR COMBUSTION UTR UP THRU ROOF BEL BELOW 27. INSULATE HW RUN -OUTS TO LAVATORIES SPECIFICALLY UNDER BATHTUB OVERFLOW, THE CONNECTION SHALL BE LOCATED IN THE ANODELESS RISERS AIR. EACH OPENING SHALL BE SIZED 1 SQ IN PER 1000 BTU/H WITH AN AREA OF AT VTR VENT THRU ROOF ON DOWN LAVATORIES EXPOSED PIPING. SPACE UNDER LAVATORIES SHALL BE AREA CONTROLLED BY THE SAME PERSON CONTROLLING THE AIR SERVICE HEAD ADAPTERS AND FIELD -ASSEMBLED ANODELESS RISERS INCORPORATING SERVICE HEAD ADAPTERS SHALL BE RECOMMENDED BY LEAST 100 SQ IN. C. COMPARTMENTS WITHIN A CONFINED AREA OR LOCATED IN THE BASEMENTS OR I.E. INVERSE ELEVATION CLG CEILING FREE OF SHARP OBJECTS TO PREVENT INJURY TO HANDICAPPED. CONDITIONED SPACE. THE MANUFACTURER FOR THE GAS USED AND SHALL BE UTILITY ROOMS SHALL HAVE AT LEAST TWO OPENINGS LOCATED WITH THE UPPER H.B. HOSE BIBB FL FLOOR 28, EACH HOT WATER HEATER SHALL HAVE A SHUT-OFF VALVE AND DESIGN -CERTIFIED TO BE IN ACCORDANCE WITH THE REQUIREMENTS AND LOWER 12" OF THE ENCLOSURE FOR COMBUSTION AIR. EACH OPENING SHALL F.H. FIRE HYDRANT GR GRADE FLEXIBLE WATER CONNECTORS AT BOTH INLET & OUTLET OF CATEGORY I OF ASTM D2513. THE MANUFACTU R SHALL PROVIDE HAVE AN AREA OF AT LEAST 1 SQ IN PER 4000 BTU/H. INPUT AND MUST BE FREELY M.H. MANHOLE B.G. BELOW GRADE CONNECTIONS. MATERIAL CONSERVATION AND RESOURCE EFFICIENCY THE USER QUALIFIED INSTALLATION INSTRUCTIONS. NFPA COMMUNICATING WITH THE OUTDOORS. Y.B. YARD BOX 29, ALL COMBUSTION AIR INTAKE SHALL BE WITH 1 2" MESH SCREEN / ANNULAR SPACES AROUND PIPES, ELECTRIC CABLES, CONDUITS OR 54:5.6.4.3(2)] D. COMPARTMENT DOOR SHALL LARGE ENOUGH TO PROVIDE FOR REMOVAL OF WATER B.F. BELOW FLOOR WM WATER METER O.H. OVER HEAD (ABOVE CLG) &RAIN CAP. OTHER OPENINGS IN SOLE BOTTOM PLATES AT EXTERIOR WALLS SHALL 1208.5.4.2.3 UNDILUTED LIQUEFIED PETROLEUM GAS PIPING HEATER. GM GAS METER P.O.C. POINT OF CONNECTION 30. SEAL ALL OPENINGS AROUND PIPES PENETRATING THE FIRE BE PROTECTED AGAINST HE PASSAGE OF RODENTS BY CLOSING SUCH THE USE OF PLASTIC PIPE, TUBING, AND FITTINGS IN UNDILUTED LIQUEFIED PETROLEUM GAS PIPING SYSTEMS SHALL BE IN COP CAP ON END OF PIPE A.P. ACCESS PANEL RATED WALLS NTH APPROVED FIRE RETARDING MATERIALS. OPENINGS WITH CEMENT MORTAR, CONCRETE MASONRY OR SIMILAR ACCORDANCE WITH NFPA 58. [NFPA 54:5.6.4.3(3)] Co CLEAN OU T 31. GAS APPLIANCES TO HAVE INTERMITTENT IGNITION DEVICES. METHODS. (CGBSC 4.406.1) FCO FLOOR CLEAN OUTWCO 32. INSTALL GAS VALVES AND FLEXIBLE CONNECTORS AT EACH GAS -COMPLIANCE WITH THIS SECTION MUST BE PROVIDED AT THE TIME WCO WALL CLEAN OUT APPLIANCE PER CODE, OF INSPECTION, (4.504.5) COTG CLEAN -OUT -TO GRADE 33. NATURAL GAS PIPING SHALL NOT BE RUN UNDERGROUND, BENEATH RD ROOF DRAIN THE AUTO BREEZEWAY, PLASTIC AND COPPER PIPING RUN THROUGH FRAMING MEMBERS TO WITHIN ONE INCH OF THE EXPOSED FRAMING SHALL BE PROTECTED BY WATER PIPING MATERIALS WITHIN THE BUILDING SHALL BE IN ACCORDANCE WITH OD OVERFLOW DRAIN 34. PROVIDE ADDITIONAL METAL PIPE WHEN ABS PIPING THRU 1 STEEL NAIL PLATES NOT LESS THAN 18 GAUGE. SECTION 604.1 OF THE CPC. PEX, CPVC AND OTHER PLASTIC WATER PIPING SYSTEMS AD AREA DRAIN HOUR WALL. SHALL BE INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 604 OF TD TRENCH DRAIN 35. Provide ACCESS PANEL (MINIMUM 12" X 12") OR UTILITY THE CPC, INSTALLATION STANDARDS OF APPENDIX 1 OF THE CPC AND MANUFACTU- ED EMERGENCY DRAIN SPACE FOR ALL PLUMB-11,10 CONCEALED VALVES, EQUIPMENT, RERS RECOMMEND INSTALLATION STANDARDS. CPVC WATER PIPING REQUIRES A CERTIFICATION OF COMPLIANCE AS SPECIFIED IN SECTION 604.1.1(D) OF THE CPC G.C. GAS COCK SLIP -JOINT CONNECTIONS AND AS REQUIRED BY CODE FOR SERVICE PRIOR TO PERMIT ISSUANCE. G.V. GATE VALVE AND MAINTENANCE. B.V. BACKWATER VALVE P.T.R. PRESS. -TEMP. RELIEF VALVE 36. IRRIGATION OF LANDSCAPE TO BE CONDUCTED AT NIGHT AND CONTROLLED FROM TIME SWITCH. PLUMBING NOTES P.R.V. PRESSURE REDUCING VALVE C.V. CHECK VALVE A.P. 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CHESTNUT AVE SCALE: 1 /8" = 1 FT SITE PLAN Planni FOR Lim Master �Cj Date: �l O I\ U Q oz � U w Q o z v , z w z 0 U z c� Q z � Q w o u� No. Date Description 1 2/5/25 BLDG, PLN CHK SUBMITTAL 2 7/2/25 BLDG, PLN CHK SUBMITTAL Drawn: RL Checked: Project No. Remark: Drawing No: A-2 2 OF 8 CITY OF SANTA ANA (E)CONCRETE STAIRS TO BASEMENT (E)RAILING Plannin FOR P Master I Date: E)BASEMENT PLAN SCALE 1 /4 INCH = 1 FT — 0 IN L F-� O � z o N 0 C) Q U U Q Q O z m Q U w w u� Q o w 0--) z � z Q z � n z � o z U w � w z_ U-) � Q Q m o No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT Drawn: RL Checked: Project No. Remark: Drawing No: A Z.1 3 OF 8 vi CITY OF SANTA ANA SYMBOL LEGEND Plannin 10 DOOR NUMBER X DETAIL NUMBER AO WINDOW LETTER XX SHEET NUMBER KEY NOTE FOR P IN CABINETS ❑BUILD SOLID OAK /GLASS lfl TRIM AND CASING MOULDING AROUND ALL WIN OWS EXTERIOR AND INTERIOR TYP Master I[ NEW WALL X SECT OIG'AWR (E)WALL XX SHEET NUMBER SCOPE OF WORK: —REPLACE ALL FIRE DAMAGED WOOD FRAMING MEMBERS PER STRUCTURAL PLANS —REPLACE ALL INSULATION — WALLS, FLOOR, AND CEILINGS —REMOVE AND REPLACE ALL DOORS AND WINDOWS —REPLACE ALL PLUMBING FIXTURES —REPLACE ALL ELECTRICAL —REPLACE ENTIRE GAS LINES IN THE HOME —REPLACE ALL ROOFING TO ALL THREE STRUCTURES ON SITE TO MATCH EXISTING WINDOW SCHEDULE SI ZE J O Q W W Of W W i- ~ J Q 3;: ~ W O = = O CD Q _ � NOTES A 4'-0" 4'-0" B WD 0 l'-0" 4'-0" E cQ 3'-0" 4'-0" D E 2'-0" 3'-0" B F 3'-0" 3'-0" B G 4'-0" 4'-0" B H 2'-0" 6'-0" E 10 22'-0" 4'-0" E � 1'—O" 4'-0" B K 2'-6" 3'-0" B L 1'—O" 7'-0" E M 2'-0" 3'-0" A V WD WOOD DG DUAL GLASS SG SINGLE GLASS V VINYL TP O SLIDER OSH O SGD (D FIXED EO CASEMENT -NO CHANGE TO EXISTING FLOOR PLAN, FOOTPRINT TO STAY THE SAME AS EXISTING. -REMOVE AND REPLACE ALL THREE STRUCTURE ROOF FINISH TO MATCH NEW ROOF. N)FLOOR PLAN SCALE 1 /4 INCH = 1 FT - 0 IN i0i cr> z Q o cl- r__ N (f) z 0T) LLJ 0 Q ooz I— C/) m Q U L_' J (n Q o w o- z cl- Li v) Cn z w � z z Q o w n cD � o0 z Q w n o No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT Drawn: RL Checked: Project No. Remark: Drawing No: A-3 3 OF 8 y� CITY OF SANTA ANA CMC 502.1— EXHAUST VENTS TERMINATIONS OUTDOORS SHALL BE COVERED BY SCREENS OPENINGS. (EXCEPT WITH NOT DRYER LESS VENTS). THAN 1/4" OPENINGS AND NOT MORE THAN 1/2" ROOF AREA CALCULATION PROVIDE ATTIC VENTILATION PER CRC. WITH GABLE VENTS AND PROVIDE ADDITIONAL VENTILATION AS MAY BE REQUIRED FOR ATTIC FURNACES. ROOF CALCULATION: ROOF AREA: 1606 SF. /150 FOR VENTS NEAR THE RIDGE OF THE ROOF 10.71 SQ. FT. REQ'D. 10.70 SQ.FT X 144 = 1542.24 SQ. IN. REQ'D PROVIDE 1 GABLE VENT/S WITH A NET AREA OF 336 SQ IN 1 X 336 = 336 SQ IN 1542.24 — 336 = 1206.24/100 SQ IN = 12.06 PROVIDE 13 O'HAGEN VENTS WITH A NET AREA OF 100 SQ IN OPENINGS SHALL HAVE 1/4 INCH CORROSION RESISTANT METAL MESH COVERING. 704A.2 ATTIC VENTS SHALL MEET R327.6 THE MATERIAL USED SHALL BE NON COMBUSTIBLE. THE DIMENSIONS OF THE OPENINGS THEREIN SHALL BE A MIN. OF 1 /16TH INCH AND SHALL NOT EXCEED 1 /8TH INCH. A MINIMUM OF 1—IN AIRSPACE SHALL BE PROVIDED BETWEEN INSULATION AND ROOF SHEATING. (R806.3) ROOF NOTES: Planning 1 ROOFING SHALL BE COMPOSITION ASPHALT SHIN LES OWENS CORNING ICC-ES AC438 - ASTM E108/UL 790 CRRC PRODUCT ID #0890-0004 2 ROOF PITCH SHALL BE 4:12 UNO 3 ROOF SHEATHING WITH RADIANT BARRIER PER ETRUCT PLANS 4 OVERHANG SHALL BE 2'-0" OC UNO FOR P 5 PROVIDE ATTIC VENTILATION OF 1/150 ATTIC WI H VENTS IN UPPER HALF 6 PROVIDE GUTTERS OVER ENTRANCES,OR AS RETIRED BY OWNER. 7 ALL VALLEYS SHALL BE FLASHED WITH 24" WID GALV SHEET 8 PROVIDE BASE FLASHING AT ALL CHIMNEYS AN RbOMLZr IL JUNCTURES. Date: 9 ROOF COVERING SHALL BE CLASS A RATED OR BETTER. 10. WHEN PROVIDED, VALLEY FLASHINGS SHALL NOT BE LESS THAN 0.019-INCH (N0. 26 GALVANIZED SHEET GAGE.). COR METAL INSTALLED OVER A MINIMUM 36-INCH WIDE UNDERLAYMENT CONSISTING OF ONE LAYER OF 72 POUND MINERAL -SURFACED NONPERFORATED CAP SHEET COMPLYING WITH ASTM D3909 RUNNING THE FULL LENGHT OF THE VALLEY. R337.5.3 CRC. 11. ROOF GUTTERS SHALL BE PROVIDED WITH THE MEANS TO PREVEN THE ACCUMULATION OF LEAVES AND DEBRIS IN THE GUTTER. R327.5. 12. ROOF AND ATTIC VENTS SHALL RESIST THE INTRUSION OF FLAME AND EMBERS INTO THE ATTIC AREA OF THE STRUCTURE, OR SHALL BI PROTECTED BY CORRROSION-RESISTANT, NONCOMBUSTIBLE WIRE MESH WITH OPENINGS A MINIMUM OF 1/16-INCH AND SHALL NOT EXCEED 1/8-INCH. R337.6.2 CRC. 13. VENTS SHALL NOT BE INSTALLED ON THE UNDERSIDE OF EAVES AND CORNICES, UNLESS THE VENTS ARE APPROVED TO RESIST THE INTRUSION OF FLAME AND EMBERS, THE ATTIC SPACE IS SPRINKLERED IN ACCORDANCE WITH CBC SEC. 903.3.1.1, OR IF THE EXTERIOR WALL AND UNDERSIDE OF THE EAVE ARE OF IGNITION RESISTANT MATERIALS AND THE VENTS ARE LOCATED MORE THAN 12 FEET FROM THE GROUND OR WALKING SURFACE. R337.6.3 CRC. 14. THE EXPOSED ROOF DECO ON THE UNDERSIDE OF UNECLOSED EAVES SHALL BE APPROVED NONCOMBUSTIBLE MATERIAL, IGNITION - RESISTANT MATERIAL, ONE LAYER OF" TYPE X GYPSUM BOARD, OR EXTERIOR PORTION OF AN APPROV D ONE -HOUR WALL ASSEMBLY. R3373734 CRC. SEE EXCEPTIONS TO THIS SECTION FOR OTHER ALTERNATIVES. 15. ENCLOSED EAVES AND EAVES SOFFITS SHALL BE APPROVED NONCOMBUSTIBLE MATERIAL, IGNITION -RESISTANT MATERIAL, ONE LAYER OF 5/8" TYPE X GYPSUM BOARD, THE EXTERIOR PORTION OF AN APPROVED ONE -HOUR WALL ASSEMBLY, OR HAVE THE HORIZONTA UNDERSIDE MEET THE PERFORMANCE CRITERIA OF SFM 12-7A-3 OR ASTM E2957. R337.7.6 CRC. 16. EXTERIOR PORCH CEILINGS SHALL BE APPROVED NONCOMBUSTIBLE MATERIAL, IGNITION -RESISTANT MATERIAL, ONE LAYER OF 5 8" TYPE X GYPSUM BOARD, THE EXTERIOR PORTION OF AN APPROV D ONE - HOUR WALL ASSEMBLY, OR HAVE THE HORIZONTAL UNDERSIDE MEET THE PERFORMANCE CRITERIA OF SFM 12-7A-3 OR ASTM E2957. R337.7.6 CRC. 17. EXTERIOR WINDOWS AND EXTERIOR GLAZED DOORS SHALL BE MULTIPANE GLAZING WITH A MINIMUM OF ONE TEMPERED PANE, GLASS BLOCK UNITS, HAVE A FIRE RESISTANCE RATING OF 20 MINUTES WHEN TESTED IN ACCORDANCE WITH NFPA 257, OR MEET THE REQUIREMENT OF SFM 12-7A-2. R337.8.2.1 CRC. 18. EXTERIOR DOORS SHALL BE OF APPROVED NONCOMBUSTIBLE CONSTRUCTION OR IGNITION -RESISTANT MATERIAL, SOLID CORE WOOD HAVING STILES AND RAILS NOT LESS THAN 1-3/8 INCHES THICK WITH INTERIOR FIELD PANEL THICKNESS NO LESS THAN 1-1/4 INCHES THICK, SHALL HAVE A FIRE -RESISTANCE RATING OF NOT LESS THAN 20 MINUTES WHEN TESTED ACCORDING TO NFPA 252 OR MEET THE REQUIREMENTS OF SFM-7A-1. R337.8.3 CRC. N)ROOF PLAN SCALE 1/4 INCH = 1 FT - 0 IN ulll� �t I a), cr> z o N cf) z OF-) OLLJ CDC)z Q cr) m Q U w Q O w o- z cn z w ~ z z Q O U n CD II z O O Q � n z o No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT Drawn: RL Checked: Project No. Remark: Drawing No: A-4 4 OF 8 YI CITY OF SANTA ANP Div rrvvv rnivuvrr i v M TCH EXISTING 00 00 1 0 _I WEST ELEVATION � III--1111\ REMOVE AND REPLACE ROOFING TO ALL THREE STRUCTURES ON THE PROPERTY TO MATCH. REMOVE AND REPLACE �E)FIRE DAMAGED SIDING 0 MATCH EXISTING LIKE FOR LIKE H au SOUTH ELEVATION FINISH MATERIAL LEGEND EXTERIOR COVERING TO BE WOOD SIDING TO MATCH EXISTING ROOFING PER ROOF PLAN TO MATCH EXISTING NEW WINDOWS SHALL MATCH EXISTING NEW DOORS TO BE WOOD OR STEEL TO MATCH EXISTING NEW FASCIA BOARD TO BE PAINTED WOOD TO MATCH EXISTING NO CHANGES TO ANY ELEVATIONS OTHER THAN WINDOW SHOWN HERE ON THE EXISTING NORTH ELEVATION E)ELEVATIONS /r\l AMl r \/rk IT EAST ELEVATION Plannin FOR P Masted I[ Date: SCALE 1 /4 INCH = 1 FT — 0 IN NOTE: THE ELEVATIONS SHALL REMAIN THE EXACT SAME AS BEFORE THE FIRE DAMAGE. N)ELEVATIONS SCALE 1 /4 INCH = 1 FT — 0 IN z Q w o n r-- N z�0-) LL-j 0 i=�Q CDC)z � �mQ U w � � Q o w o- z cry z w z U U z U U Q o w No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT Drawn: RL Checked: Project No. Remark: Drawing No: A-5 5 OF 8 F SANTA ANA MANGE HOOD/FAN MIN 250 CFM ED TO THE OUTSIDE 62.5 SECTION 5, CMC 504.2] ELECTRICAL LEGEND DUPLEX OUTLET @ 12" U.N.O. 1 /2 SWITCHED DUPLEX OUTLET FOURPLEX OUTLET @ 12" U.N.O R 220 VOLT RANGE OUTLET MOTION LIGHTS --� ow DISHWASHER OUTLET WITH G.F.I. ❑e FLOOR MOUNTED OUTLET S WALL SWITCH @ 42" U.N.O. S 3 3 WAY WALL SWITCH @ 42" U.N.O S WALL SWITCH WITH DIMMER S V I WALL SWITCH WITH VACANCY SENSOR CITY C Plannin4i i LIGHT FIXTURES sO SMOKE DETECTOR �] HALOGEN LIGHT FOR P DOORBELL PUSH BU TON N TELEPHONE JACK @ 2" U.N.O. COMPUTER MODEM CUTLET H CABLE TELEVISION 0 TLET O THERMOSTAT O JUNCTION BOX o� GARAGE DOOR OPENER BRACKET LIGHT FIXTURE @ 72" O RECESSED CEILING LIGHT FIXTURE FLUORESCENT LIGHT FIXTURE [71 HVAC RETURN � WALL MNT. FLUOR. LIGHT FIXTURE F=7 HVAC SUPPLY G CARBON MONOXIDE ALARM BATHROOM EXHAUST MECH FAN. 5 CHANGES PER HOUR MIN G GAS IICF SEE SHEET G-3 FOR ELECTRICAL NOTES ADDITIONAL NOTES: BATHROOMS, GARAGES, LAUNDRY ROOMS SHALL HAVE AT LEAST ONE LUMINAIRE CONTROLLED BY AN OCCUPANT OR VACANCY SENSOR. IF OCCUPANT SENSOR IS INSTALLED, IT SHALL BE SET TO MANUAL -ON. ALL INSTALLED LUMINAIRES SHALL BE HIGH -EFFICIENCY PER TABLE 150.0-A. DIMMERS OR VACANCY SENSORS SHALL CONTROL ALL LUMINAIRES REQUIRED TO HAVE LIGHT SOURCES COMPLIANT WITH REFERNCE JOINT APPENDIX JA8 AND THAT ARE NOT CONROLLED BY OCCUPANCY OR VACANCY SENSORS SHALL HAVE DIMMER CONTROLS. ALL EXISTING ELECTRICAL TO BE REPLACED LIKE FOR LIKE. NEW ELECTRICAL PLAN SCALE 1/4 INCH = 1 FT — 0 IN tdint A`\e y IAN � � U a� � O z o n r__ N (f) z 0--) 0 Q ooz cf) m Q Q Q o w o- z Q C'o No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT Drawn: RL Checked: Project No. Remark: Drawing No: A-6 6 OF 8 CITY OF SANTA ANA.Pla� ndaJ�ldinh 'aen 0 7 SCALE 1 /4 INCH = 1 FT — 0 IN SECTION KEY NOT (E)DBL TOP PLATE (N)2 LAYERS GRA E D PAPER FRAMING PER STR CTURAL PLANS (N)R-19 INSULATI N FOR P (N)R-15 INSULATI N (N)R-30 INSULAiI N (N)1/2" GYP BD Master I[ (E)2X P.T. SILL W Oaf6'D.C. (N)PLY W/RADIANI BARRIER (E)CONCRETE FTG (E)EXTERIOR WOOD SIDING F12] (E)EXTERIOR STUCCO SEE STRUCTURAL PLANS FOR MEMBER SIZES NEW ELECTRICAL PLAN SCALE 1/4 INCH = 1 FT — 0 IN >� O � z � o N z�0-) 0 CDC)z Q � m Q � (n Q o W o- z � � Q CL = N-) cry cn z w z 0 U ( z z o Q � � U � W c/-) No. Date Description 1 2/5/25 READY TO SUBMIT 2 7/2/25 READY TO SUBMIT Drawn: RL Checked: Project No. Remark: Drawing No: A-7 6 OF 8 y� GENERAL NOTES 1.NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER THESE STANDARD STRUCTURAL NOTES. DETAILS NOTES AS "TYPICAL DETAILS" SHALL BE USED WHENEVER APPLICABLE. REFER TO SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE NOTES OR DRAWINGS. 2.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE STARTING WORK, AND THE ENGINEER/ARCHITECT SHALL BE NOTIFIED IMMEDIATELY, IN WRITING, OF ANY DISCREPANCIES. IN NO CASE SHALL DIMENSIONS BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THE STRUCTURAL DRAWINGS. 3.ALL OMISSIONS AND CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE STRUCTURAL DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION, AND RESOLVED WITH, THE ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4.WHERE A CONSTRUCTION DETAIL IS NOT SPECIFICALLY SHOWN OR NOTES, THE DETAIL SHALL BE THE SAME AS FOR OTHER SIMILAR WORK. 5.THE CONTRACTOR SHALL DETERMINE THE LOCATION OF UTILITY SERVICES IN THE AREA TO BE EXCAVATED, BEFORE BEGINNING EXCAVATION. 6.NO PIPES, DUCTS, SLEEVES, CHASES, ETC. SHALL BE PLACED IN OR THROUGH SLABS, BEAMS, OR WALLS, NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR PIPES, DUCTS, ETC. EXCEPT AS INDICATED ON THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL OBTAIN PRIOR APPROVAL FOR INSTALLATION OF ANY ADDITIONAL PIPES, DUCTS, ETC. 7.ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REQUIREMENTS OF THE 2022 CBC. 8.THE CONTRACTOR SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY. THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS. 9.RETAIN A CALIFORNIA REGISTERED CIVIL ENGINEER TO DESIGN ALL TEMPORARY BRACING, SHORING, AND SUPPORT REQUIRED DURING CONSTRUCTION. 10.INCLUDE ENGINEERING FEES, ENGINEERING DESIGN TIME AND BUILDING DEPARTMENT APPROVAL TIME IN THE COST OF PROPOSED MATERIAL ALTERNATIVES. CONTACT ENGINEER FOR FEE AMOUNT. SUBMIT MATERIAL ALTERNATIVE FOR REVIEW BEFORE CONSTRUCTION. REBAR 1.NO BRICK OR POROUS MATERIAL SHALL BE USED TO SUPPORT FOOTING STEEL OFF THE GROUND. PRECAST CONCRETE ADOBES ARE APPROVED. 2.BAR REINFORCEMENT SHALL BE ASTM A615, GRADE 60. 3.BAR REINFORCEMENT THAT IS NOT WELDED SHALL BE ASTM A706, GRADE 60. WELDING OF REINFORCING BARS SHALL CONFORM TO AWS D1.4-92 AND CBC STANDARDS 19-1. E90XX ELECTRODES SHALL BE USED, SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDING. 4.SPLICES IN REINFORCING STEEL SHALL LAP AS FOLLOWS, UNLESS NOTES OTHERWISE: #3 THOUGH #6 =45 DIA., #7 TROUGH #11 = 56 DIA. HORIZONTAL SPLICES SHALL BE STAGGERED. NON-CONTACT SPLICES SHALL NOT BE SPACED TRANSVERSELY FARTHER APART 1 5 THE REQUIRED LAP SPLICE LENGTH, OR 6 INCHES. 5.THE CLEAR DISTANCE BETWEEN PARALLEL BARS SHALL BE FOUR BAR DIAMETERS BUT NO LESS THAN 11 2" U.O.N.. IN WALLS AND SLABS OTHER THAN THE CONCRETE JOIST CONSTRUCTION, BARS SHALL BE SPACED NOT FARTHER APART THAN THREE TIMES THE WALL OR SLAB THICKNESS, NOR 18 INCHES. 6.REINFORCING STEEL SHALL HAVE A PROTECTED CONCRETE COVERING AS FOLLOWS, U.O.N.: WALL BARS BELOW GRADE: ON DIRT SIDE WHEN POURED AGAINST DIRT =3" ON DIRT SIDE WHEN FORMED =2" WALL BARS ABOVE GRADE: FOOTING PADS =3" SLABS (ON EARTH)=2" SLABS (LIGHT WEIGHT CONCRETE)=3 4" SLABS (HARD ROCK CONCRETE)=1" JOISTS (SIDES, TOPS, & SOFFITS)=1" COLUMNS (TO MAIN STEEL)=2" BEAM, GIRDERS (SIDES, TOPS, & SOFFITS)= 2" IN ALL OTHER CASES =11 2" 7.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE LAPPED 12 INCHES MINIMUM. 8.ALL WALLS SHALL BE DOWELED TO SUPPORTING FOOTINGS, BEAMS, PADS, ETC., WITH BARS THE SAME SIZE AND SPACING AS VERTICAL BARS IN THE WALL UNLESS OTHERWISE DETAILED. ANCHORAGE OF DOWELS SHALL BE EQUIVALENT OF A BAR SPLICE. 9.DOWEL REINFORCED SLABS TO WALLS AND OTHER EDGE MEMBERS PER TYPICAL DETAILS. 10.ALL REINFORCING STEEL IS TO BE PLACED IN A RELATIVE POSITION SHOWN ON DRAWINGS. NO SPLICES IN ANY REINFORCING WILL BE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 11.REINFORCING DETAILING, BENDING, AND PLACING SHALL BE ION ACCORDANCE WITH THE CONCRETE REINFORCING STEEL INSTITUTES "MANUAL OF STANDARD PRACTICE", LATEST EDITION. 12.ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND INSERTS SHALL BE WELL SECURED IN THE POSITION WITH THE WIRE POSITIONERS BEFORE PLACING CONCRETE OR GROUT. VERTICAL BARS IN THE MASONRY WALLS SHALL BE TIED IN POSITION AT THE T&B AND INTERVALS NOT EXCEEDING 200 BAR DIAMETERS. FOUNDATION 1.SOILS INFORMATION: BEARING PRESSURE = 1500 PSF (13 INCREASE FOR WIND OR SEISMIC) 2.BOTTOM OF FOOTING SHALL BE AT LEAST 24 INCHES BELOW THE LOWEST ADJACENT FINISHED GRADE INTO COMPETENT SOIL. 3.REFER TO AND CHECK WITH ARCHITECTURAL DRAWINGS FOR VARIOUS FLOOR SLOPES, DROPPED SLABS, DEPRESSIONS, CURBS, STEPS, WALKS DRAINS, DEPRESSED FLOOR, ETC. & DIMENSIONS NOT SHOWN. 4.NO CONCRETE SHALL BE POURED IN ANY FOUNDATION UNTIL EXCAVATION HAS BEEN INSPECTED, EXCAVATION SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER. 5.ALL SLEEVES THROUGH FOUNDATION WALLS AND UNDER FOOTING TO BE INSTALLED PRIOR TO FOUNDATION POUR. SEE TYPICAL DETAILS. 6.NO SLEEVING OF ANY GRADE BEAM WILL BE PERMITTED UNLESS SHOWN ON STRUCTURAL DRAWINGS APPROVED BY THE ENGINEER. 7.THE ENGINEER HAS NO CONTROL OR RESPONSIBILITY FOR THE DESIGN OF TEMPORARY SHORING, SCAFFOLDING, FORMING, UNDERPINNING, ETC., NOT DETAILED ON THESE PLANS. 8.ALL EXCAVATIONS SHALL BE PROPERLY BACKFILLED. DO NOT PLACE BACKFILL BEHIND RETAINING WALLS BEFORE CONCRETE (OR GROUT) HAS OBTAINED FULL DESIGN STRENGTH. CONTRACTOR SHALL BRACE OR PROTECT ALL BUILDING AND PIT WALLS BELOW GRADE FROM LATERAL LOADS UNTIL ATTACHING FLOORS ARE COMPLETELY IN PLACE AND HAVE ATTAINED FULL STRENGTH. CONTRACTOR SHALL PROVIDE FOR DESIGN, PERMITS, AND INSTALLATION OF SUCH BRACING. 9.CONTRACTOR SHALL COORDINATE ALL DIMENSIONS AND ELEVATIONS WITH ARCHITECTURAL DRAWINGS. NOTIFY STRUCTURAL ENGINEER, PRIOR TO FABRICATION OR ERECTION, WHEN DISCREPANCIES ARE FOUND. STRUCTURAL WOOD 1.ALL FRAMING LUMBER SHALL BE DOUGLAS FIR-LARCH GRADE MARKED BY A RECOGNIZED GRADING AGENCY (WCLIB 0R WWPA), VOLUNTARY STANDARD DOC PS20-25. LIGHT FRAMING CONSTRUCTION JOISTS & PLANKS No. 2 BEAMS & STRINGERS No. 1 POST AND TIMBERS No. 1 PARALLAM (PSL)2.0E WS (2900 Fb) PARALLAM (PSL)2.2E WS (2900 Fb) MICROLLAM (LVL)2.0E WS (2900 Fb) VERTICAL STUDS: 2x4 STUDS, 8'-0" LONG CONSTRUCTION GRADE 2x4 STUDS, 8'-1" TO 14'-0"No. 1 2x6 STUDS No. 2 ALL OTHER LUMBER No. 1 STRUCTURAL LIGHT FRAMING 2.ALL SILL PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH EARTH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE TREATED DOUGLAS FIR (PT.D.F.). ALL FASTENERS SUCH AS NAILS, BOLTS, SCREWS, ANCHOR BOLTS, ETC., ATTACHING P.T.D.F. OR FIRE-RETARDANT TREADED WOOD SHALL BE HOT-DIPPED ZINC COATED GALVANIZED OR STAINLESS STEEL (ASTM A153). 3.WHERE STUD PARTITIONS JOIN CONCRETE OR MASONRY WALLS, THE END STUD WALL SHALL BE ANCHORED THERETO WITH 1 2" (BOLTS NEAR THE TOP & BOTTOM AND AT EACH ROW OF TIRE BLOCKING. SUCH BOLTS SHALL BE EMBEDDED IN TH EWALL NOT LESS THAN 2 3 OF THE WALL THICKNESS OR 8" MAX). 4.CUTTING, NOTCHING, OR BORING OF STUDS SHALL BE PERMITTED ONLY AS DETAILED OR APPROVED BY ENGINEER AND/OR PER 2022 CBC TABLE 2308.5.9 OR 2308.5.10. 5.ALL NAILING SHALL CONFORM TO 2022 CBC TABLE 2304.10.1, AND SHALL BE COMMON NAILS, UNLESS NOTED OTHERWISE ON PLANS AND DETAILS. 6.ALL BOLY HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS. HOLES FOR BOLTS SHALL BE BORED 1 16" LARGER THAN THE NOMINAL DIAMETER. BOLTS IN THE WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER, 7.TOP PLATES OF ALL WOOD STUD WALLS TO BE 2-2x MINIMUM (SAME WIDTH AS STUDS), LAP 48" MIN. WITH NOT LESS THAN 6-16d NAILS AT EACH LAP AND NOT MORE THAN 12" BETWEEN NAILS. 8.PLYWOOD SHALL BE APA STRUCTURAL I RATED SHEATHING WITH EXTERIOR GLUE, PER DOC PS1 OR DOC PS2. 9.PROVIDE DOUBLED JOISTS UNDER ALL PARALLEL PARTITIONS. 10.ALL LAG SCREWS TO BE PREDRILLED, DRILL DIAMETER TO BE 40 TO 70 PERCENT OF THREADED SHANK DIAMETER AND FULL DIAMETER FOR SMOOTH SHANK PORTION. 11.RE-TIGHTEN ALL ANCHOR BOLTS JUST BEFORE CLOSING IN. 12.ALL FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC. SHALL BE AS MANUFACTURED BY "SIMPSON COMPANY" OR ENGINEER APPROVED EQUAL. 13.PROVIDE BLOCKING OR BRIDGING PER 2021 NDS SECTION 4.4.1 & 2022 CBC SECTION 2308.4.6 AND SECTION 2308.5.7. 14.MOISTURE CONTENT OF WOOD AT TIME OF PLACING SHALL NOT EXCEED 19 PERCENT. 15.MACHINE BOLTS SHALL BE GRADE-A CONFORMING TO ASTM A307. ANCHOR BOLTS SHALL BE ASTM F1554, GRADE 36. NUTS FOR MACHINE BOLTS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A563, HEX GRADE-A. THREADED RODS SHALL CONFORM TO ASTM A36. THREADED AND NUTTED ANCHOR BOLTS SHALL BE ASTM F1554, GRADE 36. ROUNDS WASHERS SHALL CONFORM TO ASTM F436. CONCRETE 1.CEMENT SHALL CONFORM TO ASTM C150, TYPE II. 2.AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. 3.CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,500 PSI AT 28 DAYS: (4"MAX. SLUMP FOR FLATWORK). MIN. COMPRESSIVE STRENGTH FOR WALLS TO BE 3,000 PSI MIN. COMPRESSIVE STRENGTH FOR GRADE BEAMS TO BE 3,000 PSI MIN. COMPRESSIVE STRENGTH FOR CAISSON TO BE 3,000 PSI 4.ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER. ADMIXTURES SHALL COMPLY WITH ASTM C494 & C107 AND BE OF A TYPE THAT INCREASES THE WORKABILITY OF THE CONCRETE, BUT SHALL NOT BE CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT (CALCIUM CHLORIDE SHALL NOT BE USED). 5.NO CONDUIT PLACED IN A CONCRETE SLAB SHALL HAVE AN OUTSIDE DIAMETER GREATER THAN 1 3 THE THICKNESS OF THE SLAB. NO CONDUIT SHALL BE EMBEDDED IN A SLAB THAT IS LESS THAN 31 2" THICK. EXCEPT FOR LOCAL OFFSETS, MINIMUM CLEAR DISTANCE BETWEEN CONDUITS SHALL BE THREE DIAMETERS ON CENTER (EXCEPT IF THE CONDUIT IS PASSING THROUGH). 6.PROJECTING CORNERS OF SLABS, BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED WITH 3 4" CHAMFERS. 7.REFER TO DRAWINGS OF OTHER DISCIPLINES FOR MOLDS, GROOVES, CLIPS, ORNAMENTS, OR GROUNDS REQUIRED TO BE CAST IN CONCRETE. 8.ALL SLABS ON GRADE SHALL HAVE CONTROL JOINTS INSTALLED TO PROVIDE APPROXIMATELY 15 FOOT SQUARES UNLESS DETAILED OTHERWISE ON THE PLANS. WHERE CONCRETE POURS ARE STOPPED, THE JOINTS SHALL BE FORMED. SEE "TYPICAL SLAB-ON-GRADE JOINT DETAIL". 1. & 1705. 2. A. B. C. D. 3. A. B. C. D. I. A. B. C. II. A. B. C. D. E. F. G. H. I. J. K. L. M. N. O. III. ANCHORS, ANCHOR BOLTS, & DOWELS A. B. C. IV. A. B. C. V. A. B. C. D. FOR SI: 1 INCH = 25.4 mm a.NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEARWALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. b.SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGE AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). c.WHERE A RAFTER IS FASTENED TO AND ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED BY ON NAIL. d.RSRS-01 IS A ROOF SHEATING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667 e.TABULATE FASTENER REQUIREMENTS APPLY WHERE THE ULTIMATE DESING WIND SPEED IS LESS THAN 140 MPH. FOR WOOD STRUCTURAL PANEL ROOF SHEATING ATTACHED TO GABLE-END ROOF FRAMING AND TO INTERMEDIATE SUPPORTS WITHIN 48 INCHES OF ROOF EDGES AND RIDGES, NAILS SHALL BE SPACED AT 4 INCHES ON CENTER WHERE THE ULTIMATE DESING WIND SPEED IS GREATER THAN 130 MPH IN EXPOSURE B OR GREATER THAN 110 MPH IN EXPOSURE C. SPACING EXCEEDING 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS SHALL BE PERMITTED WHERE THE FASTENING IS DESIGNED PER THE AWC NDS. f.FASTENING IS ONLY PERMITTED WHERE THE ULTIMATE DESIGN WIND SPEED IS LESS THAN OR EQUAL TO 110 MPH. g.NAILS AND STAPLES ARE CARBON STEEL MEETING SPECIFICATIONS OF ASTM F1667. CONNECTIONS USING NAILS AND STAPLES OF OTHER MATERIALS, SUCH AS STAINLESS STEEL, SHALL BE DESIGNED BY ACCEPTABLE ENGINEERING PRACTICE OR APPROVED UNDER SECTION 104.11. DESCRIPTION OF BUILDING ELEMENTS 6d COMMON OR DEFORMED (2"x0.113"); OR 2 3/8"x0.113" NAIL (SUBFLOOR AND WALL) 8d BOX OR DEFORMED (2 1/2"x0.113"x 0.281" HEAD) (ROOF); OR RSRS-01 (2 3/8"x0.113") NAIL (ROOF)d 1 3/4" 16 GAGE STAPLE, 7/16" CROWN (SUBFLOOR AND WALL) 2 3/8"x0.113"x0.266 HEAD NAIL (ROOF) 1 3/4" 16 GAGE STAPLE, 7/16" CROWN ROOF 8d COMMON (2 1/2"x0.131"); OR DEFORMED (2"x0.113") (SUBFLOOR AND WALL) 8d COMMON OR DEFORMED (2 1/2"x0.131"x 0.281" HEAD) (ROOF) OR RSRS-01 (2 3/8"x0.113") NAIL (ROOF)d 2 3/8"x0.113"x0.266" HEAD NAIL OR 2" 16 GAGE STAPLE, 7/16" CROWN 10d COMMON (3"x0.148"); OR DEFORMED (2 1/2"x0.131"x0.281" HEAD) OTHER EXTERIOR WALL SHEATHING 1 1/2"X0.120 GALVANIZED ROOFING NAIL (7/16" HEAD DIAMETER); OR 1 1/4" 16 GAGE STAPLE WITH 7/16" OR 1" CROWN 1 3/4"x0.120 GALVANIZED ROOFING NAIL (7/16" DIAMETER HEAD); OR 1 1/2" 16 GAGE STAPLE WITH 7/16" OR 1" CROWN WOOD STRUCTURAL PANELS, COMBINATION SUBFLOOR UNDERLAYMENT TO FRAMING 8d COMMON (2 1/2"x0.131"); OR DEFORMED (2"x0.113"); OR DEFORMED (2"x0.120") 8d COMMON (2 1/2"x0.131"); OR DEFORMED (2 1/2"x0.131"); OR DEFORMED (2 1/2"x0.120") 10d COMMON (3"x0.148"); OR DEFORMED (2 1/2"x0.131"); OR DEFORMED (2 1/2"x0.120") PANELS SIDING TO FRAMING 6d CORROSION-RESISTANT SIDING (1 7/8" x0.106"); OR 6d CORROSTION-RESISTANT CASING (2"x0.099") 8d CORROSION-RESISTANT SIDING (2 3/8"x0.128"); OR 8d CORROSION-RESISTANT CASING (2 1/2"x0.113") 4d CASING (1 1/2"x0.080"); OR 4d FINISH ( 1 1/2"x0.072") 6d CASING (2"x0.099"); OR 6d FIINISH (2"x0.092"); OR (PANEL SUPPORTS AT 24 INCHES) 30.3/8" - 1/2" 31.19/32" - 3/4" 32.7/8" - 1 1/4" 33.1/2" FIBERBOARD SHEATHINGb 34.25/32" FIBERBOARD SHEATHINGb 35.3/4" AND LESS 36.7/8" - 1" 37.1 1/8" - 1 1/4" 38.1/2" OR LESS 39.5/8" 40.1/4" 41.3/8" EDGES (INCHES) INTERMEDIATE SUPPORTS (INCHES) WOOD STRUCTURAL PANELS (WSP), SUBFLOOR, ROOF AND INTERIOR WALL SHEATHING TO FRAMING AND PARTICIEBOARD WALL SHEATHING TO FRAMING SPACING AND LOCATION 2022 CBC: TABLE NO. 2304.10.2: FASTENING SCHEDULE, CONT. INTERIOR PANELING 6 6e 4 3f 3f 6 6e 4 6 3 3 6 6 6 6 6 6 6 12 6e 8 3f 3f 12 6e 8 12 6 6 12 12 12 12 12 12 12 NUMBER AND TYPE OF FASTENER 1.BLOCKING BETWEEN CEILING JOIST, RAFTERS OR TRUSSES TO TOP PLATE OR OTHER FRAMING BELOW BLOCKING BETWEEN RAFTERS OR TRUSS NOT AT THE WALL TOP PLATE, TO RAFTER OR TRUSS FLAT BLOCKING TO TRUSS AND WEB FILLER 2.CEILING JOISTS TO TOP PLATE 3.CEILING JOIST NOT ATTACHED TO PARALLEL RAFTER, LAPS OVER PARTITIONS (NO THRUST) (SEE SECTION 2308.7.3.1, TABLE 2308.7.3.1) 4.CEILING JOIST ATTACHED TO PARALLEL RAFTER (HEEL JOINT)(SEE SECTION 2308.7.3.1 TABLE 2308.7.3.1) 5.COLLAR TIE TO RAFTER 6.RAFTER OR ROOF TRUSS TO TOP PLATE (SEE SECTION 2308.7.5, TABLE 2308.7.5) 7.ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; OR ROOF RAFTER TO 2-INCH RIDGE BEAM 8.STUD TO STUD (NOT AT BRACED WALL PANELS) 9.STUD TO STUD AND ABUTTING STUDS AT INTERSECTING WALL CORNERS ( AT BRACED WALL PANELS) 10.BUILT-UP HEADER (2" TO 2" HEADER) 11.CONTINUOUS HEADER TO STUD 12.TOP PLATE TO TOP PLATE 13.TOP PLATE TO TOP PLATE, AT END JOINTS 14.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING (NOT AT BRACED WALL PANELS) 15.BOTTOM PLATE TO JOIST, RIM JOIST, BAND JOIST OR BLOCKING AT BRACED WALL PANELS 16.STUD TO TOP OR BOTTOM PLATE 17.TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 18.1" BRACE TO EACH STUD AND PLATE 19.1"x6" SHEATHING TO EACH BEARING 20.1"x8" AND WIDER SHEATHING TO EACH BEARING 21.JOIST TO SILL, TOP PLATE, OR GIRDER 22.RIM JOIST, BAND JOIST, OR BLOCKING TO TOP PLATE, SILL OR OTHER FRAMING BELOW 23.1"x6" SUBFLOOR OR LESS TO EACH JOIST 24.2" SUBFLOOR TO JOIST OR GIRDER 25.2" PLANKS (PLANK & BEAM-FLOOR & ROOF) 26.BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS 27.LEDGER STRIP SUPPORTING JOISTS OR RAFTERS 28.JOIST TO BAND JOIST OR RIM JOIST 29.BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 4-8d BOX (2 1/2"x 0.113"); OR 3-8d COMMON (2 1/2"x 0.131"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES 7/16" CROWN 2-8d COMMON (2 1/2"x 0.131") 2-3"x 0.131" NAILS 2-3" 14 GAGE STAPLES 2-16d COMMON (3 1/2"x 0.162") 3-3"x 0.131" NAILS 3-3" 14 GAGE STAPLES 16d COMMON (3 1/2"x 0.162") @ 6" O.C. 3"x 0.131" NAILS @ 6" O.C. 3"x 14 GAGE STAPLES @ 6" O.C. 4-8d BOX (2 1/2"x 0.113"); OR 3-8d COMMON (2 1/2"x 0.131"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES 7/16" CROWN 3-16d COMMON (3 1/2"x 0.162"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES 7/16" CROWN PER TABLE 2308.7.3.1 3-10d COMMON (3"x 0.148"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES 7/16" CROWN 3-10d COMMON (3"x 0.148"); OR 3-16d BOX (3 1/2"x 0.135"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES 7/16" CROWN 2-16d COMMON (3 1/2"x 0.162"); OR 3-16d BOX (3 1/2"x 0.135"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES 7/16" CROWN OR 3-10d COMMON (3 1/2"x 0.148"); OR 4-16d BOX (3 1/2"x 0.135"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7/16" CROWN 16d COMMON (3 1/2"x 0.162"); 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7/16" CROWN 16d COMMON (3 1/2"x 0.162"); OR 16d BOX (3 1/2"x 0.135"); OR 3"x0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7/16" CROWN 16d COMMON (3 1/2"x 0.162"); 16d BOX (3 1/2"x 0.135") 4-8d COMMON (2 1/2"x0.131"); OR 4-10d BOX (3"x0.128") 5-8d BOX (2 1/2"x0.113") 16d COMMON (3 1/2"x 0.162"); 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7/16" CROWN 8-16d COMMON (3 1/2"x 0.162"); OR 12-16d BOX (3 1/2"x 0.135"); OR 12-10d BOX (3"x 0.128"); OR 12-3"x 0.131" NAILS; OR 12-3" 14 GAGE STAPLES 7/16" CROWN 16d COMMON (3 1/2"x 0.162"); 16d BOX (3 1/2"x 0.135"); OR 3"x 0.131" NAILS OR 3" 14 GAGE STAPLES, 7/16" CROWN 2-16d COMMON (3 1/2"x 0.162"); OR 3-16d BOX (3 1/2"x 0.135"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7/16" CROWN 3-16d BOX (3 1/2"x 0.135"); OR 4-8d COMMON (2 1/2"x 0.131"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-8d BOX (2 1/2"x 0.113"); OR 4-3" 14 GAGE STAPLES, 7/16" CROWN OR 2-16d COMMON (3 1/2"x 0.162"); OR 3-16d BOX (3 1/2"x 0.135"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7/16" CROWN 2-16d COMMON (3 1/2"x 0.162"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7/16" CROWN 3-8d BOX (2 1/2"x 0.113"); OR 2-8d COMMON (2 1/2"x 0.131"); OR 2-10d BOX (3"x 0.128"); OR 2-3"x 0.131" NAILS; OR 2-3" 14 GAGE STAPLES, 7/16" CROWN 3-8d BOX (2 1/2"x 0.113"); OR 2-8d COMMON (2 1/2"x 0.131"); OR 2-10d BOX (3"x 0.128"); OR 2-1 3/4" 16 GAGE STAPLES, 1" CROWN 3-8d COMMON (2 1/2"x 0.131"); OR 3-8d BOX (2 1/2"x 0.113"); OR 3-10d BOX (3"x 0.128"); OR 3-1 3/4" 16 GAGE STAPLES, 1" CROWN WIDER THAN 1"x8" 3-8d COMMON (2 1/2"x 0.131"); OR 4-8d BOX (2 1/2"x 0.113"); OR 3-10d BOX (3"x 0.128"); OR 4-1 3/4" 16 GAGE STAPLES, 1" CROWN FLOOR 4-8d BOX (2 1/2"x 0.113"); OR 3-8d COMMON (2 1/2"x 0.131"); OR FLOOR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7/16" CROWN 8d BOX (2 1/2"x 0.131") 8d COMMON (2 1/2"x 0.131"); OR 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7/16" CROWN 3-8d BOX (2 1/2"x 0.113"); OR 2-8d COMMON (2 1/2"x 0.131"); OR 3-10d BOX (3"x 0.128"); OR 2-1 3/4" 16 GAGE STAPLES, 1" CROWN 3-16d BOX (3 1/2"x 0.135"); OR 2-16d COMMON (3 1/2"x 0.162") 3-16d BOX (3 1/2"x 0.135"); OR 2-16d COMMON (3 1/2"x 0.162") 20d COMMON (4"x0.192") 10d BOX (3"x 0.128"); OR 3"x 0.131" NAILS; OR 3" 14 GAGE STAPLES, 7/16" CROWN AND: 2-20d COMMON (4"x 0.192"); OR 3-10d BOX (3"x 0.128"); OR 3-3"x 0.131" NAILS; OR 3-3" 14 GAGE STAPLES, 7/16" CROWN 3-16d COMMON (3 1/2"x 0.162"); OR 4-16d BOX (3 1/2"x 0.135"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7/16" CROWN 3-16d COMMON (3 1/2"x 0.162"); OR 4-10d BOX (3"x 0.128"); OR 4-3"x 0.131" NAILS; OR 4-3" 14 GAGE STAPLES, 7/16" CROWN 2-8d COMMON (2 1/2"x 0.131"); OR 2-10d BOX (3"x 0.128"); OR 2-3"x 0.131" NAILS; OR 2-3" 14 GAGE STAPLES, 7/16" CROWN EACH END, TOENAIL EACH END, TOENAIL END NAIL FACE NAIL EACH JOIST, TOENAIL FACE NAIL FACE NAIL FACE NAIL END NAIL TOENAIL 24" O.C. FACE NAIL 16" O.C. FACE NAIL 16" O.C. FACE NAIL 12" O.C. FACE NAIL 16"O.C. EA EDGE, FACE NAIL 12"O.C. EA EDGE, FACE NAIL TOENAIL 16" O.C. FACE NAIL 12" O.C. FACE NAIL EACH SIDE OF END JOINT, FACE NAIL (MINIMUM 24" LAP SPLICE LENGTH EACH SIDE OF END JOINT) 16" O.C. FACE NAIL 12" O.C. FACE NAIL 16" O.C. FACE NAIL TOENAIL END NAIL FACE NAIL FACE NAIL FACE NAIL FACE NAIL TOENAIL 4" O.C. TOENAIL 6" O.C. TOENAIL FACE NAIL BLIND AND FACE NAIL EACH BEARING, FACE NAIL 32"O.C.,FACE NAIL AT TOP & BOT. STAGG. ON OPP. SIDES 24"O.C.,FACE NAIL AT TOP & BOT. STAGG. ON OPP. SIDES ENDS AND AT EACH SPLICE, FACE NAIL EACH JOIST OR RAFTER, FACE NAIL END NAIL EACH END, TOENAIL NUMBER AND TYPE OF FASTENERg SPACING AND LOCATION 2 TOENAILS ON ONE SIDE AND 1 TOENAIL ON OPPOSITE SIDE OF RAFTERS OR TRUSS 2022 CBC: TABLE NO. 2304.10.2: FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS ROOF WALL DESIGN CRITERIA 1. VERTICAL LOADS (GRAVITY): a) DEAD LOADS: ROOF 15 PSF FLOOR 15 PSF b) LIVE LOADS (REDUCIBLE UNLESS NOTED OTHERWISE): ROOF 20 PSF FLOOR 40 PSF DECK 60 PSF (1.5 L) 2. LATERAL LOADS: a) EARTHQUAKE DESIGN DATA: V = 0.144 W (ASD) (INCLUDES RHO = 1.3) SEISMIC IMPORTANCE FACTOR =1 RISK CATEGORY =II MAPPED SPECTRAL RESPONSE ACCELERATIONS SS 1.29 S1 0.46 SITE CLASS D-DEFAULT SEISMIC DESIGN CATEGORY D SPECTRAL RESPONSE COEFFICIENTS SDS 1.032 SMS 1.548 RESPONSE MODIFICATION FACTOR PLYWOOD SHEARWALLS R 6.5 SEISMIC RESPONSE COEFFICIENT Cs 0.159 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE b) WIND: BASIC WIND SPEED 110 MPH SITE EXPOSURE B IMPORTANCE FACTOR 1.0 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC STRUCTURAL NOTES S1.0 STRUCTURAL ABBREVATIONS A.B.ANCHOR BOLT ABV.ABOVE ADD'L ADDITIONAL ADJ.ADJACENT ALUM.ALUMINUM ALT.ALTERNATE APPRX.APPROXIMATE(LY) ARCH.ARCHITECT(TURAL) &AND @ AT BEL.BELOW B.F.BRACED FRAME BLDG.BUILDING BLK.BLOCK BLKG.BLOCKING BM.BEAM B.N. BOUNDARY NAILING BNDRY.BOUNDARY B.O.F.BOTTOM OF FOOTING BRDG.BRIDGE(ING) BRG.BEARING BTM.BOTTOM BTWN.BETWEEN CAMB.(C)CAMBER(ED) CANT.CANTILEVERED C.F.CUBIC FEET(FOOT) C.G.CENTER OF GRAVITY C.I.P.CAST IN PLACE C.J.CONSTRUCTION JOINT CL.CENTER LINE CLG.CEILING CLR.CLEAR CMU.CONC. MASONRY UNIT COL.COLUMN CONC.CONCRETE CONN.CONNECTION CONST.CONSTRUCTION CONT.CONTINUOUS CTSK.COUNTERSINK CTR.CENTER(ED) C.Y.CUBIC YARD d PENNY(NAILS) DBL.DOUBLE DEPT.DEPARTMENT D.F.DOUGLAS FIR DIA. ()DIAMETER DIAG.DIAGONAL DIAPH.DIAPHRAGM DIM.DIMENSION DN.DOWN do DITTO(REPEAT) DP (D)DEEP (DEPTH) DWG.DRAWING(S) DWL.DOWEL(S) EA.EACH E.F.EACH FACE E.J.EXPANSION JOINT EL.ELEVATION ELEC.ELECTICAL ELEV.ELEVATOR EMBD.EMBED(MENT) E.N.EDGE NAIL/SCREWS ENG.ENGINEER ES.EDGE SCREWS EQ.EQUAL EQPT.EQUIPMENT EXP.EXPANSION EXST.(E)EXISTING EXT.EXTERIOR FAB.FABRICATION FND.FOUNDATION FIN.FINISH(ED) FLG.FLANGE FLR.FLOOR F.N.FIELD(FACE)NAIL F.O.C.FACE OF CONCRETE F.O.M.FACE OF MASONRY F.O.S.FACE OF STUD F.O.W.FACE OF WALL FRM.FRAME(ING) F.S.FAR SIDE FT.(')FOOT(FEET) FTG.FOOTING GA.GAUGE GALV.GALVANIZED GB GRADE BEAM GLB GLUED LAMINATED BEAM GRD.GRADE GYPDB.GYPSUM WALLBOARD HD HOLD DOWN HDR.HEADER HGR.HANGER HORZ.(H)HORIZONTAL HSB HIGH STRENGTH HT.HEIGHT I.D.INSIDE DIAMETER I.E. INVERT ELEVATION I.F.INSIDE FACE IN.()INCH(S) INT.INTERIOR JST.JOIST JT.JOINT K KIPS () LAT.LATERAL LB(#)POUNDS L.B.LAG BOLTS LDGR LEDGER L.F.LINEAL FEET(FOOT) LG.LONG(ITUDINAL) LGTH LENGTH LLH LONG LEG HORIZ. LLV LONG LEG VERT. LT.WT.LIGTH WEIGHT MAS.MASONRY MAT'L.MATERIAL MAX.MAXIMUM M.B.MACHINE BOLT MECH.MECHANICAL MEZZ.MEZZANINE MFR.MANUFACTURER MISC.MISCELLANEOUS MIN.MINIMUM MLB MINI-LAM-BM. MTL.METAL (N)NEW NO. (#)NUMBER N.S.NEAR SIDE N.S.G.NON-SHRINK GROUT N.T.S.NOT TO SCALE O.C.ON CENTER O.D.OUTSIDE DIAMETER O.D.OUTSIDE DIAMETER O.F.OUTSIDE FACE O.H. OPPOSITE HAND OPNG.OPENING ORNT. ORIENTATE(ION) OWJ.OPEN WEB JOISTS PAR. (//)PARALLEL P/C PRECAST CONCRETE PERP. (┴)PERPENDICULAR PL.(PL)PLATE PLAM PURLAM BEAM PLY.PLYWOOD P.S.F.POUNDS PER SQUARE FOOT P.S.I.POUNDS PER SQUARE INCH P.T.PRESSURE TREATED P/T POSTTENSIONED (PRESTRESSED) QTY.QUANTITY RAD.(R)RADIUS R.C.P.REINFORCED CONCRETE PIPE REF.REFERENCE REINF.REINFORCEMENT(ING) REQ'D.REQUIRED R.F.RIGID FRAME R.O.ROUGH OPENING R.B.RIDGE BOARD SCHED.SCHEDULE SHT.SHEET SHTG.SHEATHING SIM.SIMILAR SKW.SKEW(ED) SPC.SPACE(S)(ING) SPEC.SPECIFICATION(S) SQ.SQUARE SS SELECT STRUCTURAL STD.STANDARD STGR.STAGGER(ED) STIFF.STIFFENER(S) STIR.STIRRUP(S) STL.STEEL STRUC.STRUCTURAL SUSP.SUSPENDED(TION) SYMM.SYMMETRICAL (T)TOP T & B TOP AND BOTTON TEMP.TEMPERATURE T & G TONGUE AND GROOVE THK.THICK(NESS) THRD.THREADED TMPRY.TEMPORARY T.N.TOE NAIL T.O.S.TOP OF SHEATHING T.O.W.TOP OF WALL TRANSV.TRANSVERSE T.S.TOP OF STEEL TYP.TYPICAL UBC UNIFORM BUILDING CODE U.O.N.UNLESS OTHERWISE NOTED VERT.VERTICAL VIF VERIFY IN FIELD (W)WIDE(WIDTH) /WITH WD.WOOD W.P.WORK POINT WPJ WEAKENED PLANE JOINT W.S.WELDED STUD(S) WT WEIGHT WWF WELDED WIRE FABRIC X-STG EXTRA STRONG XX-STG DOUBLE EXTRA STRONG YD YARD 1704 DRAWINGS DEPARTMENT. THE AND BY IN THE INSPECTIONS SUBSTITUTE IS IS THE TO OR WORK REQUIRED SOIL ALL BEFORE CAST-IN-PLACE BEAMS WALLS ON AND CONCRETE CORES. VERIFY PLACEMENT AND COMPRESSIVE STRENGTH OF CONCRETE IN TILT-UP PANELS STRUCTURAL CONCRETE CONCRETE INSULATING NOT CONCRETE SPECIAL EPOXIED SLEEVE AND (WHERE OF IS IS IS CONCRETE APPROVED STEEL CHECK CONTINUOUS STRUCTURAL OBSERVATION DESIGNATION 319 S BROADWAY FIRE RESTORATION JOSE RAMIREZ POSTS PADS ROOF 2-27-25 SPECIAL INSPECTION 1.SPECIAL INSPECTION SHALL MEET THE REQUIREMENTS OF THE 2022 CBC SECTION 1704 & 1705. 2.SPECIAL INSPECTOR SHALL: A.BE UNDER THE SUPERVISION OF A CALIFORNIA REGISTERED ENGINEER. B.OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH APPROVED DRAWINGS AND SPECIFICATIONS. B.FURNISH INSPECTION REPORTS TO THE ENGINEER AND BUILDING DEPARTMENT. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION; THEN IF NOT CORRECTED, TO THE ENGINEER AND BUILDING DEPARTMENT. C.SUBMIT TO THE ENGINEER AND BUILDING DEPARTMENT A FINAL REPORT, SIGNED BY A CALIFORNIA REGISTERED CIVIL ENGINEER, STATING THAT THE WORK WAS IN CONFORMANCE WITH THE APPROVED DRAWINGS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CBC. 3.INSPECTION NOTES: A.CONSTRUCTION INSPECTIONS LISTED ARE IN ADDITION TO THE CALLED INSPECTIONS REQUIRED BY THE 2022 CBC SECTION 110. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION NY A BUILDING OFFICIAL, SPECIALLY INSPECTED WORK WHICH IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL IS SUBJECT TO REMOVAL FOR EXPOSURE. B.CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING PERFORMANCE OF THE WORK UNLESS SPECIFICALLY NOTED. C.SPECIAL INSPECTORS MUST BE CERTIFIED BY THE BUILDING DEPARTMENT TO PERFORM THE TYPES OF INSPECTIONS SPECIFIED. D.IT IS THE RESPONSIBILITY OF THE OWNER TO INFORM THE SPECIAL INSPECTOR OR INSPECTION AGENCY AT LEAST ONE WORKING DAY BEFORE PERFORMING ANY WORK THAT REQUIRED SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL. 1.ANCHORS, ANCHOR BOLTS, & DOWELS A.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS (AND TESTING) OF EPOXIED DOWELS IN CONCRETE AT (HOLDOWNS) (EXISTING FOOTINGS) (CONCRETE REPAIRS). B.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS OF WEDGE AND SLEEVE ANCHORS (WHERE INDICATED). SPECIAL INSPECTION REQUIRED 1.ANCHORS, ANCHOR BOLTS, & DOWELS A.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS (AND TESTING) OF EPOXIED DOWELS IN CONCRETE AT (HOLDOWNS) (EXISTING FOOTINGS) (CONCRETE REPAIRS). B.VERIFY MANUFACTURERS INSTALLATION REQUIREMENTS OF WEDGE AND SLEEVE ANCHORS (WHERE INDICATED). 2.SHEAR WALLS A.PERIODIC SPECIAL INSPECTION IS REQUIRED FOR WOOD SHEAR WALLS, SHEAR PANELS, AND DIAPHRAGMS, INCLUDING NAILING, BOLTING, ANCHORING, AND OTHER FASTENING TO COMPONENTS OF THE SEISMIC FORCE RESISTING SYSTEM. B.SPECIAL INSPECTION BY A DEPUTY INSPECTOR IS REQUIRED WHERE THE FASTENING SPACING OF THE SHEATHING IS 4 INCHES ON CENTER OR LESS. SPECIAL INSPECTION REQUIRED 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC STRUCTURAL NOTES S1.1 2.5 2.5 1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON SHEETS S3.0-S3.2. THESE NOTES AND DETAILS SHALL BE USED WHERE APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT. 2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. 3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 4.NON-STRUCTURAL ELEMENTS IN NATURE SUCH AS DRAINS, SUMPS, EXTERIOR HARDSCAPE, MECHANICAL UNITS, ETC., ARE TO BE DESIGNED BY OTHERS. 5.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF PARTITION WALLS. 6.FOUNDATION SILLS SHALL BE NATURALLY DURABLE OR PRESERVATIVE-TREATED WOOD. FIELD-CUT ENDS, NOTCHED, AND BORINGS SHALL BE FIELD-TREATED. FASTENERS IN TREATED WOOD SHALL BE APPROVED SILICON BRONZE/COPPER, STAINLESS STEEL, OR HOT-DIPPED ZINC COATED STEEL. 7.ALL WOOD FRAMED STRUCTURAL WALLS ARE TO BE 2x4 STUDS @ 16" O.C., U.O.N. (USE 2x6 STUDS @ 16" O,C, AT PLUMBING WALLS). 8.ANCHOR BOLTS AT STRUCTURAL WALLS REQUIRE A PLATE WASHER WITH MINIMUM SIZE OF 0.299"x3"x3". 9.ANCHOR BOLTS AND HOLDOWN ANCHORS, SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 10.SHEAR WALL SHEATHING SHOWN ON ONE SIDE MAY ALTERNATIVELY BE SHEATHED ON THE OPPOSITE SIDE OF THE WALL. 11.EXTREME CARE SHOULD BE TAKEN WHEN DOING FOUNDATION WORK WITH POST-TENSIONED SLABS (WHERE APPLICABLE). NO TENDONS SHALL BE DAMAGED OR CUT. NOTIFY THE ENGINEER OF RECORD PRIOR TO ANY DRILLING, CORING, SAQ-CUTTING, ETC. USE NON-DESTRUCTIVE METHODS TO LOCATE TENDONS PRIOR TO ANY WORK. 12.IF ADVERSE SOILS CONDITIONS ARE ENCOUNTERED, A SOILS INVESTIGATION MAY BE REQUIRED. SPREAD FOOTING PER SCHEDULE ON THIS SHEET2.0 WOOD POST SIZE. MARK IS INDICATED AT THE BASE OF THE POST SHEAR WALL POST AND HARDWARE MODEL SEE DETAIL 1/S3.1 FOR INSTALLATION DETAILS 0'-00" 6 WOOD SHEARWALL. SEE SHEARWALL SCHEDULE ON S2.0 FOR ASSEMBLY AND DETAIL REFERENCES. SHEARWALLS STARTS AT FOUNDATION AND CONTINUES UP TO ROOF LEVEL NEW CONCRETE FOOTING, INDICATED w/ DASHED LINES & SOLID HATCH (E) CONCRETE FOOTING, INDICATED WITH DASHED LINES 4x4 HDU2 SCALE: = 1'-0" N FOUNDATION PLAN 1/4" 4x4 POST PLAN NOTES LEGEND TYPE SHEATHING (1) 15 32 STRUC 1 O.S. NAIL SIZE (2) EDGE & FIELD NAIL SPACING 10d 6" & 12" 0'-00" 6 SILL TO WOOD CONN. SDS1 4"x6" @ 16" SILL TO CONC. CONN. 2x:5 8" DIA. A.B. @32" 3x:5 8" DIA. A.B. @48" ALLOW SHEAR (PLF) 312 SHEAR WALL TYPE (3) I 15 32 STRUC 1 O.S. 10d 4" & 12" 0'-00" 4 SDS1 4"x6" @ 12" 3x:5 8" DIA. A.B. @32"470 II 15 32 STRUC 1 O.S. 10d 3" SGRD. & 12" (4)0'-00" 3 SDS1 4"x6" @ 9" 3x:5 8" DIA. A.B. @24"611 II 15 32 STRUC 1 O.S. 10d 0'-00" 2 SDS1 4"x6" @ 6" 3x:5 8" DIA. A.B. @16"800 II 15 32 STRUC 1 D.S. 10d 0'-00" 4D SDS1 4"x6" @ 6" 3x:5 8" DIA. A.B. @16"940 III 15 32 STRUC 1 D.S. 10d 0'-00" 3D SDS1 4"x6" @ 4" 3x:5 8" DIA. A.B. @12"1222 IV 15 32 STRUC 1 D.S. 10d 0'-00" 2D SDS1 4"x6" @ 3" 3x:5 8" DIA. A.B. @8"1600 IV 2" SGRD. & 12" (4) 4" & 12" 3" SGRD. & 12" (4) 2" SGRD. & 12" (4) NOTES: 1.O.S. INDICATES SHEATHING ON ONE SIDE OF THE WALL. D.S. INDICATES SHEATHING ON BOTH SIDES OF THE WALL. 2.USE COMMON WIRE NAILS FOR ALL STRUC 1 SHEATHING 3.SEE DETAIL 5/S3.1 & 9/S3.1 FOR ALL SHEARWALL ASSEMBLIES BASED ON SHEAR WALL TYPE 4.FOR STAGGERED EDGE NAIL REQUIREMENTS SEE DETAILS 5/S3.1 & 9/S3.1 SHEARWALL SCHEDULE TYPE SIZE (WxLGTHxTHK) CAPACITY (KIPS) 1'-6" x 1'-6" x 12"3.04 REINF. (E.W. BOT.)TYPE SIZE (WxLGTHxTHK) CAPACITY (KIPS) 4'-6" x 4'-6" x 12" REINF. (E.W. BOT.) NOTES: 1.ALL PAD FOOTINGS SHALL HAVE A MIN. BEARING DEPTH OF 18" FOR INTERIOR CONDITIONS & 24" FOR EXTERIOR CONDITIONS. 2.ALLOWABLE CAPACITY VALUES ARE BASED ON AN ALLOWABLE BEARING PRESSURE OF 1,500 PSF. 3.IF SPREAD FOOTING OCCURS AT SAME LOCATION AS HOLDOWN ANCHOR PAD, THE LARGER SIZE AND REINFORCEMENT SHALL GOVERN. 2'-0" x 2'-0" x 12" 2'-6" x 2'-6" x 12" 3'-0" x 3'-0" x 12" 3'-6" x 3'-6" x 12" 4'-0" x 4'-0" x 12" 2 - #4 3 - #4 4 - #4 3 - #5 3 - #5 4 - #55.40 8.44 12.15 16.50 21.60 27.304 - #5 5 - #5 33.805'-0" x 5'-0" x 12" 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 PAD FOOTING SCHEDULE WSWH12x8 INDICATES PREFABRICATED WOOD STRONG-WALL HIGH-STRENGHT SHEARWALL BY "SIMPSON STRONG-TIE". SEE SHEET WSWH1-WSWH2 FOR DETAILS. 4x4 POST 4x6 POST 4x4 POST 4x4 POST 6x6 POST w/ MPB66Z POST BASE 4x4 POST 3 S3.2 3 S3.2 2 S3.1 4 S3.2 3 S3.2 EXISTING 1'-0" WIDE CONT. FOOTING TO BE FIELD VERIFIED TYPICAL EXISTING 2x4 WALL STUD TO BE FIELD VERIFIED EXISTING RAISED FLOOR 4x6 POST 4 S3.2 EXTENT OF EXISTING BASEMENT BELOW EXISTING RAISED FLOOR NOTE: TONGUE AND GROVE BOARDS ARE THE EXISTING LATERAL SYSTEM OF THIS STRUCTURE. E.O.R. IS TO BE INFORMED OF ANY DAMAGE FOUND TO BOARDS DURING CONSTRUCTION. 4'-11"2'-8"8'-1" 9' - 0 " 4'-9" 2' - 6 " 2' - 6 " 2' - 4 " 2' - 4 " 2'-5"2'-11"3'-3"2'-4" 3' - 2 " 5' - 2 " 4' - 0 " 2' - 6 " 2' - 1 1 " 6 4x4 HDU2 6 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 6 6 6 6 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 6 6 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 6 6 4 4 4 4 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU24x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4x4 HDU2 4444 WSWH18x8 WSWH12x8 3'-2" 3'-8" #5 @ 12" O.C. EA. WAY. T&B #5 @ 12" O.C. EA. WAY. T&B 6x6 POST w/ MPB66Z POST BASE 7 S3.2 6 S3.2 6 S3.2 6 S3.2 6 S3.2 6 S3.2 6 S3.2 6 S3.2 10 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 7 S3.2 11 S3.2 11 S3.2 7 S3.2 7 S3.2 12 S3.2 12 S3.2 5 S3.2 5 S3.2 S3.2 9 S3.2 9 2' - 6 " 2' - 6 " 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC S2.0 FOUNDATION PLAN 1.REFER TO STRUCTURAL NOTES ON SHEET S1.0 AND TYPICAL DETAILS ON SHEETS S3.0-S3.2. THESE NOTES AND DETAILS SHALL BE USED WHERE APPLICABLE WHETHER SPECIFICALLY REFERENCED ON PLANS OR NOT. 2.CONTRACTOR SHALL COORDINATE THE WORK OF ALL TRADES WITH STRUCTURAL REQUIREMENTS INDICATED. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS. 3.REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. 4.STRUCTURAL WALLS ARE WALLS THAT RESIST GRAVITY, WIND, AND/OR SEISMIC LOADS. ALL EXTERIOR WOOD FRAMED WALLS ARE STRUCTURAL WALLS. WALLS OR PORTIONS NOT INDICATED ON THE STRUCTURAL DRAWINGS ARE PARTITION WALLS. REFER TO ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF 5.NOMINAL ROOF LINE VARIES, REFER TO ARCHITECTURAL. 6.WALLS BELOW ROOF SHEATHING ARE INDICATED BY DASHED LINES. WALLS ABOVE ROOF SHEATHING ARE INDICATED BY SOLID LINES. 7.BEAMS IN CONTACT WITH ROOF SHEATHING OR DIRECTLY BELOW ROOF FRAMING ARE INDICATED WITH SOLID LINES, ANY OTHER BEAM AT A LOWER LEVEL IS INDICATED WITH DASHED LINES. 8.SIZE AND LOCATION OF ALL MECHANICAL EQUIPMENT TO BE REVIEWED AND APPROVED BY THE E.O.R. PRIOR TO PLACEMENT. 9.FOR SIZE AND LOCATION OF ROOF OPENINGS FOR PIPES AND DUCTS, REFER TO MECHANICAL AND PLUMBING DRAWINGS. 10.ALL WOOD EXPOSED TO WEATHER TO BE TREATED WOOD, REDWOOD, OR OTHER SPECIES NATURALLY RESISTANT TO DECAY AND JOIST HANGERS, STRAPS, TIES, ETC. SHALL BE GALVANIZED (G185 COATING). FASTENERS SHALL BE STAINLESS STEEL OR APPROVED EQUAL. FRAMING MEMBER BEARING ON TOP OF TOP PLATES FRAMING MEMBER HUNG AT IT'S SUPPORT HEADER MEMBER INSTALLED PER DETAIL 5/S3.0 6 REQUIRED TOP PLATE SPLICE. SEE SCHEDULE ON 4/S3.0 FOR ALL REQUIREMENTS. THE MARKED SPLICE SHALL APPLY FOR THE FULL LENGTH OF THE WALL. USE TYPE SPLICE MIN., UNLESS OTHERWISE NOTED.6 SCALE: = 1'-0" N ROOF FRAMING PLAN 1/4" PLAN NOTES LEGEND 2x6 RAFTERS @ 16" O.C. RAFTER END INDICATED BY THE STRAIGHT LINE. THE ARROWS INDICATE THE AREA TO COVER 2x6 C.J. @16" O.C. CEILING JOIST END INDICATED BY THE ARROWS INDICATE THE AREA TO COVER 4x6 4x4 4x4 4x4 4x6 4x6 4x4 4x 6 4x 6 4x64x6 4x 4 4x 4 4x 4 4x 4 4x 1 0 4x8 4x 6 4x4 4x6 4x4 4x 6 4x 1 0 4x 6 4x 6 4x8 4x 6 3½x11⅞ PSL 3½x9½ PSL 3½x9½ PSL 2x 6 C . J . @1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 2x 8 R A F T E R S @ 1 6 " O . C . 4x 1 2 4x12 4x12 2x6 RAFTERS @ 16" O.C. 2x6 RAFTERS @ 16" O.C. 2x8 C.J. @16" O.C. 2x6 RAFTERS @ 16" O.C. 2x6 RAFTERS @ 16" O.C. 2x6 C.J. @16" O.C. 2x 6 R A F T E R S @ 1 6 " O . C . 2x 6 R A F T E R S @ 1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 3½x9½ PSL 2x 6 R A F T E R S @ 1 6 " O . C . 2x 6 R A F T E R S @ 1 6 " O . C . 2x 8 C . J . @1 6 " O . C . 2x 8 R A F T E R S @ 1 6 " O . C . 3½x9½ PSL 3½x11⅞ PSL 2x10 RIDGE BOARD 2x 6 R I D G E B O A R D 2x 6 R I D G E B O A R D 2x6 RIDGE BOARD 2x6 RIDGE BOARD 2x 6 R I D G E B O A R D 10 S3.0 TYP. ROOF SHEATHING: 1/2" APA RATED SHEATHING (32/16), EXP-1 w/ E.N. = 8d @ 6" F.N. = 8d @ 12" (NO BLOCKING REQUIRED AT SEAMS) CALIFORNIA FRAMING (SHOWN SHADED) 11 S5.0 11 S5.0 1 S5.0 1 S5.0 2 S5.0 6 S5.0 2 S5.0 2 S5.0 1 S5.0 1 S5.0 12 S5.0 12 S5.0 10 S5.0 TYP. 4 S5.0 3 S5.0 2 S5.0 1 S5.0 5 S5.0 1 S5.0 1 S5.0 1 S5.0 1 S3.2 TYP. 5 S5.0 'MST37''MST37' 'MST37''MST37' 'MST37' 'MST37' 4x4 STUB POST 8 S5.0 9 S5.0 4 S5.0 4 S5.0 4 S5.0 2x6 ROOF RAFTERS @16" O.C. 2x8 C.J. @16" O.C. 4x4 STUB POST 8 S5.0 7 S3.0 3 S5.0 3 S5.0 'MST37''MST37' 7 S3.0 7 S3.0 2 S5.0 7 S5.0 7 S5.0 7 S3.0 11 S5.0 NOTE: TONGUE AND GROVE BOARDS ARE THE EXISTING LATERAL SYSTEM OF THIS STRUCTURE. E.O.R. IS TO BE INFORMED OF ANY DAMAGE FOUND TO BOARDS DURING CONSTRUCTION. 2 WSWH2 2 WSWH2 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC ROOF FRAMING PLAN S2.1 1 1 REINFORCEMENT HOOKS & BENDSTIES & STIRRUPS DIA. = 6 db (FOR #3 THRU #8) DIA. = 8 db (FOR #9, #10 & #11) DIA. = 10 db (FOR #14 & #18) (db = BAR DIAMETER) NOTE: BEND 4 db MINIMUM FOR STIRRUPS & TIES. 6" db BUT NOT LESS THAN 2 1 2" MIN. 12 d b db DIA . DIA . DIA . DIA . NOTE: FOR SIZE & SPACING OF ALL TIES AND STIRRUPS, REFER TO SCHEDULE AND/OR TYPICAL DETAILS. ALTERNATE POSITION OF 135° AND 90° BENDS TYPICAL ALTERNATE POSITION OF SUCCESSIVE TIE SPLICES TYPICAL. DIMENSION "a" FOR #3 TIES = 5" FOR #4 TIES = 5 1 2" FOR #5 TIES = 6" TYPICAL COLUMN TIES BEAM STIRRUPS "a"12" DIA."a""a""a" "a " "a"OPTIONALDUCTILE A B C D E TOP PLATE SPLICE ROOF/FLOOR DIAPHRAGM ASSEMBLYBORING AND NOTCHING 4x OR 6x BEAM TO POSTENGINEERED BEAM TO POST HEADER DETAIL OPENING AT ROOF/FLOOR PARTITION TOP CONNECTION JOIST/TRUSS PER PLAN 1/ 2 " C L E A R 2x4 BLOCK @ 48" O.C. SIMPSON STC @ 48" O.C. PARTITION WALL PER PLAN PARALLEL TO JOIST/TRUSS 1/ 2 " C L E A R JOIST/TRUSS PER PLAN SIMPSON STC @ 48" O.C. PARTITION WALL PER PLAN PERP. TO JOIST/TRUSS JOIST/TRUSS PER PLAN SIMPSON HTC @ 48" O.C. PARTITION WALL PER PLAN 1/ 2 " C L E A R DEPTH "D" .25x"D" MAX. AT BEARING WALL .40x"D" MAX. AT NON-BEARING WALL .40x"D" MAX. AT BEARING WALL .60x"D" MAX. AT NON-BEARING WALL 5 8" MIN TYPL "D"/3 MAX. BORED HOLES 2" M I N . T Y P . 12" MIN SEP. DE P T H " D " "D " / 6 M A X . NO T C H "D " / 4 M A X A T E N D S B - STUDS IN WALLSA - JOIST/RAFTERS NOTCHING NOT ALLOWED IN MIDDLE 1 3 OF SPAN MARK MIN. PL. THK. NAILS DESIGN LOAD 6 2x 6-16d 1250# 8 2x 8-16d 1670# 10 2x 10-16d 2090# 12 2x 12-16d 2510# 14 2x 14-16d 2920# 16 2x 16-16d 3340# 18 2x 18-16d 3760# 20 2x 20-16d (1)3780#/4180# * = 6'-0" MIN. LAP LENGTH AT SPLCE 20, 22 & 24 GROUP NAILS OR BOLTS ON BOTH SIDES OF SPLICE IN TOP PLATE NAILS PER SCH 4'-0" MIN LAP * 1 1 2" MIN.1 1 2" MIN.1 1 2" MIN.1 1 2" MIN. NAILS PER SCH 16d @ 16" TYP 16d @ 16" TYP @ 3" MIN. TYP 1" 1" STAGGER NAILS TYP SPLICE WHERE OCCURS STRAP PER PLAN (WHERE OCCURS)BEAM PER PLAN POST PER PLAN NOTE: 'CCQ' AND 'ECCQ' COLUMN CAPS MAY BE USED IN LIEU OF 'CCO' AND 'ECCO', RESPECTIVELY. 4x JOIST DEPTH HEADER w/ SIMPSON 'U' HANGERS EACH END. FOR TJI'S USE 4x10 HDR. w/ SIMPSON 'W' HANGER EACH END TYPICAL U.N.O. USE DOUBLE JOISTS OR TJI'S @ EACH SIDE OF OPENING w/ 2- 1 2" DIA. M.B. @ 24" O.C. (STAGGERED). BLOCK TJI'S SOLID BETWEEN WEBS AT M.B.'S. SEE PLANS FOR JOIST SIZE AND SPACING. PLAN NOTE: USE THIS DETAIL WHEN ON JOIST IS INTERRUPTED OPNG. HEADER SCHEDULE BEARING AND EXTERIOR WALLS NON-BEARING WALLS OPENING WIDTH HEADER SIZE OPENING WIDTH HEADER SIZE 6'-0" OR LESS 4x6 8'-0" OR LESS 4x6 6'-1" TO 8'-0" 4x8 8'-1" TO 12'-0" 4x8 8'-1" TO 10'-0" 4x10 NOTE: USE 6x LINTEL MEMBERS IN 2x6 STUD WALLS. 'A34' AT TOP & BOTTOM FOR FULL HEIGHT STUDS IN EXTERIOR WALLS CONT. DBL. TOP PLATES, PER PLAN STUDS & CRIPPLES @ 16" O.C. 'A34' FOR 3'-6" TO 8'-0" OPENINGS HDR. PER PLAN (IF NON ON PLAN USE HEADER PER SCHEDL. ABOVE) 2-16d FOR EACH 3" IN HEADER DEPTH TWO CRIPPLE STUDS WHEN HEADER IS LARGER THAN 4x8, OTHERWISE ONE 16d @ 8" O.C. EACH FULL HEIGHT STUD @ EXTERIOR WALLS ONLY SEE TABLE FOR NUMBER OF FULL HEIGHT STUDS TYPICAL 'A34' TOP AND BOTTOM AT SILL WHERE OCCURING 2x STUD WIDTH SILL WHERE OCCURING 16d @ 8" O.C. EACH FULL HEIGHT STUD @ EXTERIOR WALLS ONLYOPENING OPENING NUMBER OF FULL HEIGHT STUDS WIDTH ALL INTERIOR INTERIOR EXTERIOR WALLS BRG. WALLS NON-BEARING WALLS 7'-0" OR LESS 2 2 1 7'-1" TO 10'-0" 3 2 1 OVER 10'-0" 4 2 1 NOTE: OMIT FULL HEIGHT STUDS WHERE POST FOR HOLDOWN ANCHOR OCCURS. SEE PLAN AND TYPICAL HOLDOWN DETAIL. BEAM PER PLAN STRAP PER PLAN (WHERE OCCURS) SPLICE WHERE OCCURS POST PER PLAN CC POST CAP ELEVATION PERSPECTIVE POST PER PLAN BEAM PER PLAN SPLICE WHERE OCCURS STRAP PER PLAN (WHERE OCCURS) 1/ 2 " POST PER PLAN BEAM PER PLAN BEAM PER PLAN POST PER PLAN ECC POST CAP ELEVATION PERSPECTIVE ECC POST CAP SEE PLAN FOR SHEATHING THICKNESS, GRADE AND NAILING 1'-4" MIN. PANEL JOINT STAGGERED 4'-0" MIN, PANEL EDGE NAILING (E.N.) AT DIAPHRAGM EDGES FIELD NAILING (F.N.) AT INTERMEDIATE SUPPORTS 4'-0" SHEATHING PANELS BEAM PER PLAN EDGE NAILING (E.N.) AT CONTINUOUS PANEL EDGES WHERE BLOCKING OF PANEL EDGES IS REQUIRED EDGE NAILING (E.N.) AT STAGGERED PANEL EDGES JOISTS OR RAFTERS PER PLAN SEE PLAN FOR DIAPHRAGM AREAS WITH BLOCKED PANEL EDGES 124 567 101112 ECC POST CAP ECC POST CAP 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC TYPICAL DETAILS S3.0 HD. POST PER PLAN 2' - 0 " (M I N . B E A R I N G DE P T H ) LE N G T H le 1¾" MIN. 1" CL R SSTB PER SCHEDULE HOLDOWN PER PLAN CL SILL PLATE PAD GRADE HD. POST PER PLAN HD. POST PER PLAN FASTENERS PER SCHEDULE 1' - 8 " MA X . 1" CL R le SSTB PER SCHEDULE 16 SEE NOTE #7 DBL. HOLDOWN (WHERE OCCURS) 1'-0" MIN. MARK MIN. HD POST (WALL 2x4 OR 2x6) NO. OF SDS 1 4"x3 SCRES CL SIMPSON STRONGTIE ANCHOR BOLT ANCHOR DIA. MIN. ANCHOR EMBED le ALLOW TENSION KIPS (LA CITY) MINDWALL CORNER HDU2 4x4 OR 4x6 6 1 5/16"SSTB20 5/8"16 5/8"3.075 (2.306)2.960 (2.220) HDU4 4x4 OR 4x6 10 1 5/16"SSTB24 5/8"20 5/8"3.740 (2.805)3.325 (2.494) HDU8 4x6 OR 4x6 20 1 3/8"SSTB28 7/8"24 7/8"6.970 (5.228)6.970 (5.228) HDU11 4x6 OR 4x6 30 1 3/8"SB1x30 1"24"9.535 (7.151)8.315 (6.236) HDU14 4x8 OR 6x6 36 1 9/16"SB1x30 1"24"11.470 (8.603)- 2-HDU11 4x8 OR 6x6 30 1 3/8"2-SB1x30 2-1"24"19.070 (14.303)16.630 (12.473) 2-HDU14 4x8 OR 6x6 36 1 9/16"2-SB1x30 2-1"24"22.940 (17.205)- 1) ALL HOLDOWN ANCHOR BOLTS SHALL BE SECURELY FASTENED IN PLACE PRIOR TO PLACING CONCRETE. 2) MINIMUM END DISTANCES FOR SSTB & SB BOLTS ARE AS SHOWN IN GRAPHICS. 3) MIDWALL LOADS APPLY WHEN ANCHOR IS 1.5 le OR GREATER FROM THE END. FOR BOLTS ACTING IN TENSION SIMULTANEOUSLY, THE MINIMUM BOLT CENTER-TO-CENTER SPACING IS 3 le. 4) ON CORNER APLICATION THE STEMP WALL NEED TO HAVE 16" MIN. RETURN OF WALL. 5) PLACE SSTB & SB ARROW DIAGONAL IN CORNER APPLICATION 6) FOOTING, SLAB, FLOOR FRAMING & SHEATING ARE NOT SHOWN FOR CLARITY ON ELEVATIONS (CORNER & MINDWALL). 7) MIN. DISTNACE FOR SLAB IS 4" & FOR STEMP IS 5". 8) REBAR IS REQUIRED AT THE TOP OF STEM WALL FOUNDATIONS, BUT IS NOT REQUIRED FOR SLAB-ON-GRADE EDGE AND GARAGE CURB, OR STEM WALL GARAGE FRONT INSTALLATIONS. 9) ON GARAGE USE A ROD & COUPLER AS SHOWN ALTERNATIVE ON SLAB DETAIL 1¾" MI N . CL STUDS PER PLAN PLATE BOLTING SILL PLATE 6" MIN. STEM FOR ⅝" DIA. 8" MIN. STEM FOR ⅞-1" DIA. 1" CL R 1¾" MIN.HOLDOWN PER PLAN ROD COUPLER 2' - 0 " (M I N . B E A R I N G DE P T H ) 1'-0" MIN. LE N G T H le SSTB PER SCHEDULE SSTB PER SCHEDULE CL SILL PLATE HD. POST PER PLAN FASTENERS PER SCHEDULE 1" CL R le DBL. HOLDOWN (WHERE OCCURS) BLOCK ALIGN w/ POST ABOVE FLOOR AS OCCURS BLOCK ALIGN w/ POST ABOVE ROD COUPLER LE N G T H 16 16 STUDS PER PLAN PLATE BOLTING SILL PLATE HD. POST PER PLAN HD. POST PER PLAN 16 DBL. HD. (WHERE OCCURS) DBL. HD. (WHERE OCCURS) HOLDOWN PER PLAN HOLDDOWN PER PLANFLOOR AS OCCURS SLAB DETAIL SLAB FRONT MINDWALL 3 CORNER 4,5,6 RAISED DETAIL RAISED FRONT 1¾" MIN. 1' - 8 " MA X . 3"MIN. 5" MAX.#48 2xle MIN. REBAR LENGTH 2xle MIN. REBAR LENGTH #4 SP A C I N G PE R S C H E D U L E SHEATHING @ OPENINGS FOR FLUSH FINISH DOOR OR WINDOW HEADER (SEE 5/S3.2) EDGE NAILING TO HD POST (FULL HEIGHT) BLOCKING @ ALL PANELS EDGES TRIMMER STUD(S) 16 " M I N . OF F S E T (SHEARWALL TYPES I & II)TOP PLATE (SEE 2/S3.2) STAGG. EDGE NAILING @ ALL PANEL EDGES EDGE NAILING TO TOP PLATES STAGGERED STUDS @ 16" (MAX) (SEE NOTE 1) EDGE NAILING TO HD POST (FULL HEIGHT) HD POST EA END (SEE NOTE 2) STUD PANEL JOINT 3 8" MIN. STAGGERED NAILING SILL BOLTING OR NAILING (SEE 3/S3.1) EDGING NAILING TO SILL PER SHEAR WALL SCHEDULE HOLDOWN PER PLAN (SEE 9/S3.1) SLAB ON GRADE OR FLOOR TOP PLATE SPLICE PER PLAN, TYPE 6 MIN. (SEE 2/S3.2) FRAMING TABLE TYPE I TYPE II MINIMUM DBL. TOP PL. 2-2x 2-2x MIN. PANEL EDGE STUD 2x 3x OTHER STUDS MINIMUM 2x 2x MIN. BLKG. 2x 3x MIN. SILL 2x 3x MIN. HD POST 4x 4x NOTES: 1.SEE DETAIL 3/S3.1 FOT PLATE WASHER AT ANCHOR BOLTS SECTION VIEW LTP4 & A35 SPACING PER SHEARWALL SCHEDULE 4 12" MIN. SHEAR CLIP DETAIL PLAN VIEW TOP PLATE SPLICE PER PLAN, TYPE 6 MIN. (SEE 2/S3.2) HOLDOWN PER PLAN (SEE 9/S3.1 ) EDGING NAILING TO SILL PER SHEAR WALL SCHEDULE SILL BOLTING OR NAILING (SEE 3/S3.1 ) 16 " M I N . OF F S E T (SHEARWALL TYPES III & IV) FRAMING TABLE TYPE III TYPE IV MINIMUM DBL. TOP PL. 2-2x 2-3x6 MIN. PANEL EDGE STUD 3x 4x6 OTHER STUDS MINIMUM 2x 2x6 MIN. BLKG. 3x 4x6 MIN. SILL 3x 3x6 MIN. HD POST 4x 4x6 SHEATHING @ OPENINGS FOR FLUSH FINISH DOOR OR WINDOW HEADER (SEE 5/S3.2) EDGE NAILING TO HD POST (FULL HEIGHT) BLOCKING @ ALL PANELS EDGES TRIMMER STUD(S) SECOND SHEATING (WHERE OCCURS) TOP PLATE( SEE 2/S3.2) STAGG. EDGE NAILING @ ALL PANEL EDGES EDGE NAILING TO TOP PLATES STAGGERED STUDS @ 16" (MAX) (SEE NOTE 1) EDGE NAILING TO HD POST (FULL HEIGHT) HD POST EA END (SEE NOTE 2) STUD NOTES: 1.SHEATHING ON ONE SIDE OF THE SHEAR WALL MUST BE NAILED COMPLETELY BEFORE THE FRAME INSPECTION. SHEATHING ON THE OTHER SIDE MUST BE INSTALLED AND INSPECTED PRIOR TO INSTALLATION OF WALL SURFACE COVERING 2.IN THE ISOMETRIC DETAIL, IT DOES NOT SHOW THE LINES OF THE SECOND SHEATHING FOR MORE CLARITY OF THE DRAWING STAGGERED PANEL JOINT EACH SIDE OF WALL (VERT. & HORIZ) SLAB ON GRADE OR FLOOR BLKG. FRAMING AS OCCURS TOP PLATE LTP4 A35 TOP PLATE 4x MIN. AT HOLDOWN 4x MIN. AT HOLDOWN 16d @ E.N. SPACING 16d @ E.N. SPACING E.N. E.N. 4x MIN. AT HOLDOWN E.N. 16d @ E.N. SPACING E.N. 16d @ E.N. SPACING 4x MIN. AT HOLDOWN 16d @ E.N. SPACING E.N. E.N. 16d @ E.N. SPACING E.N.16d @ E.N. SPACING E.N. 16d @ E.N. SPACING BOLT SIZE PLATE WASHER SIZE 1 2" PL.229x3x3 5 8 " PL .229x3x3 3 4 " PL .229x3x3 7 8 " PL 5 16 "x3x3 1" PL 3 8 "x3 1 2"x2 1 2" 9" 9" 9"9"9"9"9" EQ.EQ. D A B 2x4 PL MIN. 1 1 / 2 " MI N . ADEQUATE THRD. EXTENSION FOR ATTACHMENT OF ALL MATERIALS ADEQUATE THRD. EXTENSION FOR ATTACHMENT OF ALL MATERIALS ST D . H E X N U T STD. HEX HEADEM B E D M E N T L E N G T H IN T O C O N C . O R M A S . D HEADED BOLTS ST D . H E X N U T NOTE: USE "J" BOLTS U.O.N. ON PLANS/DETAILS "J" BOLTS EM B E D M E N T L E N G T H IN T O C O N C . O R M A S . 3D 4 D MINIMUM EMBEDMENT VERT. ANCHOR BOLTS HORIZ. ANCHOR BOLTSBOLT DIA. "D" 1/2" 5/8" 3/4" 7/8" 1" 1 1/8"10" 9" 8" 7" 7" 7"5" 5" 5" 6" 7" 8" MIN. 2 BOLTS IN EA. SILL SECTION 5 " DIA. A.B. @ 48" TYPICAL, SEE 8 SHEARWALL SCHEDULE FOR OTHER SPACING AT SHEARWALLS WHERE SILL PLATE IS DRILLED OR NOTCHED MORE THAN 1/3 OF THE PLATE WIDTH, INSTALL ONE BOLT EACH SIDE OF NOTCH WASHER PLATE PER SCHEDULE ABOVE HOLDOWN AND SSTB ANCHOR 9 SHEARWALL ASSEMBLY w/ SHEATHING ON ONE SIDE 5SHEARWALL ASSEMBLY w/ SHEATHING ON BOTH SIDES 7 SHEARWALL INTERSECTIONS 1TYP. PLATE BOLTING & ANCHOR BOLTS 3 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC TYPICAL DETAILS S3.1 1234 567 101112 HGLT HANGER (OFFSET TOP FLANGE) BEAM PER PLAN BEAM PER PLAN PLAN VIEW ELEVATION HGLT HANGER (OFFSET TOP FLANGE) BEAM PER PLAN ECC POST CAP POST PER PLAN POST BELOW BEAM PER PLAN BEAM PER PLAN HGLT HANGER (OFFSET TOP FLANGE) POST PER PLAN ECC POST CAP NOTE: SMALLER BEAM SHALL BE SUPPORTED OFF OF DEEPER BEAM, TYP. U.O.N. PERSPECTIVE NOTE: SMALLER BEAM SHALL BE SUPPORTED OFF OF DEEPER BEAM, TYP. U.O.N. POST PER PLAN BLOCK TO ALIGN w/ POST ABOVE A34 EA. SIDE (A35 AT 2x6 WALL)BLOCK TO ALIGN w/ POST ABOVE POST PER PLAN A34 EA. SIDE (A35 AT 2x6 WALL) PER PLAN PE R P L A N (B R G . D E P T H ) PE R S C H D . 3" C L R , NOTE: GC TO VERIFY IF (E) S.O.G. IS POST TENSIONED IF SO, GC MUST TAKE GREAT CARE IN NOT CUTTING ANY (E) PT CABLES (E) SLAB #3 @ 18" O.C. EACH WAY CB POST BASE POST PER PLAN CL POST & FOOTING SAWCUT EXISTING SLAB #3x24" @18" (TYP. 4 SIDES) DRILL & EPOXY w/ SIMP. SET-3G (ICC #2508) (LARR #25744) 4" EMBED SPECIAL INSP. REQ'D. CL. FTG. & WALL EXISITNG FRAMING SHOWN SHADED POST PER PLAN 2x4 PIECE w/ 2-16d TO FLOOR JOIST, EACH SIDE STUB POST TO MATCH POST ABOVE 'A34' CLIP EA. SIDE ANCHOR PL SPACING SCHED. S.W. TYPE MAX. SPACING 6 4 3 2 4D 3D 2D 48" O.C. 36" O.C. 18" O.C. 18" O.C. 12" O.C. 11" O.C. 24" O.C. 2 MAX.1 2 " E.N. SHEATHING PER PLAN (E) SILL PLATE & CONNECTION PER SHEARWALL SCHEDULE (MIN: 2x w/ SDS¼"x6" @ 16") (E) SILL PLATE w/ SIMPSON'S URFP OR FRFP ANCHOR PLATE @ 4'-0" O.C. MAX. (2 MIN. PER SHEARWALL) w/ 5-SDS1 4x3" SCREWS TO (E) SILL PLATE& 2-12" DIA. THREADED. BOLT TO (E) CONC. STEM WALL DRILL & EPOXY w/ SIMPSON'S SET-3G (ICC#4057) (SPECIAL INSPECTION REQUIRED) (4" EMBED.) A35 @16" HOLDOWN POST PER PLAN HOLDOWN PER PLAN BLOCK TO ALIGN w/ POST ABOVE THREADED ROD(SIZE PER HOLDOWN) DRILL & EPOXY SIMPSONS SET-3G (ICC#4057) 10" EMBED. FOR 5/8" DIA. A.B.S. SPECIAL INSP. REQ'D. EM B E D ANCHOR PL SPACING SCHED. S.W. TYPE MAX. SPACING 6 4 3 2 4D 3D 2D 48" O.C. 36" O.C. 18" O.C. 18" O.C. 12" O.C. 11" O.C. 24" O.C. 2 MAX.1 2 " E.N. SHEATHING PER PLAN (E) SILL PLATE & CONNECTION PER SHEARWALL SCHEDULE (MIN: 2x w/ SDS¼"x6" @ 16") (E) SILL PLATE w/ SIMPSON'S URFP OR FRFP ANCHOR PLATE @ 4'-0" O.C. MAX. (2 MIN. PER SHEARWALL) w/ 5-SDS14x3" SCREWS TO (E) SILL PLATE& 2-12" DIA. THREADED. BOLT TO (E) CONC. STEM WALL DRILL & EPOXY w/ SIMPSON'S SET-3G (ICC#4057) (SPECIAL INSPECTION REQUIRED) (4" EMBED.) A35 @16" HOLDOWN POST PER PLAN HOLDOWN PER PLAN BLOCK TO ALIGN w/ POST ABOVE THREADED ROD(SIZE PER HOLDOWN) DRILL & EPOXY SIMPSONS SET-3G (ICC#4057) 10" EMBED. FOR 5/8" DIA. A.B.S. SPECIAL INSP. REQ'D. EM B E D 2'-0" SQ. 2' - 0 " M I N . (B E A R I N G D E P T H ) 112" 3" 3" C R L . TY P . 714" 1" S T A N D O F F CL POST/FOOTING POST PER PLAN (USE PRESSURE TREATED LUMBER) MPB66Z #4 HORIZONTAL TIES @ 3' (SQUARE & DIAMOND SHAPE TIES) (8) #4 VERTICAL REBAR @ 6' O.C. (E) CONC. SLAB STD. HOOK HARDSCAPE (WHERE OCCURS) TYPICAL MPB66Z (3) #4 REBAR EACH WAY T&B (2)-#3 DOWELS x DRILL & EPOXY w/ SIMP. 'SET-XP' (3" EMBED.) (ICC #2508) SPECIAL INSP. REQUIRED 24" HOLDOWN POST PER PLAN HOLDOWN PER PLAN BLOCK TO ALIGN w/ POST ABOVE THREADED ROD(SIZE PER HOLDOWN) DRILL & EPOXY SIMPSONS SET-3G (ICC#4057) 10" EMBED. FOR 5/8" DIA. A.B.S. SPECIAL INSP. REQ'D. EM B E D 3" C L R . 3" C L R . 18 " M I N . REINF. PER PLAN FTG. PER PLAN SOLID BLKG. PER WSWH1 EXISTING FRAMING SHOWN SHADED STRONGWALL PER PLAN THRD. ROD A.B. PER WSWH A.B. DIA. +1 4 " HOLE A.B. CONN. PER SHEET 2/WSWH1 9 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC TYPICAL DETAILS S3.2 1234 5678 9101112 6-10d LAP NAILS, TYP. CEILING JOIST PER PLAN 2x CONT. SHAPED BLKG. w/ A35 @ 16" O.C. FASCIA/OVERHANG BY OTHERS E.N. SHEATHING PER PLAN SHEATHING PER PLAN RAFTERS PER PLAN E.N.2x4 BRACE @ 48" O.C. w/ 3-10d NAILS EA. END 2x CONT. BLKG. w/ 16d @ 4" O.C. FASCIA/OVERHANG BY OTHERS E.N.SHEATHING PER PLAN RAFTERS PER PLAN 2x BLKG. @ 16" O.C. CONT. DBL. TOP PLATE (SPLICE PER PLAN) 2x CONT. RIM BOARD w/ A35 @ 16" O.C. CEILING JOIST PER PLAN 2x BLOCK CRIPPLE STUDS TO MATCH WALL BELOW E.N. E.N. SHEATHING TYPE 6 E.N. SHEATHING PER PLAN RAFTERS PER PLAN BEAM PER PLAN CONT. DBL. TOP PLATE (SPLICE PER PLAN) CEILING JOIST PER PLAN CRIPPLE STUDS TO MATCH WALL BELOW POST BEYOND MSTA24 STRAP @ 48" O.C. 2x CONT. BLKG. w/ A34 @16" U HANGER CEILING JOIST PER PLAN E.N. SHEATHING PER PLAN RAFTERS PER PLAN MSTA24 STRAP @ 48" O.C. U HANGER WALL BELOW (WHERE OCCURS) NO C.J. SPLICE ALLOWED OVER PARTIONIONS WALLS 2x RIDGE BOARD BY ONE SIZE LARGER THAN RFTR. DEPTH 2x4 BRACE @ 48" O.C. w/ 3-10d NAILS EA. END E.N.SHEATHING PER PLAN RAFTERS PER PLAN 2x BLKG. w/ A35 @ 16" O.C. CONT. DBL. TOP PLATE (SPLICE PER PLAN) CEILING JOIST PER PLAN 2x BLOCK E.N. SHEATHING PER PLAN E.N. 2x(JST. DEPT) CONT. LDGR. w/ 2-16d TO EACH STUD & 16d @ 6" TO 2x CONT. BLKG. H2A @ 48" SLOT SHTG. RAFTERS PER PLAN FASCIA/OVERHANG BY OTHERS E.N. SHEATHING TYPE 6 BEAM PER PLAN FASCIA/OVERHANG BY OTHERS E.N. SHEATHING TYPE 6 SHEATHING PER PLAN RAFTERS PER PLAN 2x BLKG. @ 16" O.C. CONT. DBL. TOP PLATE (SPLICE PER PLAN) 2x CONT. RIM BOARD w/ A35 @ 16" O.C. E.N. E.N. CRIPPLE STUDS TO MATCH WALL BELOW 2x CONT. BLKG. w/ 16d @ 4" O.C. E.N. CONT. DBL. TOP PLATE (SPLICE PER PLAN) H2.5 EA. RAFTER 2x CONT. SHAPED BLKG. w/ A35 @ 16" O.C. FASCIA/OVERHANG BY OTHERS E.N. SHEATHING PER PLAN RAFTERS PER PLAN WALL/POST BEYOND BEAM PER PLAN POST PER PLAN HEADER PER PLAN A34 EA. SIDE FULL HT. STUDS PER TYP. HEADER DETAIL LCE POST CAP EACH SIDE OPENING POST PER PLAN POST PER PLAN SILL AT WINDOW (WHERE OCCURS) NOTCH BEAM POST PER PLAN ECC POST CAP (NOTCH IS REQUIRED) FOR ITEMS NOT NOTED SEE 1 S5.0 NOTCHED BEAM PER PLAN STRAP PER PLAN EQUAL EQUAL 2-2x OR POST SEE PLAN ECC POST CAP (NOTCH IF NECESSARY) SHEATHING PER PLAN RAFTERS PER PLAN MSTA24" STRAP @ 48" O.C. SHAPED RIDGE BOARD (1 SIZE LARGER THAN RFTR) RAFTER PER PLAN 2x12 FLAT w/6-10d EACH RAFTER E.N. E.N.E.N. CEILING JOIST PER PLAN 2x4 TIES @32" w/ 16d eEA. END RAFTERS PER PLAN BEAM PER PLAN POST/WALL BELOW CEILING JOIST PER PLAN CALIFORNIA FRMG. PER PLAN SHEATHING PER PLAN E.N. E.N. E.N. U HANGER 2x CONT. SHAPED BLKG. SHEATHING TYPE 6 RAFTER PER PLAN BOTTOM PL & CONNECTION PER SHEARWALL SCHEDULE CRIPPLE STUDS TO MATCH WALL BELOW SHEATHING PER PLAN E.N. EXISTING FRAMING SHOWN SHADED SHEATHING PER PLAN E.N. SHEATHING PER PLAN E.N. EXISTING FRAMING SHOWN SHADED EXISTING FRAMING SHOWN SHADED 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC ROOF FRAMING DETAILS S5.0 WSWH PANEL MODEL MODEL NO.DIAMETER LENGTH le WSWH12, WSWH18 AND WSWH24 WSWH-HSR1x24KT 1"24"1712" WSWH-HSR1x36KT 1"36"2912" 1 2 3 4 6 5 STRONG-WALL® WSWH ANCHORAGE - TYPICAL SECTIONS WSWH ANCHOR BOLTS WSWH ANCHOR BOLT EXTENSION WSWH ANCHOR BOLT TEMPLATES 2,500, 3,000 AND 4,500 PSI SCHEDULE AND DETAILS CURB OR STEMWALL FOUNDATION SLAB ON GRADE FOUNDATION INTERIOR FOUNDATION W BRICK LEDGE FOUNDATION 12W 12W W 12W 12W WSWH-AB SHEAR REINFORCEMENT PER 5/WSWH1 WHEN REQUIRED. WSWH-AB MINIMUM CURB/STEMWALL WIDTH PER 5/WSWH1 SHEAR REINFORCEMENT PER 5/WSWH1 WHEN REQUIRED. WSWH-AB MINIMUM CURB/STEMWALL WIDTH PER 5/WSWH1 SHEAR REINFORCEMENT PER 5/WSWH1 WHEN REQUIRED. WSWH-AB DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 12W 12W W 6" MIN. de 612" 612" de 6" MIN. 12W 12W W 612" H de 6" MIN. 612" H de 6" MIN. NOTES : 1.SEE 2/WSWH1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2.SEE 5/WSWH1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3.MAXIMUM H = le-de. SEE 3/WSWH1 AND 4/WSWH1 FOR le. FOUNDATION PLAN VIEW SLAB OR CURB AND SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL WSWH-AB W 12W 12W 12W 12W NOTES : 1.ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D, ACI 318-14 CHAPTER 17 AND ACI 318-19 CHAPTER 17 WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2.ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSWH-AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A193 GRADE B7). 3.SEISMIC INDICATES SEISMIC DESIGN CATEGORY C-F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4.3, ACI 318-14 SECTION 17.2.3.4.3 AND ACI 318-19 SECTION 17.10.5.3. 4.WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5.FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE DESIGNER MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6.REFER TO 1/WSWH1 FOR de. 36 XX 1 DIAMETER LENGTH HS ON HIGH STRENGTH MODELS HEAVY HEX NUT FIXED IN PLACE ON ALL WSWH-AB ANCHOR BOLTS HEAVY HEX NUT PLATE WASHER HEAVY HEX NUT WSWH PANEL MODEL MODEL NO.DIAMETER LENGTH le WSWH12, WSWH18 AND WSWH24 WSWH-AB1x24 1"24"1512" WSWH-AB1x24HS 1"24"1512" WSWH-AB1x30 1"30"2112" WSWH-AB1x30HS 1"30"2112" WSWH-AB1x36 1"36"2712" WSWH-AB1x36HS 1"36"2712" 612" le LENGTH 24 HX WSWH-HSR AND WSWH-AB ASSEMBLY 1 WSWH-HSR_KT LENGTH 612" 612" ASSEMBLY le = WSWH-AB le + WSWH-HSR le+612" le TOP OF CONCRETE HEAVY HEX NUT FIXED IN PLACE ON ALL WSWH ANCHOR BOLTS 1" HIGH STRENGTH ROD HX ON EXTENSION KIT TOP OF CONCRETE WSWH-HSR CUT TO LENGTH AS NECESSARY HIGH STRENGTH COUPLER NUT WSWH-AB HIGH STRENGTH COUPLER NUT HAIRPIN INSTALLATION SECTION A 112" SPACING 3"3" HAIRPIN SHEAR REINFORCEMENT ANCHOR BOLT FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING. #3 HAIRPIN, GRADE 60 REBAR (MIN.) ANCHOR BOLT FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. #3 TIE, GRADE 60 REBAR (MIN.) TIE SHEAR REINFORCEMENT ANCHOR BOLT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. ANCHOR BOLT #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. Lh MIN Lt 4"MIN 112" CLR 112" CLR STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL SHEAR ANCHORAGE MODEL SEISMIC3 WIND4 Lt OR Lh (in.) SHEAR REINFORCEMENT MIN. CURB/ STEMWALL WIDTH (in.) SHEAR REINFORCEMENT MIN. CURB/ STEMWALL WIDTH (in.) ASD ALLOWABLE SHEAR LOAD, V (lb.) UNCRACKED CRACKED WSWH12 101 4 (1) #3 TIE 6 SEE NOTE 7 6 1,080 770 WSWH18 15 (2) #3 HAIRPINS5,6 6 (1) #3 HAIRPIN 6 HAIRPIN REINF. ACHIEVES MAX. ALLOW SHEAR LOAD OF THE WSWHWSWH2419(2) #3 HAIRPINS5 6 (2) #3 HAIRPINS5 6 NOTES : 1.SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-19, ACI 318-11 AND ACI 318-14 AND ASSUME MINIMUM 2,500 PSI CONCRETE. 2.SHEAR REINFORCEMENT IS NOT REQUIRED FOR INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3.SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC SHEAR REINFORCEMENT DESIGNS CONFORM TO ACI 318-19, SECTION 17.10.6.3, ACI 318-14, SECTION 17.2.3.5.3 4.WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. 5.ADDITIONAL TIES MAY BE REQUIRED AT GARAGE CURB OR STEMWALL INSTALLATIONS BELOW ANCHOR REINFORCEMENT PER DESIGNER. 6.USE (1) #3 HAIRPIN FOR WSWH18 WHEN STANDARD STRENGTH ANCHOR IS USED. 7.USE (1) #3 TIE FOR WSWH12 WHEN PANEL DESIGN SHEAR FORCE EXCEEDS TABULATED ANCHORAGE ALLOWABLE SHEAR LOAD. 8.#4 GRADE 40 SHEAR REINFORCEMENT MAY BE SUBSTITUTED FOR WSWH SHEAR ANCHORAGE SOLUTIONS. 9.CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318-19 SECTION 17.9.2, ACI 318-14 SECTION 17.7.2 AND ACI 318-11 SECTION D.8.2. 10.THE DESIGNER MAY SPECIFY ALTERNATE SHEAR ANCHORAGE. H WSWH-RT EXTERIOR INSTALLATION WSWH-RT INTERIOR INSTALLATION WSWH-RTPF PANEL FORM INSTALLATION WSWH-RTBL BRICK LEDGE INSTALLATION (2) 1" WSWH-AB (2) 1" WSWH-AB 112" 2x2 612"612" TOP OF CONCRETE (2) 1" WSWH-AB(2) 1" WSWH-AB WSWH-RT WITH ANCHOR BOLT STABILIZERS (2) 1" WSWH-AB STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE STRONG-WALL® WSWH SHEAR ANCHORAGE WSWH ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE WSWH-AB1 ANCHOR BOLT ASD ALLOWABLE UPLIFT (lbs) W (in) de (in) 16,000 33 11 17,100 35 12 34,100 52 18 36,800 55 19 15,700 28 10 17,100 30 10 33,500 45 15 36,800 48 16 6,200 16 6 11,400 24 8 17,100 32 11 21,100 36 12 27,300 42 14 34,100 48 16 36,800 51 17 6,400 14 6 12,500 22 8 17,100 28 10 22,900 33 11 26,400 36 12 34,200 42 14 36,800 44 15 DESIGN CRITERIA CONCRETE CONDITION ANCHOR STRENGTH SEISMIC CRACKED STANDARD HIGH STRENGTH UNCRACKED STANDARD HIGH STRENGTH WIND CRACKED STANDARD HIGH STRENGTH UNCRACKED STANDARD HIGH STRENGTH 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC WSWH1 TYPICAL DETAILS STRONG-WALL® TOP PLATES RIM JOIST, BEAM, OR BLOCKING IF APPLICABLE HEAVY HEX NUT AND HEAVY BEARING PLATE WSWH HOLDOWN SEE 10/WSWH2 FOR ALLOWABLE EDGE AND FACE DRILL ZONES 7 8" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN 7 8", SEE 9/WSWH2. WSWH-TP SHEAR TRANSFER PLATE MODEL NO.W (in.)H (in.)ANCHOR BOLTS TOTAL WALL WEIGHT (lb.)QUANTITY DIA. (in.) WSWH12x7 12 84 2 1 105 WSWH18x7 18 84 2 1 155 WSWH12x8 12 96 2 1 120 WSWH18x8 18 96 2 1 175 WSWH24x8 24 96 2 1 225 WSWH12x9 12 108 2 1 130 WSWH18x9 18 108 2 1 195 WSWH24x9 24 108 2 1 250 WSWH12x10 12 120 2 1 145 WSWH18x10 18 120 2 1 210 WSWH24x10 24 120 2 1 275 WSWH12x12 12 144 2 1 165 WSWH18x12 18 144 2 1 245 WSWH24x12 24 144 2 1 325 WSWH18x14 18 168 2 1 285 WSWH24x14 24 168 2 1 370 WSWH24x16 24 192 2 1 420 WSWH18x20 18 240 2 1 390 WSWH24x20 24 240 2 1 520 NOTES : 1.FOR HEIGHTS NOT LISTED, ORDER THE NEXT TALLEST PANEL AND TRIM TO FIT. MINIMUM TRIMMED HEIGHT FOR ALL PANELS IS 7412". 2.ALL PANELS COME WITH PRE-ATTACHED HOLDOWNS, TWO HEAVY HEX NUTS, TWO HEAVY BEARING PLATES, ONE WSWH-TP TOP CONNECTION PLATE WITH REQUIRED FASTENERS AND INSTALLATION INSTRUCTIONS. 3.ALL PANELS ARE 3½" THICK. SEE SHEETS WSWH1 AND WSWH1.1 FOR ANCHORAGE SOLUTIONS HEAVY HEX NUT AND HEAVY BEARING PLATE PLACE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY BEARING PLATES AND HEAVY HEX NUTS (PROVIDED). DO NOT USE AN IMPACT WRENCH. USE 15 8" WRENCH FOR 1" NUT. TIGHTEN ANCHOR NUTS FINGER TIGHT + 12" TURN. SEE SHEETS WSWH1 AND WSWH1.1 FOR ANCHORAGE SOLUTIONS STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL JOIST HANGER (IF REQUIRED) FRAMING BY OTHERS (TYPICAL) SILL PLATE ANCHORAGE BY OTHERS ROUGH OPENING HEIGHT H CURB SHEAR TRANSFER DESIGN AND DETAILS BY OTHERS POST AND CONNECTION DETAILS BY OTHERS 3" MIN. WIDTH BY 1114" MIN. DEPTH HEADER BY OTHERS. FOR WSWH AND HEADER FURRING REQUIREMENTS, WHEN APPLICABLE, SEE DETAILS 4/WSWH4, 5/WSWH4 AND 6/WSWH4. GARAGE HEADER ROUGH OPENING HEIGHT MODEL NO. TRIMMED PANEL HEIGHT H CURB ROUGH OPENING HEIGHT WSWH12x7 WSWH18x7 WSWH24x7 78" 512"6'-1112" 6"7'-0" WSWH12x8 WSWH18x8 WSWH24x8 8512"0"7'-112" 9314" 512"8'-23 4" 6"8'-314" NOTES : 1.IF REQUIRED ROUGH OPENING HEIGHT EXCEEDS TABLE VALUE, SPECIFY NEXT TALLER PANEL AND TRIM AS NECESSARY. THE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL MAY BE TRIMMED TO A MINIMUM HEIGHT OF 7412". 2.FURRING DOWN GARAGE HEADER MAY BE REQUIRED FOR CORRECT ROUGH OPENING HEIGHT. GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 FURRING NOT REQUIRED EXCEPT AS REQUIRED FOR FINISH MATERIAL ATTACHMENT TOP PLATES 7 8" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN 7 8", SEE 9/WSWH2. ATTACH WSWH-TP PLATE (PROVIDED) ON ONE SIDE ONLY WITH A COMBINATION OF SDS 14"x6" AND SWS16150 CONNECTOR SCREWS. SIMPSON STRONG-TIE® A35 FRAMING ANCHORS DOUBLE TOP PLATES B OPTIONAL 1" DIAMETER BY 14" DEEP COUNTERBORE WSWH-TP CONNECTION MODEL NO. FASTENER QUANTITY SWS16150 SDS25600 WSWH-TP12 14 2 WSWH-TP18 26 4 WSWH-TP24 46 8 W NOTES : 1.MAINTAIN END DISTANCES TO PREVENT SCREWS FROM PENETRATING THROUGH THE OUTER EDGES. 2.INSTALL SCREWS PERPENDICULAR TO THE TOP PLATE. 3.EDGE DISTANCES ASSUME DOUBLE TOP PLATE. SECTION VIEW 2X6 OR WIDER FRAMING A END OF PANEL TO NEAREST SCREW (SEE TABLE) EDGE DISTANCE FOR SCREWS SLOPE A (in.)B (in.) 0:12-4:12 2 3 5:12-8:12 112 412 9:12-12:12 112 512 (4) SIMPSON STRONG-TIE ® LTP4 OR A35 FRAMING ANGLES. MAY BE USED IN COMBINATION (2 PER SIDE). NO HOLES IN HATCHED REGION. INSTALL SDS 14"x6" SCREWS (ORDER SEPARATELY). INSTALL IN 2 ROWS AS SHOWN AND COUNTERSINK AS REQUIRED. SIMPSON STRONG-TIE® LTP4 FRAMING ANCHORS STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL 13 8" O.C. MIN. PLAN VIEW SDS SCREW SPACING 12" MIN. SDS TIP TO CHASE QTY. OF SDS14"x6" SCREWS REQ'D. WSWH12 4 WSWH18 8 WSWH24 16 12" MIN. AT EDGE 1" MIN. FROM EDGE 114" MIN. ROW SPACING W SECTION FOR 8" TO 12" BLOCK DEPTHS: ATTACH SIMPSON STRONG-TIE® CS16 STRAPS AT EDGE OF WSWH PANEL (EACH SIDE) USING 10dx1½" NAILS SHIM BLOCK HEIGHTS GREATER THAN 8" AND UP TO 10": ·8 NAILS INTO BLOCK ·8 NAILS INTO WSWH PANEL SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": ·10 NAILS INTO BLOCK ·10 NAILS INTO WSWH PANEL 1" TO 4" SHIM BLOCK418" TO 12" SHIM BLOCK FULL-HEIGHT ADJACENT FRAMING BY OTHERS STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL LTP4 SPACING BY OTHERS CRIPPLE WALL INSTALL SDS 14"x6" SCREWS (MIN.) FROM THE TOP SIDE OF THE PLATES PER QTY. AND SPACING REQUIREMENTS DETAILED IN 8/WSWH2. SEE 6/WSWH2 FOR TOP CONNECTION 4x SHIM BLOCK FULL-HEIGHT ADJACENT FRAMING BY OTHERS CRIPPLE SHEARWALL, BLOCKING AND STRAP BY OTHERS STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL FRAMING BY OTHERS (NOT SHOWN FOR CLARITY) 1.STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG-TIE COMPANY INC." HOME OFFICE: 5956 W. LAS POSITAS BLVD., PLEASANTON, CA 94588 TEL: (800) 999-5099, FAX: (925) 847-1597. "SIMPSON STRONG-TIE COMPANY INC." IS AN ISO 9001-2008 REGISTERED COMPANY. 2.USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. 3.THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE DESIGNER. 4.ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5.THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STRONG-WALL SB SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6.INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE DESIGNER. 7.SIMPSON STRONG-TIE COMPANY INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 8.ALL HARDWARE CALLED OUT IS SIMPSON STRONG-TIE. 9.SEE ICC-ES ESR-2652 OR CITY OF LOS ANGELES RR25730 AS APPLICABLE FOR ADDITIONAL INFORMATION. 1" DIAMETER BY 14" DEEP COUNTERBORE INSTALL WSWH-TP ON EXTERIOR FACE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL SWS16150 4x SHIM BLOCK STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL SEE 6/WSWH2 FOR TOP CONNECTION NAILING BY OTHERS FRAMING BY OTHERS 4" MIN. CLEARANCE PLACE STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY BEARING PLATES AND HEAVY HEX NUTS (PROVIDED). DO NOT USE AN IMPACT WRENCH. USE 15 8" WRENCH FOR 1" NUT. TIGHTEN ANCHOR NUTS FINGER TIGHT + 12" TURN. SECTION 4x FRAMING SECTION 6x FRAMING STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL MODELS 1STRONG-WALL® WSWH MODELS 2SINGLE STORY WSWH ON CONCRETE 4STANDARD INSTALLATION BASE CONNECTION 6TOP CONNECTION 9TOP OF WALL HEIGHT ADJUSTMENTS 5WOOD FLOOR SYSTEM BASE CONNECTION 7BACK-TO-BACK TOP CONNECTION 10TRIM ZONE AND ALLOWABLE HOLES 3ALTERNATE WSWH GARAGE FRONT OPTIONS 8RAKE WALL 11NOTES DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. DESIGNER SHALL DESIGN AND DETAIL FOR: 1. SHEAR TRANSFER 2. OUT-OF-PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ENSURE CONCRETE IS LEVEL AND SMOOTH BENEATH PANEL. GRIND OR FILL AS NECESSARY. STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL HEIGHT TO INCLUDE THE DEPTH OF THE FLOOR SYSTEM AND SHALL BE INSTALLED DIRECTLY ON THE FOUNDATION. SPECIFY PANEL HEIGHT FROM TOP OF FOUNDATION TO UNDERSIDE OF TOP PLATES OR BEAM. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. WHEN WSWH-PS STRAPS OMITTED, ALLOWABLE SHEAR VALUES FOR STANDARD PANEL APPLY. FOR GARAGE WALL OPTION 2, DESIGNER SHALL DESIGN AND DETAIL FOR: 1. SHEAR TRANSFER 2. OUT-OF-PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT INSTALLATION NOTES : 1. ACTUAL CUT LENGTH (L) MUST BE GREATER THAN OR EQUAL TO PANEL WIDTH (W). 2. THIS DETAIL APPLICABLE FOR SLOPES UP TO 12:12. 3. PANELS TALLER THAN 12' MUST BE DESIGNED FOR THE APPLICATION. DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. OR ALIGN WSWH-TP NOTCHES WITH BOTTOM OF TOP PLATES ALLOWABLE SMALL HOLES FACE AND EDGE DRILL ZONES ALLOWABLE LARGE HOLES IN ADDITION TO ALLOWABLE SMALL HOLES HOLES FOR WSWH24X7 PANEL ONLY ·MAX. OF ONE 45 8"x6" HOLE ·8" FROM TOP OF PANEL, MIN. HOLES ·45 8"-DIA. HOLES, MAX. ·MAX. OF TWO 45 8"-DIA. HOLES OR ONE 414"x12" HOLE. ·NO MINIMUM ON-CENTER SPACING REQUIRED. NO EDGE HOLES ALLOWED IN LOWER 26" OF PANEL NO FACE HOLES ALLOWED IN LOWER 46" OF PANEL FACE DRILL ZONE MAINTAIN 112" MIN. EDGE DISTANCE FROM CHASE AND OUTSIDE EDGE, TYPICAL. NO HOLES ALLOWED IN TOP 8" OF PANEL EDGE DRILL ZONE MIDDLE 13 OF PANEL THICKNESS HOLES ● MAX. THREE HOLES IN FACE AND THREE IN EDGE. ● 3 4"-DIAMETER HOLES, MAX. ● 6" O.C., MIN. FACE DRILL ZONE CENTER 45 8" OF PANEL FACE AS SHOWN NO HOLES ALLOWED IN TOP 8" OF PANEL 24" 22" 12" ABOVE EXISTING HOLE, MIN. TOP PLATES 7 8" MAXIMUM WOOD SHIM. FOR SHIMS GREATER THAN 7 8", SEE 9/WSWH2. ATTACH WSWH-TP (PROVIDED) WITH A COMBINATION OF SDS25600 AND SWS16150 CONNECTOR SCREWS. OPTIONAL 1" DIAMETER BY 14" DEEP COUNTERBORE WSWH-TP CONNECTION MODEL NO. FASTENER QUANTITY SWS16150 SDS25600 WSWH-TP12 28 4 WSWH-TP18 52 8 WSWH-TP24 92 16 STRONG-WALL® HIGH STRENGTH WOOD SHEARWALL 1" DIAMETER BY 14" DEEP COUNTERBORE INSTALL WSWH-TP ON BOTH SIDESSWS16150 SECTION 8x FRAMING DESIGNER IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ALIGN WSWH-TP NOTCHES WITH BOTTOM OF TOP PLATES 14" x PANEL WIDTH x 3" WOOD FURRING SDS25600 SDS25600 14" x PANEL WIDTH x 3" WOOD FURRING MAX. 7 8" SHIM AS NECESSARY FOR TIGHT FIT 3 1 9 S B R O A D W A Y FI R E R E S T O R A T I O N 31 9 S B R O A D W A Y SA N T A A N A , C A 9 2 7 0 1 JOSE RAMIREZ, PE jose@ramirezstructural.com (562) 519-6045 ig: @rsi.plans www.ramirezstructural.com REVISION DESCRIPTION DATE A B C PROJECT NO.25-151 DATE:8/21/25 RAMIREZ STRUCTURAL INC WSWH2 TYPICAL DETAILS X X X X X No Garage GC-TYP X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X REVISIONS BY REVISIONS BY Rigo Loera RL 2/12/25 NA 909-496-5749 Real Life Designs 967 Kendall Dr, Ste A #533 San Bernardino, CA 92407 REVISIONS BY Planning & Building Agency Building Safety Division 20 Civic Center Plaza P.O. Box 1988 (M-19) Santa Ana, CA 92702 (714) 647-5800 www.santa-ana.org CITY OF SANTA ANA Planning and Building Agency may, lS. Approved FOR PERMIT ISSUANCE APP-13 CBC 2016 NOTICE TO PROPERTY OWNER Date: Dear Property Owner: An application oyy-a buildin er it haspeen submitted in your name listing rself �s the builder of e,pro erty impro eme specified at /U1^160 �7_ vv� (,t/ 14 S We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your names as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEGMENT AND VERIFICATION OF INFORMATON DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" build - in permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my prop- erty. 2. understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. —I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. P—�clnderstand if I am considered an "employer" under state and Federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment com- pensation of each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. Aunderstand under California Contractors' State License Law, an Owner -Builder who builds single-family residential ctures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontrac- tors and the number of structures does not exceed four within any calendar years, or all of the work is performed under contract with a licensed general building Contractor. c� understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any finan- cial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workman- ship or materials. �9. 1 understand I may obtain more information regarding my obligations as an "employer" vice, the United States Small Business Administration, the California Department of Benefit Pay sion of Industrial Accidents. I also understand I may contact the California Contractors' State Li, 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. /am aware of and consent to an Owner -Builder building permit applied for in my name party 1 all nd financially r sponsible f9. r proposed construc. on activity at the following ad- dress: � �% r c� < d �y A l S / CITY OF SANTA ANA Planning and Building Agency om the Internal Revenue Ser- ents, and the California ivi- �nse BoApprpHteJ�00- FOR PERMIT ISSUANCE and understand that I am the Master ID: natP agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner -Builders as well as employers. agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contactors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. efore a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notariza- tion, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the Property owner's signature. ,�vv Signature of Property Owne s'J Cam- Date: Print name of Owner / / I f ccc.0 e V a� AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Phone Number of Authorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Property Owner's Signature: Print Name of Owner: Date: Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is re- quired to be presented when the permit is issued to verify the property owner's signature. O R A N G E C O U N T Y F I R E A U T H O R I T Y Plan Submittal Criteria Form Required for Single Family or Duplex Residences (Use Commercial form for lots with 3+ dwelling units or new residential tracts) Complete the Project Information and Questionnaire below, then sign and date the Applicant Certification. Project Information  New Single Family Residence/Duplex  Addition/Remodel  ADU  Other Address: Unit #: City or Unincorporated County Area: ZIP: Scope of Work: Existing Area: Area to be Added: Total Resulting Area: Stories: Area Added in Past 2 Years (excluding this project): Yes No Questionnaire OCFA Plan Type if “Yes” 1.   New – Is this a new single family residence or duplex? *(PR160) Residential Site with Water Availability (PR400-402) Fire Sprinkler 2.   ADU – Is this a new Accessory Dwelling Unit (ADU) on the same property as a house that already has fire sprinklers or a house that will have fire sprinklers added as part of this project? (PR400-402) Fire Sprinkler 3.   Addition – Is this (A) an addition to a currently sprinklered building, or (B) an addition requiring a fire sprinkler retrofit based on a threshold set by local ordinance? (PR400-402) Fire Sprinkler 4.   Distance – Is the most remote portion of the addition, ADU or other detached structure greater than 140-feet from the fire access roadway? *(PR160) Residential Site 5.   Total Area – Will the addition result in a total area of greater than 3,600 square feet (sf) for non- sprinklered buildings, or greater than 6,200 sf for sprinklered buildings, including the area of all enclosed spaces, such as garages, stairs, and detached structures separated by less than 10-feet? *(PR160) Residential Site with Water Availability 6.   Remodel – Is this a remodel of a sprinklered building with a scope of work that includes adding or removing any interior walls? Note: If “Yes”, then project must be evaluated by a C-16 licensed contractor to determine if a fire sprinkler modification is needed. (PR400-402) Fire Sprinkler 7.   Detached Structure – Is this a new detached utility or accessory structure (not an ADU), such as a garage, workshop, game room, pool house, barn, etc., requiring fire sprinklers based on a threshold set by local ordinance? *(PR160) Residential Site (PR400-402) Fire Sprinkler 8.   Gate – Is a gate being installed across a driveway or road that is designated as a fire department access roadway, or a driveway or road that serves more than a single home/duplex? (PR180) Gate 9.   Methane – Is project located in or less than 100’ from a “Division of Oil, Gas, and Geothermal Resources” (DOGGR) field boundary or well (active or abandoned), less than 300-feet from an oil/gas seep, or less than 1000-feet from a landfill? (Note: For projects in Yorba Linda, this requirement only applies to new homes, enclosed accessory structures, addition to existing structure greater than 1000 sf, and ADU’s). *(PR160) Residential Site *(PR172-174) Methane Test/Mitigation Plans 10.   Vegetation – Is the property/structure (A) on the perimeter of a community containing, or adjacent to slopes or hills, or (B) adjacent to an open space or wildland area containing non-irrigated vegetation, or (C) in a State Responsibility Area or Local Responsibility Area “Fire Hazard Severity Zone”, as defined by the State, or (D) near an area that could be affected by a wildfire in the open space. *(PR125) Fuel Modification (PR182) Accessory Structure *OCFA approval required before issuance of a grading/building permit. All other plans types may be deferred submittals. Applicant Certification I certify, under penalty of perjury, under the laws of the State of California, that the information above is true: Print Name:_______________________________________ Signature:___________________________________________ Date:______________ Phone Number:_____________________________________________ Email:_____________________________________________________________ Attention Building Department Staff – After you’ve verified all questions were answered accurately as “No”, then you may accept this signed form as a written release that an OCFA review is not required. If any questions were answered as “Yes”, then the plan type on the right side may be required. ______If all answers are “No” and the Building Department still requires the applicant to have their plans reviewed by OCFA, or if any answers are “Yes” and the Building Department prefers for OCFA to determine if a review is required, please initial this line and provide an explanation on the Plan Referral Form (on the reverse), to be submitted along with the appropriate plans to OCFA for a determination. For questions and submittal information, please visit ocfa.org, or call OCFA at (714) 573-6100 SFR CITY OF SANTA ANA Planning and Building Agency I BUILDING ENERGY ANALYSIS REPORT _n_r..,..... I FOR PERMIT ISSWINCE Master ID: Date: PROJECT: HOUSE REMODEL/FIRE DAMAGE REPAIR 319 S. BROADWAY SANTA ANA , CA 92701 Project Designer: Report Prepared by: Perfect Design & Management 2416 W. VALLEY BLVD. ALHAMBRA, CA 91803 (626)289-8808 Job Number: Y25-7086 Date: 2/12/2025 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2022 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. CITY OF SANTA ANA Planning and Building Agency I TABLE OF CONTENTS � Annrnvpri I Cover Page Table of Contents Form CF 1 R-PRF-0 1 -E Certificate of Compliance Form RMS-1 Residential Measures Summary Form MF1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary Room Load Summary Room Heating Peak Loads Room Cooling Peak Loads FOR PERMIT ISSUANCE I Master ID: Date: 1 2 3 12 13 18 19 20 21 CITY OF SANTA ANA Planning and Building Agency W � 0 a m LL- U w u z Q a O U LL W Q U LU w U Q O 00 O N O .-1 N N 0 V1 N O N ZC E H N m 0 C O 7 f0 U O a N N a CD 00 O LA N } d E m z GJ U- 3 fl. c m 0 a o N Co `n N ai o m o ON W N . i m rl O fV C z O O ro " E N O i •" d a 0 O m Q 7 > > �`o c '^ O on y G c_ 0 i m 3 m 3 a o a p C Q m o 0 Ln c 0 Z to O Z c c 3 O N B Z fo C c E ? U C7 3 Z v~ ai O p O c Q C LL O ll Ln Ln vi r� m ei rl N N d Ui ii Q Qfn C O CrUj LL` Q Q w 0 T L Q Q ? o G n W C Z E w Q C m C MD W N m '� O fY0 v7 N Q , O v a_ V C � 0 y z V m Q' Q N T \ S H m in m in Q O 1-1 �--� C z v O C w w w w N C OJ = o �7 v C a a N N T E x 3 Z H m to 19 U ~ C 3 V O a N w m w C `7 T 2 OJ y .0 U Q Q Q p LL E o o O O O d Q U m a d W W LL m o Q U U° U° C U O C a N f Z L O Q w Q O z Q Cr w Z w O O O O O O 1-1 •i 1-4 l7 Approved FOR PERMIT ISSAW' E a 4 oMaster ID: o Date: x Ln N W W N wu o Q a O w .D a o�a U v W aW � W LU C U U W o � y O a c O v C a '3 N v d � C 3 c y o�v � O 04 O CD_ O a O r4 E b O O a N N v N ON LJ cu V J D o C O ._ C m L v O E > c ` O o t E O V bO.O a L Nam. cu d' W V1 Cl 1n W O W a c oc lu � U "E C ZU v O vYi ul b Y � h C� e0 u cu V z d N v O « O CD ui E C E 3 m owl U `p00 a o . o=mE CC,wE a GJ � � C-,� N C?v E, 3 w a p i Wu a m O N N E w C) o U y 0 o O a N L f0 Q p N < m a V C-0vfu O aY U 0 15 b 4 U a N v) o c o U -0 'O C m C C 3 C p V u D Co F m C OD E vy V1 w 3Cy N Z C w U oL W CO QAn jq �'O J '-1 O N O m O �C - aY"wc m O of u zm CITY OF SANTA ANA Planning and Building Agency 0 0 00 O N �-i F-- �X [V N N O 0 Ln N L O D00 N O C41 C Ln rNI Gl Qj E m C Z O y i+ fC LL f0 O. u � o n F o o 0 'm o C� C .1 at K C O O O O O C W T N' xooy m~ 000 v o o C)O m oo F- N ono oo ^ v N oo m m � O V �D � N K N Lu O w a O M w T i N O \ H 3 C m OL v GJ O O o O O O O O O O C! � Gl OW O ? 0 0 hn a` v C W `0 W N 7 0 .�-1 O o0 0 O N...+ N m ul fV n ^ V W r-I M � N 1' f0 � 'O W m H y T N 3 O \ N 3 C m 00 y O O O O O O O O O O Q C Y N r W K u bD V C C O C u E c Q v u m 'o m m w E_ .f0 r o m m a i3T0 = U C = _ N C I U i z -2 U O J W � `y d Cl N O U �" N y0 m d O O 0 O } C w m M R rL w ° `+ ° C v O a W O c Q _3 o J Q F 0 to Ln Q O O W � W Z W Approved. , R PERMIT ISSUAWE o � O C N y � erID: N �^ o w LA N w U O T_ -- v A � C Oa (Liaw t Nz o �v a w o N =b w m ro v 0 3 b N � o c Lo v O � 4 � N O O mN C) O O o N � O N a p O C O O c O N C o ro �� N E m Y C E OD a Q L N N a)U K m 'A Ll W 7 y� C vv �E �b aH s� u N U C � C U v C) O CCD) V i E C W ° U 0 6 m c � W � O y� O O Y v U O m�N O O N O o N O o RUC �n v�v 'nbna v wE c V L N C. U N V t{ du U H�LU �Sv w v v c Z u rCp W Obj C 7 mUmV m v Q mOc U am CITY OF SANTA ANA Planning and Building Agency W U Z Q a O U 0 Q U LU U O O 00 O N O e-1 C') r-I H N r-I N O Ln N O N d ate+ f6 Q C O U U w a X (V N 0 L C* 23 O n V1 N } Gl E m Z a) LL Q. C v oD c d U Q) a N N !V rV Ln ,ri T N' 7 r Co 0 CD G tLo T N' 7 m C V C to Q Q W Q M (v O o. O a` T ry v Q Nr � OD C r6 � a m on V 00 00 Co C V V pCp O C) rN y CO Q \ ro d f4 v a V) 75 u bD C C o � U C al F tA O N � T V) w N W C OD w v LL) p Z w W N D en N w D 0 0 a) l7 Z K W 1UJH N O Z Z v Q IN C v n E 0 V t u E O .t a) Q. bD v v a) O E v L bo .� C N a In E w o = w Ql C y O C '6 '6 C al o � U _ M O. 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C � co C O o i C a O is o > c t E O h0 C CL L a v a u a 5 M N C w w �E vb° a� �i me u ab �o VGA • p C C p• o C Oow°V O �g Fa O C C w D O v o :6 O Y y O m$N O) > V -0ti )nbn� u y 030 N v Vag u a)tvw SEC c o , w oar °c° � o — z au b U z� CITY OF SANTA ANA Planning and Building Agency O 0 00 O N O e� N X N N O D Ln r-4 N O W N O OJ ^ E } a a A E m C Z O y N LL _U 7 � a U S a LLJ C7 QC L Q v7 w c J Q w 0 N cO a) G W � C W O N Q = VUi E m C Z U .ET�v o` U a =E N � � N W o m 0 a C •� O 'C Z > w O u O 7 m a .+ h Z Y a N a L OCL Y D E Cr FT a C/ N Cr H C O C O -1 E = E O 'n m Q = a 2 y +-• N In O � E C O m Z LL V f0 > LL = N � C a O C C O a 0 V '7 U v w c a CL E E m m °• o c °' Q Z O @ a N U Y � C C a 0 a 3 i _° 'C u o- w a+ C � E E m04 a E a v O C m fa Z H v T a = V^ 2 N a Q a W tA H E on ca 7 Y Ln O E a m O Z a H a O a L 0 Z N O F Z a UJ J w Oz O O m O z 3 U = N C E o a a U VT7 � m _ w `a n D. y E L d a N W L 2 = O a a m a Q F a in ,n E O U v ? � C o O O N C O O Z c Lu w n O w U N : w N W N w \ N OQ C W ujy W Ln 00 N U >. 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Nc vE a fib° Cn � Cy ,0 U 4= C � C) C I a o � E e 6u,°U C- 0° o Cz C oLu a O a+o U az N O ° N O n N CA �.i •� N d °1U U N C C N v N q- ..aj gym w E W 4 bn :3 E� a zw ob, °ca C D co zm CITY OF SANTA ANA Planning and Building Agency W � r:, w 0 O Li 00 cc al CL 00 oC � U O 0 00 O N 1P r-I l-i ri H N X � N N N Q O N lb O w n E Ln N N d C Z O y r m LL _u Y 3 U � d LU Uj Q N LU cx� m c J w r4 Q N 0 w LU 0 l/7 � Q o 2 Ln E O LC C Z V U � •� U a u LD o N } .-f 3 u a, n Z C 7 N - 'X jJ N W o a m o o > W O v O bz 3 m a Ln Ln = Z X w O O - E a N N N L Y � � '•1 � '6 aO� 7 N ❑ 3 ❑ ru ru C U O Ln > i m ❑ CL 0 Z Cc a+ O a Lcu Q (/ C C CU cc 00 _ 0 T O u O 7 7 C V) v1 n 3 C Q u 7 f0 0 Q U O _ N Ln y� D _ 5 M 7 CL D N CL F � 4J m 0 C to Co 61 Z N � ❑ cN G LLJ O y~j Y Ln Y V M O N o O C Uo v c F O c [L C NO -C1 Q E L 7 C O f0 Q N N (J Q Z N N v' m @ U C Y Cl) 10 O LU CL Z N C � j U ❑ a CU L bz a 00 -V O f0 C y m Q 3 0 0 J Z CU C Y _ n Y m 0 > > 0 a ❑ ai v a ❑ � U tJ � N O ❑ 7 LO O � Cr N al K � O 00 Z � v ❑ � O bCD N U a y a1 y > O Z ❑ O M � U Z 0 al � y0 03 J Z 0D �+ � O m m } CU O O O Z O U m LL _O m i d Ln p > x O v � C o � m v y E L F H O m ❑ Z Q v L = N a Ln pproved-,-, O PER MIT ISSUAItE n � y N L c � � Z Mstrl N LL u Date: L O W O O W Ln > 3 w� o U -0 m O u O v ate+ W 'D � al C C > a) O cc U w d •� Ln z it U o. v W O a� am a m � N � LL u o O Ci m 3 04 o 0. o • c- G C LL Ln n N O N O N b OC) N t O Q) ON O O -0 O N N E + Q Q Z. CO O 3 7 E > p C ai .2 ai LL 1= a1 Z to a L C 0= j K Ln m LL v a (11 CL a z u. x NG yv uE 2U U)U LT ti CL C U � � C u L O G C a O E c o W $ U TO jj O O �N oLuE v O v o 6 O Eo= -a1 ozv O ma fV oEaN C?0� 0 rti O-0v� F '1 U al L n b 4 -C V v E C ei aJ £ C fD LL LL CCO ''I � LC •--I C CDti OU N v Z Q > Z w d gy U ] Ln cc U uj G m C CQ= LU� U_ Ln � a t W LU a� c m � kn H E v Z c Ln uro W o to Z Q LL L a y ,U i ° O LL C 7 en > > a Q C, CERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: HOUSE REMODEL/FIRE DAMAGE REPAIR Calculation Description: Title 24 Analysis DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1.I certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Raymond Zhong Company: Perfect Design 'Address: ,2416 W. Valley Boulevard City/State/Zip: Alhambra, CA 91803 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: Calculation Date/Time: 2025-02-12T11:11:02-08:00 Input File Name: Y25-7086.ribd22x Documentation Author Signature: i RC01mo-rui z� !Signature Date: 02/12/2025 CEA/ HERS Certification Identification (If applicable}: Phone: 626-289-8808 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. CFlR-PRF-01-E (Page 9 of 9) 2. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. Responsible Designer Name: Company: Address: City/State/Zip: Responsible Designer Signature: _✓ n ... + .... <::ionP.d: lir.l!nse: I\ Pi-\nnp: -_,. Digitally signed by california Home Energy Efficiency Rating Services (CHEERS). This digital signature Is provided In order to secure the content of this registered document, and in no way implies Registration Provider respons{b/1/ty for the accuracy of the information. Registration Number: 425-P010045496A-000-000-0000000-0000 Registration Date/Time: 0211212025 11:12 HERS Provider: CHEERS NOITCE: This document has been generated by California Home Energy Efficiency Rating Services (CHEERS) using information uploaded by third parties not affiliated with or related to CHEERS. Therefore, CHEERS is not responsible for, and cannot guarantee, the accuracy or completeness of the information contained in this document. CA Building Energy Efficiency Standards -2022 Residential Compliance Report Version: 2022.0.000 Report Generated: 2025-02-12 11:11:15 Schema Version: rev 20220901 Rigo L oera Real L ife Designs 9 67 K endall Dr, Ste A #5 33 San Bernardino, CA 9 2407 RL 2/12/25 NA 909-496-5749 CITY OF SANTA ANA Planning and Building Agency RESIDENTIAL MEASURES SUMMARY - Project Name HOUSE REMODEURRE DAMAGE REP Building Type m Single Family ❑ Addition Alone ❑ Multi Family [Z Existing+ Addit n)A aatiR RT �tte b Project Address 319 S. BROADWAY SANTA ANA California Energy Climate Zone CA Climate Zone 08 Total Cond. Floor Arez 1,464 Addition 0 # of Units 1 INSULATION Construction Type Area Cavity ft) Special Feature Master . Date: Status Roof Wood Framed Attic R 30 1,464 AlTereu Wall Wood Framed R 15 264 Altered Wall Wood Framed R 15 259 Altered Wall Wood Framed R 15 330 Altered Wall Wood Framed R 15 231 Altered Floor Wood Framed w/Crawl Space R 19 1,464 Altered FENESTRATION Total Area: 404 Glazing Percentage: 27.6% New/Altered Average U-Factor: Orientation Area ft2 U-Fac SHGC Overhang Sidefins Exterior Shades 0.30 Status Front (W) 98.1 0.300 0.23 none none N/A New Rear (E) 103.1 0.300 0.23 none none N/A New Left (N) 52.0 0.300 0.23 none none N/A New Right (S) 150.6 0.300 0.23 none none N/A New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Electric Heat Pump 8.70 HSPF Split Heat Pump 15.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-Value Status WHOLE HOUSE Ducted Ducted Attic 6.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Large Storage Gas 50 0.96 Standard New EnergyPro 9.3 by EnergySoft User Number. 1919 ID: Y25-7086 Page 12 of 21 NCE 2022 Single -Family Residential Mandatory Requirements S NOTE: single-family residential buildings subject to the Energy Codes must comply with all applicable mandatory measures, rE used. Review the respective section for more information. (04/2022) Ridl'linn Fnvnln no• CITY OF SANTA ANA Planning and Building Agency mmary 'less of th �Icchmed FOR PERMIT ISSUANCE V Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or § 110.6(a)1: less when tested per NFRC-400, ASTM E283, or AAMAIWDMA/CSA 101/I.S.2/A440-2011. * Master ID: § 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of § 1 "9); Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from § 110.6(b): Tables 110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-stripped. Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be § 110.7: caulked, gasketed, or weather stripped. Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household § 110.8(a): Goods and Services BHGS . § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the § 110.8(i): roofing material must meet the requirements of § 110.8(i) and be labeled per §10-113 when the installation of a cool roof is specified on the CF1 R. § 1103(j): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs. Roof Deck, Ceiling and Rafter Roof Insulation. Roof decks in newly constructed attics in climate zones 4 and 8-16 area -weighted average U-factor not exceeding U-0.184. Ceiling and rafter roofs minimum R-22 insulation in wood -frame ceiling; or area -weighted average § 150.0(a): U-factor must not exceed 0.043. Rafter roof alterations minimum R-19 or area -weighted average U-factor of 0.054 or less. Attic access doors must have permanently attached insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a roof or ceiling which is sealed to limit infiltration and exfltration* as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling. § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R-value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood § 150.0(c): framing or have a U-factor of 0.071 or less. Opaque non -framed assemblies must have an overall assembly U-factor not exceeding 0.102. * Masonry walls must meet Tables 150.1-A or B. § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor. Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone § 150.0(f): without facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 110.8(g). Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II § 150.0(g)l: vapor retarder. This requirement also applies to controlled ventilation crawl space for buildings complying with the exception to 150.0(d). Vapor Retarder. In climate zones 14 and 16, a Class I or Class 11 vapor retarder must be installed on the conditioned space side of § 150.0(g)2: all insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation. Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have § 150.0(q): a maximum U-factor of 0.45; or area -weighted average U-factor of all fenestration must not exceed 0.45. Fire laces Decorative Gas Appliances and Gas Loa: § 110.5(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces. § 150.0(e)l : Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)2: Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or combustion -air control device. § 150.0(e)3: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control. S ace Conditionin Water Heatin and Plumbin S stem: Certification. Heating, ventilation, and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other § 110.0-§ 110.3: regulated appliances must be certified by the manufacturer to the California Energy Commission. § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-N. Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance § 110.2(b): heaters must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating. Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat. Insulation. Unfired service water heater storage tanks and solar water -heating backup tanks must have adequate insulation, or tank 110.3 c 3: surface heat loss rating. Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with § 110.3(c)6: hose bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed. 5/6/22 CITY OF SANTA ANA Planning and Building Agency am 2022 Single -Family Residential Mandatory Requirements S mmary Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces household § 110.5: (except appliances without an electrical supply voltage connection with pilot lights that consume less t nf a ianffi � j rft l�U I spa heaters. Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance wi h the ASHRAE Handbook, § 150.0(h)1: Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards Manual; or the ACCA Manual J using design conditions specified in § 150.0(h)2. Master ID: § 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at lea tffmfmt from the outlet of any dryer. Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers § 150.0(h)3B: manufacturer's instructions. Water Piping, Solar Water -heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water 150.0' 1: piping must be insulated asspecified in § 609.11 of the Califomia Plumbing Code.' Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment' maintenance, and wind as required by §120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no § 150.00)2: adhesive tapes). Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non -crushable casing or sleeve. Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must designate a space at least 2.5' x 2.5' x 7' suitable for the future installation of a heat pump water heater, and meet electrical and § 150.0(n)1: plumbing requirements, based on the distance between this designated space and the water heater location; and a condensate drain no more than 2" higher than the base of the water heater Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and § 150.0(n)3: Certification Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing agency that is approved by the executive director. Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a § 110.8(d)3: contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air -distribution system ducts and plenums must meet CMC §§ 601.0-605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and retum-air ducts and plenums must be insulated to R-6.0 or higher; ducts located entirely in conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8) do not require insulation. Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable UL requirements, or aerosol sealant that meets UL 723. § 150.0(m)1: The combination of mastic and either mesh or tape must be used to seal openings greater than %", If mastic or tape is used. Building cavities, air handler support platforms, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air. Building cavities and support platforms may contain ducts; ducts installed in theses aces must not be compressed. t Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such toe is used in combination with mastic and draw bands. Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, § 150.0(m)3: mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers. Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, § 150.0(m)8: manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage due tosunlight, moisture, equipment maintenance, and wind. § 150.0(m)9: Insulation exposed to weather must be suitable for outdoor service (e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover). Cellular foam insulation must be protected as above or painted with a water retardant and solar radiation -resistant coating. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner cores of flex ducts must have a non -porous layer or air barrier between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.1. Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 § 150.0(m)12: or equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Clean -filter pressure drop and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service. Filter racks or grilles must use gaskets, sealing, or other means to close gaps around the inserted filters to and prevents air from bypassing the filter. ' SCE 5/6/22 2022 Single -Family Residential Mandatory Requirements CITY OF SANTA ANA Planning and Building Agency Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use a hole for the placement of a static pressure probe, or a permanently installed static pressure probe § 150.0(m)13: be > 350 CFM per ton of nominal cooling capacity, and an air -handling unit fan efficacy <_ 0.45 watts handlers and s 0.58 watts per CFM for all others. Small duct high velocity systems must provide an cooling capacity, and an air -handling unit fan efficacy <_ 0.62 watts per CFM. Field verification testing Reference Residential Appendix RA3.3. * lnoW +;An nnrl Inrinnr Air Qua!1iv• he�suVppty plent"um' irTiow�rrtuCy CE r CFM for gas furnace air ow z 250 CFM per ton of nominal WqA*W0q M-cordance with N r Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, § 150.0(o)1: Ventilation and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in § 150.0(o)1. * Central Fan Integrated (CFI) Ventilation Systems. Continuous operation of CFI air handlers is not allowed to provide the whole- § 150.0(o)1 B: dwelling unit ventilation airflow required per §150.0(o)1C. A motorized damper(s) must be installed on the ventilation duct(s) that prevents all airflow through the space conditioning duct system when the damper(s) is closed andoontrolled per §150.0(o)1 Biii&iv. CFI ventilation systems must have controls that track outdoor air ventilation run time, and either open or close the motorized damper(s) for compliance with §150.0 0 1C. Whole -Dwelling Unit Mechanical Ventilation for Single -Family Detached and townhouses . Single-family detached dwelling units, § 150.0(o)1C: and attached dwelling units not sharing ceilings or floors with other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow specified in § 150.0(o)1Ci-iii. § 150.0(o)1G: Local Mechanical Exhaust. Kitchens and bathrooms must have local mechanical exhaust; nonenclosed kitchens must have demand - controlled exhaust system meeting requirements of §150.0(o)1Giii,enclosed kitchens and bathrooms can use demand -controlled or continuous exhaust meeting §150.0(o)1Giii-iv. Airflow must be measured by the installer per §150.0(o)1 Gv, and rated for sound per 150.0 0 1 Gvi. * § 150.0(o)1H&I: Airflow Measurement and Sound Ratings of Whole -Dwelling Unit Ventilation Systems. The airflow required per § 150.0(o)1C must be measured by using a flow hood, flow grid, or other airflow measuring device at the fan's inlet or outlet terminals/grilles per Reference Residential Appendix RA3.7. Whole -Dwelling unit ventilation systems must be rated for sound per ASHRAE 62.2 §7,2 at no less than the minimum airflow rate required by §150.0 0 1 C. Field Verification and Diagnostic Testing. Whole -Dwelling Unit ventilation airflow, vented range hood airflow and sound rating, § 150.0(o)2: and HRV and ERV fan efficacy must be verified in accordance with Reference Residential Appendix RA3.7. Vented range hoods must be verified per Reference Residential Appendix RA3.7.4.3 to confirm if it is rated by HVI or AHAM to comply with the airflow rates and sound requirements per §150.0(o)1G Pnnl nnri lQnn Svctamc anti Fnuinment- V Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: compliance § 110.4(a): with the Appliance Efficiency Regulations and listing in MAEDbS; an on -off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating. * Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or § 110.4(b)1: dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a time § 110.4(b)3: switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump § 150.0(p): sizing, flow rate, piping, filters, and valves. Li htin Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable § 110.9: requirements of § 110.9. * § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A, except lighting integral to exhaust fans, kitchen range hoods, bath vanity mirrors, and garage door openers; navigation lighting less than 5 watts; and lighting internal to drawers, cabinets, and linen closets with an efficacy of at least 45 lumens per watt. § 150.0(k)1 B: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JA8. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must not contain screw based sockets, must be airtight, § 150.0(k)1C: and must be sealed with a gasket or caulk. California Electrical Code § 410.116 must also be met. Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JA8 § 150.0(k)1 D: elevated temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires. Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a § 150.0(k)1E: luminaire or other device shall be no more than the number of bedrooms. These boxes must be served by a dimmer, vacancy sensor control, low voltage wiring, or fanspeed control. Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust § 150.0(k)1F: hoods) must meet the applicable requirements of § 150.0(k). 5/6/22 CITY OF SANTA Al' 2022 Single -Family Residential Mandatory Requirements S mmary g and Building Ac § 150.0(k)1G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint AppendiApp rove Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources tha arf" FPPPRW_01�9UA § 150.0(k)1H: elevated temperature requirements, including marking requirements, must not be installed in enclosei I or recessed luminaires. Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinelry or linen closets are not required § 150.0(k)11: to comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to con u ff od(Uhan 5 watts of power, emit no more than 150 lumens, and are equipped with controls that automatically turn the ligh n,gf{ when the drawer, cabinet or linen closet is closed. § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must co nply will, NE10A SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems. Accessible Controls. Lighting must have readily accessible wall -mounted controls that allow the lighting to be manually turned § 150.0(k)2A: on and off.' Multiple Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the dimmer or sensor is installed § 150.0(k)2B: to comply with § 150.0(k). § 150.0(k)2C: Mandatory Requirements. Lighting controls must comply with the applicable requirements of § 110.9. Energy Management Control Systems. An energy management control system (EMCS) may be used to comply with dimming, § 150.0(k)2D: occupancy, and control requirements if it provides the functionality of the specified control per § 110.9 and the physical controls specified in 150.0(k)2A. Automatic Shutoff Controls. In bathrooms, garages, laundry rooms, utility rooms and walk-in closets, at least one installed luminaire § 150.0(k)2E: must be controlled by an occupancy or vacancy sensor providing automatic -off functionality. Lighting inside drawers and cabinets with o ague fronts or doors must have controls that turn the light off when the drawer or door is closed. Dimmers. Lighting in habitable spaces (e.g., living rooms, dining rooms, kitchens, and bedrooms) must have readily accessible wall- § 150.0(k)2F: mounted dimming controls that allow the lighting to be manually adjusted up and down. Forward phase cut dimmers controlling LED light sources in theses aces must comply with NEMA SSL 7A. § 150.0(k)2K: Independent controls. Integrated lighting of exhaust fans shall be controlled independently from the fans. Lighting under cabinets or shelves, lighting in display cabinets, and switched outlets must be controlled separately from ceilin -installed lighting. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to § 150.0(k)3A: other buildings on the same lot, must have a manual on/off switch and either a photocell and motion sensor or automatic time switch control) or an astronomical time clock. An energy management control system that provides the specified control functionality and meets all applicable requirements may be used to meet these requirements. Internally illuminated address signs. Internally illuminated address signs must either comply with § 140.8 or consume no more than 5 § 150.0(k)4: wafts of power. Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the § 150.0(k)5: applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. y Single-family Residences. Single-family residences located in subdivisions with 10 or more single-family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which do not have a photovoltaic system installed, must comply with the requirements of § 110.1 0b e . Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 §110.10(b)1A: square feet each for buildings with roof areas greater than 10,000 square feet. For single-family residences, the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet.' § 110.10(b)2: Azimuth. All sections of the solar zone located on steep -sloped roofs must have an azimuth between 90-300' of true north. Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof § 110.10(b)3A: mounted equipment. Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: horizontal distance of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the ' solar zone, measured in the vertical plane. Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for § 110.10(b)4: roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a § 110.10(c): pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single-family residences and central water -heating systems, a pathway reserved for routing plumbing from the solar zone to the water -heating system. Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b)-(c) must be § 110.10(d): provided to the occupant. § 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole § 110.10(e)2: circuit breaker for a future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric." Electric and Energy Storage Ready: lency JCE 5/6/22 r1l CITY OF SANTA ANA Planning and Building Agency 2022 Single -Family Residential Mandatory Requirements S mmary Energy Storage System (ESS) Ready. All single-family residences must meet all of the following: Either ESS-rea ippro"e § 150.0(s) equipment with backed up capacity of 60 amps or more and four or more ESS supplied branch circuits or Shp havfeiheivA main service to a subpanel that supplies the branch circuits in § 150.0(s); at least four branch circuits us�beidentifie�a'rid source collocated at a single panelboard suitable to be supplied by the ESS, with one circuit supplying the refrigerator, one lighting circuit near the primary exit, and one circuit supplying a sleeping room receptacle outlet: main panelboard must have a minimum busbar rating of 225 amps; sufficient space must be reserved to allow future installation of a system isolation equipme madeeswtilDh within 3' of the main panelboard, with raceways installed between the panelboard and the switch location to allow the conn backup power source. Heat Pump Space Heater Ready. Systems using gas or propane furnaces to serve individual dwellinc units must include: A dedicated § 150.0(t) unobstructed 240V branch circuit wiring installed within 3' of the furnace with circuit conductors rated a 0 amps within identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as "For Future 240V use." Electric Cooktop Ready. Systems using gas or propane cooktop to serve individual dwelling units must include: A dedicated unobstructed § 150.0(u) 240V branch circuit wiring installed within 3' of the cooktop with circuit conductors rated at least 50 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as "For Future 240V use." Electric Clothes Dryer Ready. Clothes dryer locations with gas or propane plumbing to serve individual dwelling units must include: A § 150.0(v) dedicated unobstructed 240V branch circuit wiring installed within 3' of the dryer location with circuit conductors rated at least 30 amps with the blank cover identified as "240V ready;" and a reserved main electrical service panel space to allow for the installation of a double pole circuit breaker permanently marked as "For Future 240V use." *Exceptions may apply. JCE 5/6/22 CITY OF SANTA ANA Planning and Building Agency HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name FOR PE a��21/��A HOUSE REMODEL/FIRE DAMAGE REPAIR System Name Floor Area WHOLE HOUSE 1,464 ENGINEERING CHECKS SYSTEM LOAD Master . Number of Systems 1 COIL CFM Total Room Loads 752 COOLING P Artc te' COIL HTG. PEAK Heating System Sensible Latent Output per System 35,400 15.048 797 697 14,672 Total Output (Btuh) 35,400 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts 0 Output(Btu hls ft 24.2 556 592 Cooling System 0 0 Output per System 34,800 0 0 0 0 Total Output Btuh 34,800 0 0 Total Output Tons 2.9 556 592 Total Output (Btuh/s ft) 23.8 TOTAL SYSTEM LOAD 797 Total Output s ft/Ton 504.8 16,161 15,855 Air System CFM per System 1.200 HVAC EQUIPMENT SELECTION Airflow cfm 1,200 CARRIER 25HBC5361'1ST CO," 36HXC(3 TON) 25,132 8,973 26,447 Airflow (cfmisqft) 0.82 Airflow cfm/Ton) 413.8 Outside Air % 0-0% Total Adjusted System Output (Adjusted for Peak Design conditions) 25,132 8,9731 26,447 Outside Air cfm/s ft 0.00 TIME OF SYSTEM PEAK Jan 1 AM Note: values above given at ARI conditions I Aug 3M HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak) 33 OF 68 OF 68 IF 88 OF Outside Air 0 cfm Supply Fan Heating Coil 88 OF 1.200 cfm ROOM 68 OF 68 OF DTn -0 COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak 91 / 70 OF 78 / 65 IF 78 / 64 IF 59 158 OF UT l Outside AirAr — 0 cfm Supply Fan Cooling Coil 59 / 58 IF AL 1,200 cfm —M 48.3% ROOM 78 / 65 OF 78 / 65 °F JCE CITY OF SANTA ANA Planning and Building Agency ROOM LOAD SUMMARY Project Name HOUSE REMODEUFIRE DAMAGE REPAIR System Name WHOLE HOUSE ROOM LOAD SUMMARY FOR P�APh'jb�bSUA CE Floor Area 1,464 ROOM COOLING PEAK COIL COOLIN `PEA COIL HTG. PEAK Zone Name Room Name I Mult. I CFM I Sensible I Latent CFM Sensibl EXISTING AREA EXISTING AREA 1 752 15,048 797 752 15,048 797 697 14,672 PAGE TOTAL TOTAL* ' Total includes ventilation load for zonal 752 15,048 797 697 14,]72 752 15,048 797 697 144 CITY OF SANTA ANA Planning and Building Agency ROOM HEATING PEAK LOADS Project Name HOUSE REMODEL/FIRE DAMAGE REPAIR ullien FOR Efyl�,T2�,U ROOM INFORMATION DESIGN CONDITIONS Room Name EXISTING AREA Floor Area 1,464.00 ft2 Indoor Dry Bulb Temperature 68 OF Time of Peak Outdoor Dry Bulb Temperature Jan 1 AM Master ID: 33 °F Date: Conduction Area X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X to Ceiling U-Value X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X I= X I= AT 'F = = = = = = = = = = = = = = = = = = = = = = = = = = = = 35 Btu/hr R-30 Roof Attic 1,464.0 0.0438 35 2,246 R-15 Wall 1,082.6 0.1028 35 3,896 Double Non Metal Clear (6) 403.8 0.3000 35 4,240 R-19 Floor Crawlspace 1,464.0 0.0493 35 2,524 Items shown with an asterisk (') denote conduction Infiltration:[ 1.00 X 1.075 Schedule Air Sensible Fraction through an interior surface X 1,464 X Area another room 8.00 X 0.241 Height ACH Page Total / 60 ] X AT 12,905 = 1,767 TOTAL HOURLY HEAT LOSS FOR ROOM 14,672 NCE RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Name HOUSE REMODEUFIRE DAMAGE REPAIR ROOM INFORMATION I DESIGN CONDITIONS Room Name Floor Area Indoor Dry Bulb Temperature Opaque Surfaces R-30 Roof Attic R-15 Wall R-15 Wall R-15 Wall R-15 Wall R-19 Floor Cra wlspace CITY OF SANTA ANA Planning and Building Agency Aoorwx FOR EW" ff/�&SjJ A N C E EXISTING AREA I Outdoor Dry Bulb Temperature Master ID: 1,464.00 ft2 Outdoor Wet Bulb Temperature Date: 78 IF I Outdoor Daily Range: Orientation (N) (tM (E) (N) Area X X X X X X X X X U-Factor X X X X X X X X X CLTD' = = = = = = = = = 0.0438 38.0 0.1028 14.0 fl58. 0.1028 14.0 0.1028 4.0 231.0 0.1028 7.0 1,464.0 0.0493 5.0 Page Total Items shown with an asterisk (") denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Shaded Unshaded Fenestration WINDOWS WINDOWS WINDOWS WINDOWS Orientation Area X X X X X X X X X GLF + + + + + + + + + Area X X X X X X X X X GLF = = = = = = = = = 0.0 9.7 98.1 24.4 0.0 9.7 103.1 24.4 0.0 9.7 52.0 9.7 0.0 9.7 150.6 11.5 Page Total 91 OF 70 OF 26 OF Btu/hr 2,438 379 372 136 166 361 3,852 Btulhr 2,391 2,513 504 1.728 7, Internal Gain Btu/hr Occupants 4.4 Occupants X 245 Btuh/occ, 1,l Equipment 1,464 Floor Area X 0.50 w/sgft = 2 Infiltration: 1.075 X 0.65 X 53.67 X 13 = Air Sensible CFM ELA AT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 15,048 Latent Gain Btu/hr Occupants 4.4 Occupants X 155 Btuh/occ. = 681 Infiltration: 4,822 X 0.65 X 53.67 X 0.00069 = 116 Air Latent CFM ELA AW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 7971 CITY OF SANTA ANA Planning and Building Agency Approved FOR PERMIT ISSUANCE Master ID: Date: DATA SHEET mi ""tho COMMERC RESIDENTIAL GAS VERTEXTM VERSATILE POWER DIRECT VENT Up to 0.88 Uniform Energy Factor (96% Thermal Efficiency) Today's homes demand more hot water than ever before, and the high efficiency Vertex" power direct vent gas water heaters offer unprecedented levels of performance to meet the need. The fully condensing Vertex design is so advanced, it can deliver "continuous hot water for shower after shower"at a constant flow of over 4 gallons per minute.' ENERGY STAR® QUALIFIED ADVANCED ELECTRONIC CONTROL • Exclusive A. 0. Smith designed touch display control system • Precise temperature control • Built-in diagnostics and operational information CONDENSING DESIGN • High efficiency operation with up to 0.88 Uniform Energy Factor (96% thermal efficiency) to save money on operating costs • Equipped with condensate drain tee HELICAL INTERNAL HEAT EXCHANGER • Spiral heat exchanger keeps hot combustion gases in the tank longer to lengthen the heat transfer cycle • Positioned in the center of the tank for more even heat distribution • Spiral design reduces lime scale formation on the heat exchanger to maintain high efficiency operation overtime POWER DIRECT VENT DESIGN • Combined vertical and horizontal runs terminating through an outside wall. Vents using PVC, CPVC, or polypropylene pipe. Canadian installations require ULC S636 approved PVC, CPVC or polypropylene pipe for venting. • 2" pipe, vents up to 45 equivalent feet • 3" pipe, vents up to 125 equivalent feet SIDE -MOUNTED HOT AND COLD RECIRCULATING TAPS • Allows Vertex to be installed as part of combination space heating/water heating applications AVAILABLE IN NATURAL GAS OR PROPANE TOP FIRED ULTRA -LOW NOX GAS BURNER • Enhanced Ultra -low NOx burner complies with SCAQMD Rule 1146.2 and other Air Quality Management Districts with similar requirements for NOx emissions of less than 14 ng/j BLUE DIAMOND® GLASS COATING • Provides superior corrosion resistance compared to industry standard glass lining. HEAVY-DUTY ANODIC PROTECTION • Provides even more protection against corrosion CSA CERTIFIED AND ASME RATED T&P RELIEF VALVE MAXIMUM HYDROSTATIC WORKING PRESSURE: 150 PSI CODE COMPLIANCE • Meets IBC and ICC National Codes. • Meets the thermal efficiency and standby loss requirements of the U.S. Department of Energy and current edition of ASHRAE/IES 90.1. DESIGN -CERTIFIED BY UNDERWRITERS LABORATORIES • Certified at 300 psi test pressure and 150 psi working pressure. Listed according to ANSI Z21.10.3 - CSA 4.3 standards governing storage tank -type water heaters. 6-YEAR LIMITED TANK AND PARTS WARRANTY • For complete information, consult written warranty or go to hotwateccom 'Continuous hot water based on 4.31 GPM continuous flow with a 65°F inlet water temperature, 110°F outlet temperature, and a unit installed per the manufacturer's instructions. CITY OF SANTA ANA it-'GODE gency AT EAN:B*V0U -OR PERMIT ISSUANCE Da MODEL SHOWN GDHE-75 SERIES 300/301 � o��0_14j0 S �� 0 c UL o�o Page 1 of 2 © June 2018 A. 0. Smith Corporation. All rights reserved. AOSRG45102 www.hotwater.com 1800-527-1953 Toll -Free USA IA. o. Smith Corporation 1 500 Tennessee Waltz Parkway I Ashland City, TN 37015 CITY OF SANTA ANA CO M M E RC ArnGgAM gency �'O Mi'b® RESIDENTIAL GAS WATEAFilfrhWeld FOR PERMIT ISSUANCE 8ecov� Ormensrons m Inches '" Approx *^ rY. 87U Input - Shrpprng Ratetl Ftrst Hdur Thermal Nent.Size -H i bb{ Model Nominal ra a Ratrrig UEF Effcren Rlse Gallon perHoui Q� ameter Weight (1 s} ? g. �' PerHouf f Ha Numb_et Cap aaty 1%lume, (Gallons).. - - 22 255 "j 100,000 2 or 3 GDHE-50 50 49 100 0.88 96a/o 129 100,000 2 or 3 64-3/4 27-3/4 382 GDHE-75 75 74 130 0.86 96 /° 129 Available in Propane (LP) gas. Specify when ordering Propane (LP) gas. Models certified for sea level to 10,100 ft. elevation. Optional Condensate Neutralizer Kit available (Part Number 100112380). `V� C v A rn 0 m n A C o z DIAMETER n ti B - O Zm D E -� DRAIN m mensions for GDHE-50 TOP VIEW 'INSTALL IN ACCORDANCE WITH LOCAL CODES. Dimensions for GDHE-75 'INSTALL IN ACCORDANCE WITH LOCAL CODES. u `c © June 2018 A. 0. Smith Corporation. All rights reserveo. TN 37015 -- - WWw.hotwater.<om 1800-527-1953 Toll -Free USA I A. o. Smith Corporation 1 500 Tennessee Waltz Parkway I Ashland City; Product Data Nron- .-d Carrier heat pumps with Purono refrigerant provide a collection of features unmatched by any other family of equipment. The 25HBC has been designed utilizing Carrier's Puron refrigerant. The environmentally sound refrigerant allows consumers to make a responsible decision in the protection of the earth's ozone layer. As an Energy Star° Partner, Carrier Corporation has determined that this product meets the Energy Star° guidelines for energy efficiency. Refer to the combination ratings in the Product Data for system combinations that meet Energy Star° guidelines. NOTE: Ratings contained in this document are subject to change at any time. Always refer to the AHRI directory (www.ahridirectory.org) for the most up-to-date ratings information. ITS' F SANTA ANA *g�nlding Agency tV ANCE Master ID: Date: INDUSTRY LEADING FEATURES / BENEFITS Efficiency • 13 SEER/ 10.5 - 12.5 EER/ 7.7 - 8.2 HSPF • Microtube Technology" refrigeration system • Indoor air quality accessories available Sound • Sound level as low as 72 dBA • Sound levels as low as 72 dBA with accessory sound blanket Comfort • System supports Edge° Thermidistat ' or standard thermostat controls Reliability • Puron@ refrigerant - environmentally sound, won't deplete the ozone layer and low lifetime service cost. • Scroll compressor • Internal pressure relief valve • Internal thermal overload • High pressure switch • Loss of charge switch • FiIter drier • Balanced refrigeration system for maximum reliability Durability WeatherArmor- protection package: • Solid, durable sheet metal construction • Dense wire coil guard available (3-phase units come standard with dense wire coil guard) • Baked -on powder paint Applications • Long -line - up to 250 feet (76.20 m) total equivalent length, up to 200 feet (60.96 m) condenser above evaporator, or up to 80 ft. (24.38 m) evaporator above condenser (See Longline Guide for more information.) • Low ambient (down to-20°F/-28.9°C) with accessory kit CITY OF SANTA ANA PHYSICAL DATA ency 24-30 30— 1 50 36-30, 50, _ q2 30, 50 48 60' b0' 60-30, 60, 60 UNIT SIZE SERIES 18-30 60 152 193 216 250 Operating Weight Ib (kg) 127 (576) 133 (60.3) 146 (66.2) (69.0) (7.5) 11 Shipping Weight Ib (kg) 153 (69.4) 158 (77•6) (81.6) 8) (80 (1 3 .. �)� �--I-1 J CE Scroll Compressor Type Puronp (R-410A) REFRIGERANT piston Piston Piston Piston P' on piston T XV (Peronn Hard Indoor Control 52 57 67 70 9m a s e r I U: shutoti) Outdoor Heating P ston # 40 46 55 6.40 57 6.34 15 888 65 10.41 76 11.00 Charge Ib (kg) 5.16 (2.34) 5.95 (2.70) (2.90) (2.88) (4 3 (4.72) (4.99) Propeller Ty e, Direct Drive COND FAN Vertical Air Discharge 1881 3167 3167 2614 3365 4046 114 Air Oty CFM 1/12 1/10 /10 1/5 1/5 1/10 114 800 Motor HP 1100 t100 1100 1100 I 1100 1 1100 Motor RPM COND COIL 11.49 13.13 15.09 17.25 15.09 19.40 17.6 20 Face Area (Sq FL) 25 25 20 20 20 ZO Fins per In. 1 1 1 2 Z 2 Rows 1 4 q 5 5 6 8 8 u Circuits ✓ALVE CONNECT. In.) ID PF—REFRIGERANT TUE1tS' (tn./ uv 5/8 5/8 3/q 3/4 7/8 d Vapor' quid *Units are rated with 25 It (7.6 m) of lineset length. See Vapor line Sizing and Cooling Capacity Loss table when using other sizes and lengths o inese . Note: See unit installation Instruction for proper installation. VAPOR LINE SIZING AND COOLING CAPACITY LOSS Acceptable vapor line diameters provide adequate oil return to the compressor while avoiding excessive capacity loss. The suction line diameters shown in the chart below are acceptable for HP systems with Puron refrigerant: , 4 r,, I —a d-nnacity Losses - Puron® Refrigerant 1- Stage Heat Pump Applications Standard Length = 60 tt. ([a.a ml or ,ebb LU=yam--....... 3 Ga, HX Series CITY OF SANTA ANA Planning and Building Agency FIRST CO. P.O. BOX 27C 969 - DALLAS, TEXAS 75227 PH. (214) 38 -5751 1 �PVKPV0 55 F O RRIMI STW(MNI C E Master ID: Date: The space -saving HX Series fan coil is only 10" high (i 1 " with enclosure), allowing it to recess in a ceiling. Recessed ceiling fan coils save valuable floor space and eliminate costly "equipment" closets. CITY OF SANTA ANA Planning and Building Agency HX Series 1-1 /2 THROUGH 3 TONS In keeping with its policy of continuous progress and product improvement, First Co. reserves the right to make changes without notice. Maintenance for all First Co. products is available under "Product Maintenance" at www.firstco.com. �NTERTE� n C US Is TES Approved for installation with 0" clearance to combustible materials (See P. 4 for Model Numbers) 24V WIRING -THIS END POWER SUPPLY . OPP.END HEATER R OR ANCE(DATA HEAT MIN. CIR. (2) MAX NOM. NOM. Kw TOTAL AMPACITY FUSE UNITMODEL CFM COOL BTUH 2O8V 240V BTUH AMPS 2O8V 240V 208V 240V 2.3 5 17,000 22.6 25 30 25 30 18HX 6D0 18,000 3.8 6 20,500 27.0 30 35 30 35 1.0 2 2 15 15 -0.51 - 2.3 - - - 3 10,200 13.5 15 18 15 20 19HX & -3 -5 600 18,000 21.8 24 30 25 30 35 20HX -6 4.5 6 20,500 26.0 29 35 47 30 40 50 -8 6.0 8 27,300 34.3 38 - 2.0 3 3 15 15 -0-59 -- 2.3 --- 3 10,200 14.5 16 20 20 20 _3 24, 25HX 3.8 5 17,000 22.8 25 30 25 30 & 800 24,000 4.5 6 20,500 27.0 29 35 30 35 26, 28HX -5 6.0 8 27,300 35.3 39 47 40 SD -8 - a 7-5 10 34,100 43.6 48 55 50 60 2.0 3 3 15 15 -"3 2.3 3 10,200 14.5 16 20 20 20 30,31HX 3 3.8 5 17,000 22.8 25 30 25 30 & -5 1D00 0 30,0045 6 20,500 27.0 29 35 30 35 32HX -6 6.0 8 27,30o 35.3 39 47 40 50 -6 _10 7.5 10 34,100 43.6 48 55 50 60 --- 2.8 4 4 15 15 -0-70 -- 2.3 --- 3 10,200 15.3 18 20 20 20 36HX -3 3.8 5 17,000 23.6 27 30 30 30 & -5 1200 36,000 4.5 6 20,50D 27.8 31 35 35 35 37HX -6 -6 6.0 8 27,300 36.1 40 46 40 50 -10 7.5 10 34,100 44.5 49 56 50 60 (1) All BTUH heating ratings at 240V - derate heating capacities by 25% for 208V (2) Maximum fuse or HACR-type circuit breaker. BLOWERDATA MOTOR CFM vs. EXTERNAL STATIC PRESSURE UNIT MODEL 0.00 0.05 0.10 OAS 0.20 0.25 0.30 (240V) 18HX 1/8 810 775 740 705 670 640 610 19HX 1/8 820 785 750 715 680 650 620 20HX 1/8 850 815 780 745 710 670 630 24, 28HX 114 910 875 84D 805 770 730 690 25HX 114 930 895 860 825 790 750 710 26HX 1/4 960 925 890 850 810 770 730 30,31HX 114 1110 1075 1040 990 940 900 860 32HX 1/4 1170 1140 1110 1075 1040 1000 960 36HX 1/3 1410 1370 1330 1290 1250 121D 1170 37HX 1/3 1460 1420 1380 134D 13C0 1250 1200 (1) Add .05 static when enclosure is used. Approved FlE S&ANCE aste AIR FLOW 1 TOP VIEW I.- C SUCTION LINE / Y8 SWEAT: 18, 19, 24 HX 718 SWEAT: 20, 28J7HX LIQUID LINE - 3M SWEAT A kPFUWARYDRAJN-3t4MPT CONDARY DRAIN - 8/4 MPT OSITE SIDE OF DRAIN PAN OPPOSITE SIDE OF DRAIN PAN P,HY.StCAL'M ENSIGNS A B C D MODEL 18HX 19HX 37-1/4 34-11/16 30 6.1/2 24HX 20HX 25HX 43-1/4 40-11/16 36 6-1/2 30HX 26HX 31HX 49-1/4 46-11/16 42 6-1/2 36HX 28HX 32HX 56.1/4 53-11/16 49 6-1/2 37HX EXPANSION'VA.CVE.KITS (Heotpump or cooling -only) PART NO. TYPE FOR 9EVR410-1 R410A 18-37HX(1-1/2-3TON) NOTES: (1) Above expansion valve kits are approved for both cooling only (non heat pump) or heat pump applications. (2) Valves are non -bleed type. Field added. Hard start kit may be required (3) Valves have screw -on connections. (4) Field installed. HEAT PUMP KIT (,IMJ LD INSTALLED) PART NO. I DESCRIPTION 942-1 KIT FOR HX MODELS WITH ELECTRIC HEAT NOTE: Heat pump kit must be field installed for all HX models with electric heat. 0 kW models do not require kit. Contact the factory for compatibility match with condensing unit. 3 HX SERIES SPEC FIRST CO. CITY OF SANTA ANA Planning and Building Agency ire CEILING ACCESS PANELS - For HX's installed without encl # 965-1, 966-1, # 965, 966, 967, 967-6 967-1, 967-7 (Louvers may differ from picture) Louvered panels accept 20x20x1" filter (field supplied) STANDARD PANELS al. G ACCESS. -PANE PANEL FRAME PANEL PANEL CEILING PANEL DIMS. FOR MODEL NO. NO. DESCRIPTION OPENING (OUTSIDE) (STD.) (IAQ) 965 965-M8 LOUVERED 24-1/2 40 27-1/2 43 18, 19, 24HX 965-1 NA NON -LOUVERED 24-1/2 40 27-1/2 4 966 966-M8 LOUVERED 24-1/2 46 27-1/2 49 966-1 NA NON -LOUVERED 24-1/2 46 27.1 /2 49 20, 25, 30HX 967 967-M8 LOUVERED 24-1/2 52-1/2 27-1/2 55-1/2 967.1 NA NON -LOUVERED 24-1/2 52-1/2 27-1/2 55-1/ 26, 31, 36HX 967-6 96�NA LOUVERED 24-1/2 60 27-1/2 63 967-7 NON -LOUVERED 24-1/2 60 27-1/2 63 28, 32, 37HX Approved �PnR PERMITISSUANCE n/ # 965-M8 (accepts 1-20x30x1 filter) # 966-M8, 967-M8 (accepts 2-20x20x1 filter) # 967-6-M8 (accepts 2-20x25x1 filter) (GlasFloss (D Industries Series HV filter or equivalent is recommended) IAQ PANELS rPrP WAltHMO AVEM68ELENTADVER>'BlQA ' i� Law�rrd MpW�NM MMn i otno..o ENCLOSURES WITH CEILING PANELS - Panels are sold separately for cased and uncased units. CEILING PANEL. ENCLOSURE INFORMA _.. FOR MODEL ENCLOSURE NO. E DI H 18,19,24HX 9EHX01 11 20, 25, 30HX 9EHX02 17 26,31,36HX 9EHX03 11 28,32,37HX 9EHX04 11 TION NCLOSURE MENSIONS W D 39-3/4 23-7/8 45-3/4 23-7/8 51-3/4F27 58-3/4 NOTES: (1) Panels do not mount to cases. See framing detail on page 5 (2) Panels are sold separately from cases or cased units (*) Add -2 to end of panel number for panel that accepts 2" filter. PANEL NO. (STD.) PANEL NO. (IAQ) DESCRIPTION (2) CEILING PANEL OPENING PANEL FRAME DIMS (OUTSIDE) W L W L 965 965-M8* LOUVERED 24-112 40 27-1/2 43 965-1 NA NON -LOUVERED 24-1/2 40 27-1/2 1 43 966 966-M8* LOUVERED 24-1/2 46 27-1/2 49 966.1 NA NON -LOUVERED 24-1/2 46 27-1/2 49 967 967-M8* LOUVERED 24-1/2 52-1/2 27-1/2 55-112 967-1 NA NON -LOUVERED 24-1/2 52-1/2 27-1/2 55-1/2 967-6 1 967-6-MH* LOUVERED 24-1/2 60 27-1/2 63 967.7 NA NON -LOUVERED 24-112 60 27-1/2 63 (See Panel Pictures Above) FIRST CO. 4 HX SERIES SPEC CITY OF SANTA ANA Planning and Building Agency HX Series 1-1 /2 THROUGH 3 TONS MODEL NUMBERS MODELSIZF(BTU) U_ NC_ASED:jNO,ENC_L'OSURE) FAC7,OR;Y•INSTALLED�ELOSURE�- FA'CTORY�NSTALLED'TXV- MODEL (R410TXV) MODEL (PISTON) �FACTORYINS7ALLEp TXV MODEL (R410TXV) MODEL (PISTON) 18,000 18HX(*) 18HX(*) R410 TXV 18HX(*}C 18HX(*}C R410 TXV 18,000 T HX(*) 19HX(*) R410 TXV 19HX(*)L 19HX(*}C R410 TXV 18,000 20HX(*) 20HX(*) R410 TXV 20HX(*K 20HX(*}C R410 TXV 24,000 24HX(*) 24HX(*) R410 TXV 24HX(*}C 24HX(*}C R410 TXV 24,000 25HX(*) 25HX(*) R410 TXV 25HX(*}C 25HX(*}C R410 TXV 24,OOD 26HX(*) 26HX(*) R410 TXV 26HX(*)-C 26HX(*}C R410 TXV 24,ODO 28HX(*) 28HX(*) R410 TXV 28HX(*)-C 28HX(*}C R410 TXV 30,000 30HX(*) 30HX(*) R410 TXV 30HX(*)-C 30HX(*}C R410 TXV 30,000 31 HX(*) 31 HX(*) R410 TXV 31 HX(*)-C 31 HX(*}C R41 o TXV 30,000 32HX(*) 32HX(*) R410 TXV 32HX(*}C 32HX(*}C R410 TXV 36,000 36HX(*) 36HX(*) R41 OA TXV C ;3�7�HX(*)-C 36HX(*}C R410 TXV 36,000 37HX(*) 37HX(*) R410 TXV 37HX(*}C R410 TXV Approved FOR PERMIT ISSUANCE Master ID: Date: All TXV's are approved for cooling only or heat pump operation (non -bleed type). (*) = kW HEAT NOTE: Expansion valve requirement depends on the selected outdoor unit. Go to: www.firstco.com or contact the factory for assistance. ENCLOSURE INSTALLATION SUPPORT FRAMING Ceiling j Sheet Rock 00 Wood or Metal Frame All Sides 0 0 O oO 0 CL Louvered Ceiling Panel ENCLOSURE CONNECTION LOCATIONS Drain Connections Optional Return Air Cutout Refrigerant Line l Connections Electrical Connections CAP KIT- FOR INSTALLATION ABOVIE SUSPENDED CEILING PART NO. FITS ENCLOSURE NO. FOR UNIT MODEL 9PHX01 9EHX01 18, 19, 24HX-C 9PHX02 9EHX02 20,25,30HX-C 9PHX03 9EHX03 26,31,36HX-C 9PHX04 9EHX04 28, 32, 37HX-C NOTES: (1) Cap kit is an insulated panel that covers the entire bottom opening of the enclosure (requires ducted return) (2) Cap kit would be used in lieu of the ceiling panel and mounts to the case. FIRST CO. 5 HX SERIES SPEC ED -U -'TIN .00MBlNAtJbjUZA �comN" lAotlel Mae& Coollriq SEEK Poo; ;kurtibor 119 -14.0 30.0w. 30,000: AM 30,000 _40-00- NO M 37.01030. 370102?.' 3701013. 37,01019 B701PI E 01025. X'01M.. 3701040 . , , .. .. 1. . . - 37.01 W. - , . .11 .. .. I I 7-'� �%q� �M40,�12.! �0701951- .25R 58 3701952 .25H Cs ME .2 t25H PtM61 A!' WHI - :71-2-T --30-009 CITY OF SANTA ANA Pja-1 .11 ing AgEnq L E awl H2uR4SUANCE_l UAW _-Woo, -ago - Ae � -7:.F 7 -25,HBC ,336 .M-'30 0 0 -3'-74 A- l.600. -2. 56, 9949D 25HBP"(A;M^*3D -_.i:Y�R_NFED36'* •FY@a.FDQ E �E6lfiA1)D70-12 �33A 34.0t Eo 13 133.600 3 74 &0 2l."00'2.56 3696887. 2SHBC336 F.MNF042+TXV' ,= Is -,13.5* --;33,-60 -0 9.600 -4.56 7.8 .2'.ODO 2 SD w 2weC336(A.M**3D %14A7' 045-08 -M.9w. -13. 13097oD 3.92 7.8 ---P 1.4oQV 98W6 26MBC336(A,W)"30• .58pr -'E- �lI• -I&P 3U-557 15z fW P:t2 21 246 63 25HBC336 14A'-+Um ZW--3617A" X)090-16 :11:5 -13.5. -73-,5- -33. , 3.62 Z8 20�: 2.54 so 25HBC 6 - 54_��017A-- . 1115: '�, _5 33.6W SAG &G .. Co. -2.56 1 -4W9-8672 25HBC3361A;M!M --3617A" 58MEI�5. )080-�12 Its 3 OQ 3.66 : AD F72-1-00 --- .2-AS I 2.A6 �69%73 -t36l?A** S%BW(Bc u _E_ MF 7111. 713.S -MI-COD 3.66 &0 'Iss- 39m?o 25HBC336(_A.W)-3D AF3517,�'- OM-12 13.5 33,600 2 3698667 3617A** 6oMv(B,QDW14 '11 3,58 52 69866 25HUC-3m(A-vv)--Jv AP*-3617A** 98 Wd�o_W .33.800 'Upoo. ts 1 1&5 3699493 2SHBCM(A. 77- SeWnotes 0npo2e.4S: 2n