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Structural Calcs Fairfield_Alberhill_Delta1_v1.pdf-APPROVED REVISIONS
STRUCTURAL CALCULATIONS /SS\pNAL ��� S�IANs� SFA r �v O � GP Delta 1 05/26/23 PC response ISSUE DATE 05/26/23 PROJECT Description: (3) Single Family Client: Pulte Homes Name: Fairfield R3 -U Dwellings at Alberhill Ranch NFPAI3D Light Frame Construction Dustin Moyer DESIGN CRITERIA Building Type: Bearing wall system Construction: Stud walls, sawn lumber wood timbers, plywood sheathing Codes: 2022 CBC & 2022 CRC A5CE 07-16, 2018 N05, 2021 5DPW5 Code Compliance Note: Wood: Studs - Stud grade, Standard & btr. Posts - Standard & better Beams - DF#2 or better Joists - I -Joists GLBs - 24F -1.8E L5L - laminated strand rims and beams LVL - laminated veneer microlam beams and joists PSL - parallel strand beams These plans substantially conform to the CRC provisions for conventional constr. Certain elements have been designed to code standards as an alternate means of compliance. Soils & bearing: Petra Geosciences 21-467 Nov. 14,2022 Post Tension by others BUILDING LOADS Roof Loads psf Floor Loads psf Roofing (tile) 9.5 Floor Finish (carpet) 1.2 Sheathing 1.4 Sheathing 2.0 Rafters or trusses 3.2 Joists 2.6 Ceiling 2.2 Ceiling 2.6 Misc. & insulation 1.7 Misc. & insulation 3.6 Total Roof DL............................................................ 18.0 psf Total Floor DL .......................... 12.0 psf Roof Live Load (less than 4:12 pitch) ................... 20 psf Floor Live Load ......................... 40 psf Roof Live Load (4:12 pitch or steeper) ................ 16 psf Deck/Balcony Live Load ......... 60 psf Roof Live Load (12:12 pitch or steeper) .............. 12 psf Exit Live Load ........................... 100 psf Exterior Walls psf Interior Walls psf psf Stucco or siding 7.0 Shear panel 2.0 Studs 1.1 Studs 1.1 1.1 Gypsum board 2.2 Gypsum board 4.4 4.4 Misc. & insulation 1.7 Misc. & insulation 2.5 2.5 Total Wall DL............................................................ 12.0 psf Total Wall DL ........................... 8.0 psf 10.0 psf Swanson & Associates 17055 Via Del Campo, Suite 100, San Diego, CA 92127 (858) 487-7600 Fairfield 01/12/23 Section Properties & Design Loads 2 Uv N O\ dO *n0 . 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J J Vi to to • in In E CO x in - CO ; m J -t J J J l0 1u E CO J J J. J, J C!1 lD 0 o, ut E J J ui in N, N Ci _ d d LL d 4 O d i d d d ^� 6 d d a' d d a i Itm a nt d'. a " N O IN ^gym cI• < \D w .-t iN' V' \D OD .-t r~ O IN nim V. > IN V' 'O OD O\ ,-1 ,-t a �y <t \D' 00 .-a .-•t N a O] 'I" " N N E- of Z dN, X N..�x .1 N �. X: X .,fk'� � a i'F a .�-t X I X X X" X a x x' A N .ix N .� H .i N '^IY "�� Y O : rIm '1 m M M ' M M to ; to ; to Lf') ^ i t` h ; .I�. m , nj M': M CO to to Io = to tf),. � \D ; \0 %0 H s -i .fir { � Ln eI a) N O } G O O) i - u d N 'O O =1 6 N tll s } a } 7 O } .D N > a L i N > 0 } O) 3 } L U Q y S � o � 4- E EO } dl � 7 0 O LL L tr v O V � N C3 v a H L2 O t0 y a } C y V 0 O O to O dl a) L y o N � 9 � d L } O O `o d E t4 til vo- h � 'c w m � L 0) 0) N 3 3 3 O O a 0 a u u h � � N C 0 0 •� 0 0 O � L a Q � -i N M Fairfield Typical Framing Elements Roof Framing Trusses @ 24" o/c ([)L = 18 psf, LL = 20 psf) 2x Conventional Rafters & Fill Framing 01/12/23 Factory Manufacturer's design by others C w = (24/12) (18 psf + 20 psf) = 76 psf Floor 2x4 @ 24" o/c spans to 4'-8" 2x6 @ 24" o/c spans to 9'-10" 2x8 @ 24" o/c spans to 13'-0" 2x10 @ 24" o/c spans to 16'-4" 2x12 @ 24" o/c spans to 18'-11" Floor Framing 11'-8" il'-1" I -Joist floor joists (TrusJoist or equal) (Allowable spans per the latest span tables from TrusJoist, see the latest catalog & code approval reports.) Alternates such as Boise Cascade BCI and Louisiana Pacific LPR joists are allowed per plans, see catalogs. w = (16/12) (12 + 40 psf) = 69 psf w = (19.2/12)(12 psf + 40 psf) = 83 psf Opening Headers & Misc. Beams H1 (w <- 170 plf) Roof Floor 4x4 (Max. Span =) 6'4" 6'-0" 4x6 10'-0" 8'-11" 4x8 13'-2" 11'40" 4x10 16'-3" 14'-6" 6x4 7'-511 7'-011 6x6 11'-8" il'-1" H2 (w <- 370 plf) Roof Floor 4x4 (Max. Span =) 4'-7" 4'-2" 4x6 6'-9" 6'-1" 4x8 8'-11" 8'-0" 4x10 11'-0" 9'-10" 6x4 T-6" 4'-11" 6x6 W-711 7'-811 H3 (w <- 570 plf) Roof Floor 4x4 (Max. Span =) 3'-911 3'-411 4x6 T-5" 4'-10" 4x8 7'-2" 6'-5" 440 8'-10" 7'-11" 4x12 10'-10" 9'-8" 32x16 LSL 19'4" 18'-1" 6x4 4'-5" 4'-0" 6x6 6'41" 6'-2" H4 (w <- 770 plf) Roof Floor 4x6 (Max. Span =) 4'-8" 4'-2" 4x8 6'-2" T-6" 4x10 7'-7" 6'-9" 4x12 9'-4" 8'-4" 32x118 LSL 12'-10" 12'-2" 3246 LSL 17'-3" 16'-5" 6x4 3'-10" 3'-5" 6x6 6'-0" T-4" H5 (w <- 970 plf) Roof Floor 4x6 (Max. Span =) 4'-2" 3'-9" 4x8 5'-6" 4'-11" 4x10 6'-9" 6'4" 4x12 8'-4" 7'-5" 32x118 LSL 11'-10" W-3" 32x16 LSL 16'-0" 15'-2" 6x4 3'-5" 3'-0" 6x6 T-411 4'-911 H6 (w <--1170 plf) Roof Floor 4x10 (Max. Span =) 6'-2" 5'-6" 32x118 L5L 11'-1" 10'-5" 32x16 LSL 15'-0" 13'-10" 6x6 4'-10" 4'4" See uniform loads table on page 2 and 3 for additional spans or load conditions not specifically addressed here. Fairfield 01/12/23 Stud Column Capacity 2022 CBC/CRC in 32" Stud Wall Nominal Size Sill/Top Plate Max. Load 6 Ft. 7 Ft. 8 Ft. Stud Height 9 Ft. 10 Ft. 12 Ft. 14 Ft. 16 Ft. (1) 2x4 Standard 3,281 lbs 4,136 lbs 3,288 lbs 6,669 lbs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A (2) 2x4 Standard 6,563 lbs 8,272 lbs 6,577 lbs 13,338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A (3) 2x4 Standard 9,844 lbs 12,409 lbs 9,865 lbs 20,007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 2x4 Stud 3,281 lbs 3,4011 bs 2,890 lbs 2,413 lbs 2,010 lbs 1,683 lbs 4,968 lbs 4,134 lbs N/A (2) 2x4 Stud 6,563 lbs 6,801 lbs 5,781 lbs 4,826 lbs 4,019 lbs 3,367 lbs 7,134 lbs 5,966 lbs N/A (3) 2x4 Stud 9,844 lbs 10,202 lbs 8,671 lbs 7,239 lbs 6,029 lbs 5,050 lbs 9,728 lbs 8,136 lbs N/A (1) 2x4 DF#2 3,281 lbs 4,666 lbs 3,7211 bs 2,983 lbs 2,424 lbs 1,999 lbs 1,419 lbs 1,055 lbs N/A (2) 2x4 DF#2 6,563 lbs 9,331 lbs 7,441 lbs 5,965 lbs 4,847 lbs 3,999 lbs 2,838 lbs 2,110 lbs N/A (3) 2x4 DF#2 9,844 lbs 13,997 lbs 11,162 lbs 8,948 lbs 7,271 lbs 5,998 lbs 4,257 lbs 3,165 lbs N/A (1) 4x4 Standard 7,656 lbs 9,651 lbs 7,673 lbs 6,141 lbs 4,985 lbs 4,110 lbs 2,914 lbs 2,166 lbs N/A (1) 4x4 DF#1 7,656 lbs 11,783 lbs 9,353 lbs 7,479 lbs 6,068 lbs 5,001 lbs 3,545 lbs 2,635 lbs N/A (1) 4x6 DF#1 12,031 lbs 18,252 lbs 14,565 lbs 11,681 lbs 9,494 lbs 7,833 lbs 5,560 lbs 4,134 lbs N/A (1) 4x8 DF#1 15,859 lbs 23,676 lbs 19,005 lbs 15,294 lbs 12,454 lbs 10,288 lbs 7,312 lbs 5,441 lbs N/A (1) 4x10 DF#1 20,234 lbs 29,670 lbs 23,972 lbs 19,363 lbs 15,804 lbs 13,073 lbs 9,306 lbs 6,931 lbs N/A (1) 4x12 DF#1 24,609 lbs 36,085 lbs 29,155 lbs 23,550 lbs 19,221 lbs 15,900 lbs 11,318 lbs 8,429 lbs N/A 51" Stud Wall Nominal Size Sill/Top Plate Max. Load 8 Ft. 9 Ft. 10 Ft. Stud Height 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 2x6 DF#2 5,156 lbs 8,683 lbs 7,653 lbs 6,669 lbs 5,035 lbs 2,430 lbs 1,989 lbs 1,655 lbs N/A (2) 2x6 DF#2 10,313 lbs 17,367 lbs 15,306 lbs 13,338 lbs 10,070 lbs 4,860 lbs 3,977 lbs 3,311 lbs N/A (3) 2x6 DF#2 15,469 lbs 26,050 lbs 22,959 lbs 20,007 lbs 15,106 lbs 7,290 lbs 5,966 lbs 4,966 lbs N/A (1) 6x4 DF#1 12,031 lbs 22,097 lbs 19,379 lbs 16,821 lbs 12,641 lbs 6,074 lbs 4,968 lbs 4,134 lbs N/A (1) 6x6 DF#1 18,906 lbs 24,795 lbs 22,955 lbs 20,918 lbs 16,823 lbs 8,657 lbs 7,134 lbs 5,966 lbs N/A (1) 6x8 DF#1 25,781 lbs 33,812 lbs 31,303 lbs 28,525 lbs 22,941 lbs 11,804 lbs 9,728 lbs 8,136 lbs N/A (1) 6x10 DF#1 32,656 lbs 40,425 lbs 37,734 lbs 34,689 lbs 28,322 lbs 14,837 lbs 12,251 lbs 10,259 lbs N/A (1) 6x12 DF#1 39,531 lbs 1 48,936 lbs 45,678 lbs 41,992 lbs 34,285 lbs 17,960 lbs 14,830 lbs 12,419 lbs N/A LSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 32x32 1.3E L51- 7,656 lbs 7,908 lbs 6,402 lbs 5,262 lbs 3,713 lbs N/A N/A N/A N/A (1) 32x48 1.3E LSL 9,570 lbs 9,885 lbs 8,002 lbs 6,577 lbs 4,641 lbs N/A N/A N/A N/A (1) 32x52 1.3E LSL 12,031 lbs 12,427 lbs 10,060 lbs 8,268 lbs 5,835 lbs 0 lbs 0 lbs 0 lbs N/A (1) 32x74 1.3E LSL 15,859 lbs 16,382 lbs 13,261 lbs 10,899 lbs 7,691 lbs 0 lbs 0 lbs 0 lbs N/A (1) 32x88 1.3E LSL 1 18,867 lbs 1 19,489 lbs 15,776 lbs 12,966 lbs 9,150 lbs 0 lbs 0 lbs 0 lbs N/A PSL Studs Sill/Top Plate Stud Height Nominal Size Max. Load 8 Ft. 9 Ft. 10 Ft. 12 Ft. 18 Ft. 20 Ft. 22 Ft. 24 Ft. (1) 31x32 1.8E PSL 7,656 lbs 11,236 lbs 9,016 lbs 7,374 lbs 5,178 lbs N/A N/A N/A N/A (1) 31x54 1.8E PSL 11,484 lbs 16,854 lbs 13,524 lbs 11,061 lbs 7,767 lbs N/A N/A N/A N/A (1) 32x7 1.8E P5L 15,313 lbs 22,472 lbs 18,032 lbs 14,748 lbs 10,356 lbs N/A N/A N/A N/A (1) 54x54 1.8E P5L 17,227 lbs 48,574 lbs 41,346 lbs 34,925 lbs 25,281 lbs 11,650 lbs 9,477 lbs N/A N/A (1) 54x7 1.8E P5L 22,969 lbs 64,765 lbs 55,128 lbs 46,566 lbs 33,708 lbs 15,533 lbs 12,637 lbs N/A N/A (1) 7x7 1.8E PSL 1 30,625 lbs 1 108,215 lbs 101,434 lbs 92,772 lbs 73,504 lbs 36,064 lbs 29,496 lbs 24,535 lbs N/A Alberhill Ranch Crestly, Fairfield, Linden, Ridgeline 05/11/23 SEISMIC ANALYSIS, Wood Frame Dwellings ASCE 7-16 Section 12.14 Simplified Alternative Seismic Loads (ASCE 11.4.8 exception utilized.) eUe4 GCC 4 LUee LKL, Cask Luau Lomumui iuoa Ss = 2.375 reduced to 1.500 ASCE 12.14.8.1 Ie = 1.00 51 = 0.876 Design Category = E/CRC=D2 SMS = (1.00)(2.38) = 2.375 Site Class = D SM1 = (1.5)(1.70)(0.88) = 2.234 R = 6.50 Sps = (2/3)(1.0)(1.50) = 1.000 no = 2.50 Sw = (2/3)(2.23) = 1.489 Cd = 4.00 Desmon Loading Allowable Stress Design Base Shear Eh = (F)(Sps)(W)/R = 0.169W 0.7Eh = 0.118W E, = (0.2)(Sp5)(D) = 0.200W 0.75 = 0.140W Emh = (2.5)(QE) = 0.423W 0.7Ev = 0.296W Component Interconnection (ASCE section 12.14.7.1) Fp = 0.2(Sp5)W = 0.200W 0.7E = 0.140W 1 65 2 Story Building F = 1.1 ASCE 12.14.8.1 Fa = 1.0 (Fa per ASCE 11.4.4) Distribution of Forces 1 -Story Portions Weight x factor / Roof 24.0 x 0.118 = 2.83 psf luse 2.96 for one story buildings M 2 -Story code min Story Story Weight % Weigh force (Fx) force Fx 3.25 psf Roof 24.0 psf 46% 2.83 psf Floor 28.3 psf 54% 3.34 psf 3.84 psf 7.09 psf 52.3 psf 6.17 psf •- A r Vbase = 52.3 psf x 0.118 = 6.17 psf Used 0.118W 0.150W Fairfield Alberhil) Ranch 01/12/23 WIND ANALYSIS, 2 story Transverse 2022 CBC, Alternate Basic Load Combinations Wind Speed = 96 VaSd (not used) = 74 -10.2 Ke = 0.97 Pla If Exposure = C Kd = Left Overhang 0.85 -25.0 zy = 900 a = Enclosure = Enclosed K;q = -129.0 1.0 -1.0 G = 0.85 Risk = https://hazards.atcouncil.org/#/wind?lat=33.7036&Ing=-117.3789&address= 0.0 0.0 Right Sloping 16.7' P-1 p22 Wind Pressures -105.8 Element z K,, & K, gh & 9, Cp (psf sf P2 If 4.0' Windward Walls 18.5' 0.89 17.28 0.80 8.52 14.98 Floor Height = 10.5' Windward Walls 10.5' 0.85 16.54 0.80 8.01 14.48 Eave Height = 18.5' (not used) Roof Height (h) = 22.1' Leeward Wall 22.1' 0.92 17.95 -0.50 -10.86 -4.40 Width (B) = 100.0' Roof to ridge (a) 22.1' 0.92 17.95 -0.53 -11.25 -4.79 Length(L) = 40.0' Roof to ridge (b) 22.1' 0.92 17.95 -0.21 -6.51 -0.05 Roof Angle (0) = 18.40 Roof -Leeward 22.1' 0.92 17.95 -0.63 -12.81 -6.35 qh = 17.95 (not used) (not used) Windward overhang bottoms 18.5' 0.89 17.28 0.80 11.75 11.75 Note: (not used) P1 has internal pressure (not used) P2 has internal suction Interior Pressure 22.1' 0.92 17.95 ±0.18 (3.23) (-3.23) Roof Totals Horiz. Wind Left to Right Pla (Left to Rt) -10.2 Roof Elements Length Pla If Plb(plf P2a If P2b If Left Overhang 1.3' -25.0 -19.0 -25.0 -19.0 Left Sloping 19.8' -223.0 -129.0 -95.0 -1.0 Flat Section 0.0' 0.0 0.0 0.0 0.0 Right Sloping 16.7' -213.4 -213.4 -105.8 -105.8 Right Overhang 1.3' -2.5 -2.5 -2.5 -2.5 Roof Totals Horiz. Vert. Pla (Left to Rt) -10.2 -440.1 Plb (Left to Rt) 21.4 -345.2 P2a (Left to Rt) -3.7 -216.5 P2b (Left to Rt) 27.9 -121.6 Pla (Rt to Left) 13.9 -444.7 Plb (Rt to Left) 40.8 -364.1 P2a (Rt to Left) 7.4 -221.2 P2 (Rt to Left) 34.3 -140.5 Code Min. Horizontal Forces (135)(16 psf)+(7.3')(8 psf) = 274 plf 0.6W = 164 plf Vertical Elements Left Walls-Upr Left Walls-Lwr (not used) Right Walls-Upr Right Walls-Lwr (not used) (not used) (not used) From Roof 9.5 Cat. II 21.4 27.9 40.8 34.3 Total Horiz. Forces (W) = 269 275 288 282 0.6W = 161 165 173 169 Summary of Results Wind Load Design Force = 0.6W = Left to Right = 165 plf Seismic Force = E/1.4 = (38.00) (6.20) = 236 plf (Force distribution: Upper level = 71 plf, Lower level = 102 plf Right to Left = 173 plf Seismic Governs Wind Right to Left Pia If Plb(plf P2a If P2b If -2.5 -2.5 -2.5 -2.5 -253.9 -253.9 -125.8 -125.8 0.0 0.0 0.0 0.0 -187.4 -108.4 -79.8 -0.8 -25.0 -19.0 -25.0 -19.0 Left to Right Right to Left Length Pl If P2 If Pl If P2 If 4.0' 34.1 59.9 43.4 17.6 9.0' 72.1 130.3 97.7 39.6 4.0' 43.4 17.6 34.1 59.9 9.0' 97.7 39.6 72.1 130.3 21.4 27.9 40.8 34.3 Total Horiz. Forces (W) = 269 275 288 282 0.6W = 161 165 173 169 Summary of Results Wind Load Design Force = 0.6W = Left to Right = 165 plf Seismic Force = E/1.4 = (38.00) (6.20) = 236 plf (Force distribution: Upper level = 71 plf, Lower level = 102 plf Right to Left = 173 plf Seismic Governs Fairfield Alberhill Ranch 01/16/23 WIND ANALYSIS, One Story Transverse 2022 CBC, Alternate Basic Load Combinations Wind Speed = 96 VaSd (not used) = 74 re = Exposure = C Kd = 0.85 zy = Enclosure = Enclosed Kzt = 1.0 G = Wind Pressures 16.54 Element z 0.85 Risk = Cat. II Windward Walls 9.0' fRiD Lpafl (not used) 14.22 Eave Height = 9.0' (not used) 0.85 Roof Height (h) = 12.3' Leeward Wall 12.3' Width (B) = 80.0' Roof to ridge (a) 12.3' Length(L) = 40.0' Roof to ridge (b) 12.3' Roof Angle (0) = 18.4° Roof -Leeward 12.3' qh = 16.54 (not used) (not used) Windward overhang bottoms 9.0' Note: (not used) P1 has internal pressure (not used) 43.4 P2 has internal suction Interior Pressure 12.3' Roof Elements Left Overhang Left Sloping Flat Section Right Sloping Right Overhang Roof Totals P1a (Left to Rt) Plb (Left to Rt) P2a (Left to Rt) P2b (Left to Rt) Pla (Rt to Left) P1 (Rt to Left) P2a (Rt to Left) P2b (Rt to Left) Kh & K> vti & a, _CP 0.85 16.54 0.80 7.1 U.7 / 16.54 900 a = 9.5 0.85 Risk = Cat. II 16.54 p2 fRiD Lpafl 8.27 14.22 0.85 16.54 -0.50 -10.01 -4.05 0.85 16.54 -0.39 -8.49 -2.54 0.85 16.54 -0.03 -3.36 2.59 0.85 16.54 -0.57 -10.97 -5.02 0.85 16.54 0.80 11.25 11.25 0.85 16.54 ±0.18 (2.98) (-2.98) Horiz. Vert. 9.2 -387.1 43.4 -284.6 9.2 -163.3 43.4 -60.7 9.2 -387.1 43.4 -284.6 9.2 -163.3 43.4 -60.7 Code Min. Horizontal Forces (35)(16 psf)+(6.5')(8 psf) = 108 plf 0.6W = 65 plf Wind Right to Left Wind Left to Right Right to Left Pia If Length Pla If Plb If P2a If P2b If 1.3' -21.2 -14.7 -21.2 -14.7 19.8' -168.2 -66.6 -50.2 51.3 0.0' 0.0 0.0 0.0 0.0 19.8' -217.4 -217.4 -99.4 -99.4 1.3' -1.2 -1.2 -1.2 -1.2 Horiz. Vert. 9.2 -387.1 43.4 -284.6 9.2 -163.3 43.4 -60.7 9.2 -387.1 43.4 -284.6 9.2 -163.3 43.4 -60.7 Code Min. Horizontal Forces (35)(16 psf)+(6.5')(8 psf) = 108 plf 0.6W = 65 plf Wind Right to Left Left to Right Right to Left Pia If Plb If P2a If P2b If -1.2 -1.2 -1.2 -1.2 -217.4 -217.4 -99.4 -99.4 0.0 0.0 0.0 0.0 -168.2 -66.6 -50.2 51.3 -21.2 -14.7 -21.2 -14.7 Vertical Elements Left to Right Right to Left Length P1 If P2 If P1 If P2 If Left Walls-Upr 3.5' 28.9 49.8 35.0 14.2 (not used) (not used) Right Walls-Upr 3.5' 35.0 14.2 28.9 49.8 (not used) (not used) (not used) (not used) From Roof 43.4 43.4 43.4 43.4 Total Horiz. Forces (W) = 107 107 107 107 0.6W = 64 64 64 64 Summary of Results Wind Load Design Force = 0.6W = Left to Right = 65 plf Seismic Force = E/1.4 = (44.00) (2.90) = 128 plf Right to Left = 65 plf Seismic Governs Fairfield 01/12/23 Typical Shear Panel 2022 CBC/CRC TYPICAL ELEMENTS OF RE5I5 7"/VE MOMENT A T 5HEA k pal NEL 5: FLU5H BEAM. 09 HDR, 111HE9E 06C1/R5 11111111111M Imo' IIVW �CONT. DBL. TOP PL. WHERE 011111 DBM01HO9. 'E OCCU15 P = L OA D FROM HEA DER OR BEA M Wr = UNIFORM LOAD OF ROOF ABOVE Ww = UNIFORM L OA D OF WA L L A ROVE Wf = UNIFORM L OA P OF FLOOR ABOVE W5 = UN/FORM L OA D OF WA L L 5EL F WEIGH r U = UPLIFT FROM 0, 7E, W,, EA4, 09 WPI/ n WALL ,ROOF & PA17-17-/0N W/E6HT5 (rv) 8' 9' 10' 900E 7-RU55 5PAN 72 PLF B1 PLF 90 PLF EXTE9/01 112 PLF 126 PLF 140 PL F INTER/OR W000 72 PLF 81 PLF 90 PL F /N 7-ER/O9 G YP, 64 PLF 72 PLF B0 PLF Fairfield 01/12/23 Shearwall Schedule 2022 CBC/CRC W- A N3 sal ON Snai ataa O— >/� 'S81 OOOI 55(181 aJao ,9'113 Sal 0044 sSnai a ea _ 58l 8092 SSnal aJao Fairfield at Alberhil) ROOF FRAMING, Plan 1 (Stella) 4521-3 02/15/23 10 Typical Roof Framing: Factory Trusses @ 24" o/c 2022 CBC/CRC, Basic LOW combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Gable Ends (3/2)(34) +10 = 61 PH Hi Hip Ends (9/2)(34) +10 = 163 PH H1 A (21/2)(34) +10 = 367 plf H2 B (24/2)(34) +10 = 418 PH H3 1 (9/2)(34) +10 = 163 plf 4x6 3 (9/2)(34) +10 = 163 plf 4x6 Int. Brg (45/2)(34) +10 = 775 plf 6x6 RB -10 16' Span Garage Door (roof) (wall) (floor) (misc.) W = (9/2)(34) +35 = 188 plf w II I I r ITO I I I I I I I I I ITTI I I T R1 T R2 Rl = (Critical Rl / 1.25 LDF = 1,203 lbs) RI (max.) = 1,504 lbs R2 = (Critical R2 / 1.25 LDF = 1,203 lbs) R2 (max.) = 1,504 lbs Moment = (Critical M / 1.25 LDF = 4,813#f t) Moment (max.) = 6,016#ft 4X12 Deflection: ATL = 0.39" (L/489) ALL = 0.15" (L/1,277) RB -11 (at Hip Roof) 16.4' Span Covered Patio (roof) (wall) (floor) (misc.) W = (9/2)(34) +18 = 171 plf w IIIIIIIIIIIIIIIIIITR�R2 Rl = (Critical R1 / 1.25 LDF = 1,122 lbs) Rl (max.) = 1,402 lbs R2 = (Critical R2 / 1.25 LDF = 1,122 lbs) R2 (max.) = 1,402 lbs Moment = (Critical M / 1.25 LDF = 4,599#f t) Moment (max.) = 5,749#ft 32X11 a LSL Deflection: ATL = 0.38" (L/518) ALL = 0.16" (L/1,230) RB -12 @ hip 6' Span Covered Patio (roof) (wall) (floor) (misc.) W = (4)(34) +20 = 156 plf w 1P P (x=5.3) _ (31/2x9/2)(34) [Girder Truss Load] = 2,372 lbs (f f 111111111[IT1T11 11111 TR2 'T'R1 X RI= (Critical R1 / 1.25 LDF = 596 lbs) R1 (max.) = 745 lbs R2 = (Critical R2 / 1.25 LDF = 2,050 lbs) R2 (max.) = 2,563 lbs Moment = (Critical M / 1.25 LDF = 1,422#f t) Moment (max.) = 1,777#ft 4X8 Deflection: ATL = 0.06" (L/1,167) ALL = 0.03" (L/2,618) Fairfield Alberhill 02/15/23 LATERAL DISTRIBUTION -SEISMIC, Plan 1 (Stella) 4521-3 1-5tory Load C G, rf ola 4lhorhill 02/15/23 5HEARWALL ANALYSIS -SEISMIC, Plan 1 (Stella) 4521-3 12 o tl W L .n � o E �- o p o V- O CO 0 3 n "o a S to o ) uSS� c c�tnJ S r,, a, O N o j -n V " O Min to co t Q `F- v a n v = v N 04- E > N — O O � w Q c n to M v + d o h E n o 0010 tov�'D� rn m o m N a a N 00000 co 0o co O co 0 00 m Lu 0 LU v N N N N N Niz = 00 µ.E ,U N L II— > V l =� > } H o m N O)� ¢ J OO to In If) N r Z �H c�Q NN d <Y� LL v ) H — g Lo to to N Lo IL') NU- E i MM.o�<YO O 1� O t'? �t d' O c\j tlI a 6 Q__ J wZ ¢ a v v h 10 v ID y o J L CD O j n 2 o d 3 a S O O M O J a°, Q N W = s t z 3.�0 o rnaoo.o rn L y yv r,to Olo o O d' 4m vLl. N N to M N s O O O a 0 Q L ID � h N u N I ul L fl: a N LO 00 aDto i V) LL 0 ct _ 0) t to m O to ! } E v d to > I O E CD J � Q m .-� N M lL M I lL V Fairfield Alberhill 02/15/23 LATERAL DISTRIBUTION -WIND, Plan 1 (Stella) 4521-3 WIND DISTRIBUTION 13 o- (D- SHEARWALL WALL SORFAC' OW OPENING. )PEKING, SEE 01 \J I I ROOF FRAMING PLAN, PLAN 2A SCALE: II," ^ 1'-0„ L --_—_—___j 2A.G TRUSS H) LRS. N.6" o/c RAG TRUSS 00 LBS. 2 A 8 O 65 ALT: TJI S7 "0 RIM OR 63 J} S7 STD.RIM AFF`°�aFIA—�_ — 4x8 @ (FB -24) 3 x9�/z LSL _ 's PAN KITCHEN 17a° S5 14.0' 4 ALT. TJI S5 70 RDA/BLOCK o��+ 81 17 TYP. sG �� S5 65 ALT:TJI U.T. TJI 7�G$ I ice. CAFE S7 �p S7 "0 RIM 2IM/BLOCK 2+ .Qy I — j 49pm QO OR 63 82 pFJp`� (% I 81 81 OF �O S7 S7 STD. RIM M p+ S7��1'�49°P ��00�SJ010 RIM/B OCK ALT: TJI ° ° — a IFI -121\1,' SGI �\ Fr �. 110 RIM lG° — 4x10 SI atsHu� °ALT: TJI OoR 17 110 RIM ssPI 607 ENTRY . STD. RIM ---- Z�JO SSI ( 61 OR %�—, ------ a+k GATHERING 4 bx -- --- -- ROOM I s7 _ _ STD. RIM -4 ,[I qii 11.2' 12.0' I - 66 S5 I = 73 65 i'fTJ S7 I S7 ST10 <, w 63 -- �I I S7 STO.RIM ! l s I 's yOB S5 ( DROPPE 2 CAR GARAGE I I _ ,moi I� 75 r 2x8 S7 / ► I � � 16" o/c 31/2x14 LSL RIM 20.0' 65 ALT: TJI ALT: TJI I S7 O 1. RIM 110 RIM 17 TYP. I 63 TO. P61 QS5 �64 I S7 RIM F YER S7 42 (4) 2x12 STAR \, I 83 AT A T. TJ y2 = I (2) CS1628 A STRINGERS, TYP. \ f0 RIM/BLOCK �., (2) CSi628 AT S6 TOP PLATE S II O S7 S7 r� I TOP PLATE I SPLICE o�c` AT ppAL���T. 3 �rF o,Jo STD. RIM " �- SPLICE I /'� `>~ 110dl< LOCK S 7 63 S ALT: TA NNU Ory}p "S �\ OQ 110 RM 311/2x18 PSL ,' 4x �� 6x6 "' OR _ 60 0 RW S7 OR 11/4x14 LSLALT: TJI 3 69 _�� ..—,, __ I 61 — O S7 ttih �t" S7 STD. R Ilm K66--3 R 65 ALO'R� p I3.0 STD. RIM 56 S7 S7 I eK24Ros s 16 66 70 16 S7 32 Jp S5S7 m S7 Jp S5 ss jj POR H ry}�Z` ��� FLEX Smb�~ 4x4 0 _ \1e (FB -20) 2x14 LSL 42 19 TRUSSES —0— S5 S5 24" o/c 32 34 4x4 S DRAG TRUSS S6 -- 4x2 800 LBS. 1 E.N. 6" o/c 00 00 �S~J 4 S~� 4.D 34 34 S6 S6 FLOOR FRAMING PLAN, PLAN 2A SCALE: �1;, - 1'-0° Fairfield Alberhill Ranch 01/12/23 ROOF FRAMING, Brinnon II (4025-5) Plan 2 14 Typical Roof Framing: Factory Trusses @ 24" o/c 2022 CBC/CRC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) Gable Ends (3/2)(34) +10 = 61 plf H1 Hip Ends (9/2)(34) +10 = 163 plf Hi Misc Brg-16' span (16/2)(34) +10 = 282 plf H2 2/4 elev A (38/2)(34) +10 = 656 plf 4x6 to 2', 4x8 RB -20 6' Span Window Header supporting hip girder (roof) (wall) (floor) (misc) wl = (9/2)(34) +10 = 163 plf w 1P P (x=0.8) _ (9/2x27/2)(34) [Hip Girder] = 2,066 lbs TR1 TR2 ,L X Rl = (Critical Rl / 1.25 LDF = 1,823 lbs) Rl (max.) = 2,279 lbs R2 = (Critical R2 / 1.25 LDF = 612 lbs) R2 (max.) = 764 lbs Moment = (Critical M / 1.25 LDF = 1,434#ft) Moment (max.) = 1,792#ft Deflection: ATL = 0.14" (L/503) ALL = 0.07" (L/1,098) 4x6 RB -21 9.2' Span Covered Porch option (roof) (wall) (floor) (misc) wl = (11/2)(34) +10 = 197 plf w T Rt T R2 Rl = (Critical Rl / 1.25 LDF = 725 lbs) Rl (max.) = 906 lbs R2 = (Critical R2 / 1.25 LDF = 725 lbs) R2 (max.) = 906 lbs Moment = (Critical M / 1.25 LDF = 1,667#f t) Moment (max.) = 2,084#ft 4X8 Deflection: ATL = 0.18" (L/618) ALL = 0.08" (L/1,384) Fairfield Alberhill Ranch FLOOR FRAMING, Brinnon II (4025-5) Plan 2 Typical Floor Framing: I -joists per manufacture's span tables See plans & calcs pg. 4 for alternates 05/25/23 FANNI® 2022 CBC/CRC, Basic Load Combinat TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) A (9/2)(34) + (9)(12) +(1.2)(52) +20 = 313 plf H2 4 (38/2)(34) +(9)(12) + (17/2)(52) +20 = 1,055 plf H6 FB -20 13.5' Span Grid 1 Front Bedroom (roof) (wall) (floor) (misc) wl = (9/2)(34) +(9)(12) +(4)(52) +20 = 489 plf w (ffi1T1TI1TTTTi'ti1 i1TffT11 T R1 T R2 Rl = (Critical Rl / 1.00 LDF = 2,815 lbs) Rl (max.) = 2,909 lbs R2 = (Critical R2 / 1.00 LDF = 2,815 lbs) R2 (max.) = 2,909 lbs Moment = (Critical M / 1.00 LDF = 9,500#f t) Moment (max.) = 9,819#ft 32x14 LSL Deflection: ATL = 0.27" (L/604) ALL = 0.11" (L/1,496) FB -21A 16' Span Garage Door Header, Elev A Governs (roof) (wall) (floor) (misc) (Live Load Reduction R1=0.88 ) wi = (38/2)(34) +(9)(12) + (21/2)(52) +20 = 1,320 plf W T R�T R2 Rl = (Critical RI / 1.00 LDF = 8,128 lbs) Rl (max.) = 8,884 lbs R2 = (Critical R2 / 1.00 LDF = 8,128 lbs) R2 (max.) = 8,884 lbs Moment = (Critical M / 1.00 LDF = 32,512#ft) Moment (max.) = 35,536#ft 32x18 PSL Deflection: ATL = 0.48" (L/399) ALL = 0.22" (L/861) FB -21B 16' Span Garage Door Header, Elev B (roof) (wall) (floor) (misc) (Live Load Reduction R1=0.88 ) wl (x<6.2) _ (9)(12) +(21/2)(52) +25 = 679 plf IP2 w2 w2 (x>6.2) _ (26/2)(34) +(9)(12) + (21/2)(52) +25 = 1,121 plf Pl (x=1.2) = 986 [Reaction from RB-20(Rl)] = 986 lbs Tft1 TR2 P2 (x=7) = 1895 [Reaction from RB -20(R2)] = 1,895 lbs ,� x R1 = (Critical Rl / 1.00 LDF = 7,199 lbs) RI (max.) = 7,368 lbs R2 = (Critical R2 / 1.00 LDF = 7,507 lbs) R2 (max.) = 7,870 lbs Moment = (Critical M / 1.00 LDF = 30,862#f t) Moment (max.) = 32,787#ft 32x16 PSL Deflection: ATL = 0.62" (L/312) ALL = 0.29" (L/662) Fairfield Alberhill Ranch 01/12/23 FLOOR FRAMING, Brinnon II (4025-5) Plan 2 (Continued) FB -22 9.2' Span Above Kitchen/Cafe (roof) (wall) (floor) (misc) wi = (25/2)(52) +20 = 670 plf w 11111111111111111111111111 T R1 T R2 Rl = (Critical Rl / 1.00 LDF = 3,082 lbs) P1 (max.) = 3,082 lbs R2 = (Critical R2 / 1.00 LDF = 3,082 lbs) R2 (max.) = 3,082 lbs Moment = (Critical M / 1.00 LDF = 7,089#f t) Moment (max.) = 7,089#ft 32x14 LSL Deflection: ATL = 0.09" (L/1,227) ALL = 0.07" (L/1,644) FB -23 17' Span Grid B (roof) (wall) (floor) (misc) wi = (1.6)(52) +20 = 103 plf w IP P (x=6) = 3082 [FB -22] = 3,082 lbs 111111T[TTTf11111 IlT® TR1 IR2 .L X Rl = (Critical Rl / 1.00 LDF = 2,871 lbs) Rl (max.) = 2,871 lbs R2 = (Critical R2 / 1.00 LDF = 1,965 lbs) R2 (max.) = 1,965 lbs Moment = (Critical M / 1.00 LDF = 15,371#ft) Moment (max.) = 15,371#ft 32x14 LSL Deflection: ATL = 0.56" (L/361) ALL = 0.40" (L/508) FB -24 8' Span Elev C hip (roof) (wall) (floor) (misc) wi = (38/2)(34) + (9)(12) + (11/2)(52) +20 = 1,060 plf w LP P (x=0.2) = 2871 [FB -23 Reaction] = 2,871 lbs (1I11111T11111111I1'i"f1T11 TR1 IR2 R1 = (Critical R1 / 1.00 LDF = 5,824 lbs) R1 (max.) = 6,020 lbs R2 = (Critical R2 / 1.00 LDF = 3,096 lbs) R2 (max.) = 3,775 lbs Moment = (Critical M / 1.00 LDF = 6,339#f t) Moment (max.) = 7,670#ft 32x9t LSL Deflection: ATL = 0.24" (L/405) ALL = 0.10" (L/940) FB -25 8' Span Elev C hip (roof) (wall) (floor) (misc) wl = (9/2)(34) +(9)(12) +(1.2)(52) +20 = 343 plf w 113 P (x=1.9) _ (31/2x9/2)(34) + 50 [Elev C Hip Roof] = 2,422 lbs [TI1T1f[�[]1TffIT[flTilll TR1 IR2 � x � P1 = (Critical R1 / 1.25 LDF = 2,422 lbs) R1 (max.) = 3,028 lbs R2 = (Critical R2 / 1.25 LDF = 1,410 lbs) R2 (max.) = 1,762 lbs Moment = (Critical M / 1.25 LDF = 4,179#ft) Moment (max.) = 5,223#ft 440 Deflection: ATL = 0.15" (L/623) ALL = 0.06" (L/1,743) Fairfield at Alberhil) Ranch LATERAL DISTRIBUTION -SEISMIC, Brinnon II (4026-5) Plan 2 05/25/23 2 -Story Portion 1 -Story Load Grid Roof Floor Roof From Total Line Area Area Area Above Force (2.84 psf) (3.35 psf) (2.84 psf) (Ibs) (lbs) Base Shear Total Base Shear Upper A 452 1,284 B 780 2,219 ---- - C302 1— ------- 859 -- 2 -- 56 296 3 812 —-- — 2,309 - -- --- 5 666 - -- - 1,893 Lower _ A -- 398 1,284 2,616 — — — B 777 67 2,219 5,015 C -- 360 53 859 2,214 1 -- 35 438 746 incl. grid 2 (67%) 2 -- 56 — 60 296 654 collected in diaphragm at grid 1 and 3 — 3 -- 472 25 2,525 4,178 incl. grid 2 (33%) 4 -- 725 36 2,532 5 -- 269 84 1 1,893 3,034 includes covered porch option Elev B 5 upper 2,219 2,219 - 17 ;:niHF;.W n+ Alhonhill Rnnrh 05/25/23 SHEARWALL ANALYSIS -SEISMIC, Brinnon II (4026-5) Plan 2 18 � L O Lo = o=L= �00� v 3 m 3 G OD N 0 a d -ON N N N N N Q H F S d S •.� J O O (n u S S O U! O G:- V G: O O O o 0. O— J J Ln O 0 U% V 6 } co 4 h N ti , O m Ol N m m a �OD10 N n' .a v n O •Ni N'zt�O N oc Ln m m d ;Sn r 00 r v N — O 4 E > — O N O � W Q X m } !� O+l N O Ln O h .N l M O O 0 Lo Ol N O, .o m Lo In W? O W c� O O � .-a .N+ 00 .-a m O N W m � N� "a ut C O _p - 000000 07 O co 00 co 00 0 0 0 co O CO. 0 O 0 0 v V' V' O N n m W J v N N N N N N N N N N N m In L> � ta O OV' �t N N co r 10 M 1, u QN N V v H > W 10 s N e0.>0 wrxs V' �t� ON ON } Z H to�<Y rN� W�/� m N H- OOl a%;O Oolf CYNl O a00N410 oStOoENt1 0\ - N 00 Itc\j f- mO ock m ; LO * N N W O Z Qa v — O Q 3� vvvvvv vvvv .ovn FIJ J L co d } CL Q r N m N) S } O O m �_ NN � W O r1% OO .o to W m O o0 .p GO O1 f.i. �Sio OOONO O OOO N m0— O J } _ t} � W N Z T 0 .D y > S oO o0 00 oO w 00 m O\ O\ O\ O\ m O\ 00 N v N L _ Nm .0 d. Ol N r. -OO m0:) •-� N .m-� O1 3 a W N 00 00 N Ol O NLO N y of N Z Jv D\ O O� ? r�O V ooO O �O L I L O t V L u i L } N Oci cY M y Lci � N O O� 1 Ol m cc)�O ��0 Lfl a0 N d' v In Ol I s O N to Ol O N .^-� In n M N d' ' N N CO o d a 3 O > Gal. > o O 0 G L- kb J LL D Q [0 v I N m Lo J m Q V N m V' LL In li '.. V A O C DRAG TRUSS 800 LBS. ���---E.R. 6' o/c J J ROOF FRAMING PLAN, PLAN 3A (4028-2) SCALE '/,— P-0" TRUSS LBS. TRUSS LBS. 6" o/c Q O 32 S6 4�4 POT 4x4 POST S4lgoNS 1212E �c� (Sry�B PSIMPSNST OTOIBEAM POST TO BEAU — — — — _ _(R_B-33) 4_x1_0 - - - _ CONTINUOUS OYE COLUMN - - - - 11 ____._-__- � I � � I I 34 S6 1 I 34 59 OPTIONAL COVERED PATIO j S6 0 (2) CS1628 AT S7 4 n <' TOP PLATE SPLICE STD 63 65 �T. TJI �ilR.S7 D S7 ito ROA S7 17 18 R 61 a.0 °°0 �7 r?r? S7 S5 TYP. S5 S5 TVP. +v u 4x8 6 (FB-35) 5/ix9�/Z OLD (FB-34) 5/2x9/2 GLB AT ALT. T.4 gsr i 81 AT ALRLT. TJI $5 `rlo 83 110 RIM `rrG -S7- I S7 S; . BEDROOM 5 I + + I FE I, GATHERING I 6t SrD. RIM 6.D O4 I I' ROOM T. TJI 61 STD. RIM I ) o� I S7 110 RIA( R 6O DALT. TJI R 110 RIM I--__.---_..._ ALT. TA 65 - S7 I no Rua 4x6 S7 OR NI } — 5T0. S 7 63 — -- i RIM— I 7 16 II II S5 < 0 1 1 y/2x14 LSL r STAR 66 L INGERS 1�x843LSL MAlI.81/ — S5 it II1 6 qq�� I SII goo IL—' `��I- q�R 4x6 \ _ k�� t6 (FB-31) 51/4x14 PSL- PERFORATED SHEARWALL SHEAR ENTIRE WALL SURFACE INCLLU14G 16 20�O2R.6 I 19 J 58 ABOVE & BELOW OPENING. S5 $5 {(I CNEN __v s7 TYP. D E.N. AROUND OPEN'NG, SEE DETAILSS \ ALT. TJI 65 63 STD. 110 ROR S7 RIM I RN S7 64� o (2l S1628 AT S o TO PLATE SPLIC 16.0'a 6xG ---- -- DROPPED - = 2 CAR i —�� 61 STD. RDa (2) CS1628 AT (� S7 GARAGE I'�. TOP PLATE SPLICE OR 60 AIT.TJ 61 TD. RLU I Po, S7 ib Rill �. S70R NS H/VIGERS, 68 I m FOYER I 60 ALT. TJI TYPICAL S7 I S7 110 RIM '19 56 Sim. EXTEND FLOOR J. S7 sHEATHhc Brod' FLEX VERTICAL CS1624 CS1628 STRAP EN — — POST TO END OF BEAU (FB-30 7x18 PSL FLUSH AT TOP �' `46 - —NO JOISTS - EXTEND SHEATHNG - r, +yi90 ALT. T,R +y O O— 34 S5 x - RussEs a srGFt Rlla 65 63 73 sr�� 82 57 S7 S7 AT ALT. T 81 JI (RB-32)4x12 %�1, S7 ALT. TJI S7 110 RIM A,LGI N RU55,—� sLU 54 110 RIM f2) 2x4 TRNMER ( E.N.2 6" o/c (2) 2x4 KING STUB S6 4x6 2 AT EA END pA24 TRUSSES ALIGN TRUSS _ 6 17 40 E.N. a 6" o/c \ — S6 e e sr �O �O 2.5' SS YP. 33 RARE CUT 16 I / `'° 4; )' 'Tpro S1�° 4.0'6 r S6 TAPER AT ROOF S5 (� T USSES 2 LFOR ADDITIONAL33 ° o c STIFFNESS ONLY S6 0--- - 4x4 z.o2.0' FOR ADDITIONAL 34 (FOR ADDITIONAL STIFFNESS ONLY $6 STIFFNESS ONLY FLOOR FRAMING PLAN, PLAN 3A (4028-2) SCALE: 1/;' . V-O" Fairfield Alberhill Ranch 02/15/23 ROOF FRAMING, Visionary (4028-2) Plan 3 19 Typical Roof Framing: Factory Trusses @ 24" o/c 2022 CBC/CRC, Basic Load Combinations Typical Conventional Framing: 2x rafters @ 24" o/c, see calcs pg. 4 TYPICAL BEAMS & HEADERS AT OPENINGS Grid line Uniform load 5' Span Load Table (pg. 2) or Header Chart (pg. 4) (roof) (wall) (floor) (misc, Gable Ends (3/2)(34) +10 = 61 plf Hi Hip Ends (9/2)(34) +10 = 163 plf H1 Misc Brg-16' span (16/2)(34) +10 = 282 plf H2 3/5 (38/2)(34) +10 = 656 plf H4 RB -30 5' Span Bedroom window grid 3 elev A/B (roof) (wall) (floor) (misc) wl = (9/2)(34) +10 = 163 plf w jP P (x=4.2) _ (38/2x9/2)(34) + 50 [Hip Girder] = 2,957 lbs pTn11111111111111ITrM TR1 1R2 � x � R1 = (Critical R1 / 1.25 LDF = 704 lbs) R1 (max.) = 881 lbs R2 = (Critical R2 / 1.25 LDF = 2,313 lbs) R2 (max.) = 2,891 lbs Moment = (Critical M / 1.25 LDF = 1,809#ft) Moment (max.) = 2,261#ft 4X8 Deflection: ATL = 0.05" (L/1,247) ALL = 0.02" (L/2,727) RB -31 8' Span Master Window at Hip Girder (elev A/B) (roof) (wall) (floor) (misc) wl (x<4) _ (38/2)(34) +10.4 = 656 plf jP W2 (x>4) _ (9/2)(34) +10.4 = 163 plf w1 w2 �T� P (x=4) _ (9/2x38/2)(34) + 50 [Hip Set Girder] = 2,957 lbs ir��mTrn ITR1TR2 XX RI = (Critical Rl / 1.25 LDF = 2,889 lbs) Rl (max.) = 3,611 lbs R2 = (Critical R2 / 1.25 LDF = 2,100 lbs) R2 (max.) = 2,625 lbs Moment = (Critical M / 1.25 LDF = 7,355#ft) Moment (max.) = 9,193#ft 32x92 1.51- Deflection: ATL = 0.25" (L/390) ALL = 0.11" (L/846) RB -32 16' Span Garage Door (roof) (wall) (floor) (misc) wl = (5/2)(34) +35 = 120 plf w T R1 T R2 Rl = (Critical Rl / 1.25 LDF = 768 lbs) RI (max.) = 960 lbs R2 = (Critical R2 / 1.25 LDF = 768 lbs) R2 (max.) = 960 lbs Moment = (Critical M / 1.25 LDF = 3,072#ft) Moment (max.) = 3,840#ft 4x12 Deflection: ATL = 0.25" (L/766) ALL = 0.08" (L/2,298) Fairfield Alberhill Ranch 02/15/23 ROOF FRAMING, Visionary (4028-2) Plan 3 (Continued) ill RB -33 11' Span Optional Covered Patio (roof) (wall) (floor) (misc) wl = (10/2)(34) +35 - 205 plf W IIIIIIIIIIIIIIIIIII� T R1 T R2 Rl = (Critical Rl / 1.25 LDF = 902 lbs) Rl (max.) = 1,128 lbs R2 = (Critical R2 / 1.25 LDF = 902 lbs) R2 (max.) = 1,128 lbs Moment = (Critical M / 1.25 LDF = 2,481#f t) Moment (max.) = 3,101#ft 440 Deflection: ATL = 0.18" (L/722) ALL = 0.07" (L/1,850) RB -34 5' Span Window Headers with Hip Girder (roof) (wall) (floor) (misc) wl = (9/2)(34) +10 = 163 plf P (x=4) _ (38/2x9/2)(34) + 50 [Hip Girder roof load] = 2,957 lbs w 1P Ri = (Critical Rl / 1.25 LDF = 799 lbs) R2 = (Critical R2 / 1.25 LDF = 2,218 lbs) Moment = (Critical M / 1.25 LDF = 2,153#f t) 11111 11111 11 11111 IIU.Uj ITR1 XX TR2 Ri (max.) = 999 lbs R2 (max.) = 2,773 lbs Moment (max.) = 2,692#ft 4X8 Deflection: ATL = 0.06" (L/1,071) ALL = 0.03" (L/2,339) Fairfield Alberhill Ranch 05/30/23 FLOOR FRAMING, Visionary (4028-2) Plan 3 21 Typical Floor Framing: I -joists per manufacture's span tables 2022 CBC/CRC, Basic Load Combinations See plans & calcs pg. 4 for alternates TYPICAL BEAMS & HEADERS AT OPENINGS Load Table (pg. 2) or Grid line Uniform load Header Chart (pg. 4) (roof) (wall) (floor) (misc.) A/C (4)(34) + (8)(12) +(1,2)(52) +20 = 286 plf H2 4 (38/2)(34) +(8)(12) + (21/2)(52) +20 = 1,127 plf H6 FB -30 21.5' Span Main Garage Beam (roof) (wall) (floor) (misc) (Live Load Reduction R1=0.88 ) wi = (39/2)(34) +(8)(12) + (17/2)(52) +39.38 = 1,240 plf w f f 11111 Tf 1Ti 1111 f f Tf 11M i R1 i R2 Rl = (Critical R1 / 1.00 LDF = 9,980 lbs) Rl (max.) = 11,267 lbs R2 = (Critical R2 / 1.00 LDF = 9,980 lbs) R2 (max.) = 11,267 lbs Moment = (Critical M / 1.00 LDF = 53,643#f t) Moment (max.) = 60,562#ft 748 PSL Deflection: ATL = 0.74" (L/348) ALL = 0.32" (L/794) FB -31 17.8' Span Above Kitchen (roof) (wall) (floor) (misc) wl = (29/2)(52) +20 = 774 plf W i R! R2 Rl = (Critical Rl / 1.00 LDF = 6,889 lbs) Rl (max.) = 6,889 lbs R2 = (Critical R2 / 1.00 LDF = 6,889 lbs) R2 (max.) = 6,889 lbs Moment = (Critical M / 1.00 LDF = 30,654#f t) Moment (max.) = 30,654#ft 54x14 PSL Deflection: ATL = 0.73" (L/293) ALL = 0.55" (L/391) FB -32 6' Span Around Stairs (roof) (wall) (floor) (misc) wl = (8)(8) + (21/2)(52) +20 = 630 plf w i R�T R2 R1 = (Critical Ri / 1.00 LDF = 1,890 lbs) Rl (max.) = 1,890 lbs R2 = (Critical R2 / 1.00 LDF = 1,890 lbs) R2 (max.) = 1,890 lbs Moment = (Critical M / 1.00 LDF = 2,835#f t) Moment (max.) = 2,835#ft 14x14 LSL Deflection: ATL = 0.03" (L/2,353) ALL = 0.02" (L/3,529) Fairfield Alberhill Ranch 05/30/23 FLOOR FRAMING, Visionary (4028-2) Plan 3 (Continued) FB -33 21' Span Grid 5 Gathering Room Header Around Stair (roof) (wall) (floor) (misc) 1,230 plf 1P w2 w2 (x>_5.6) _ wl (x<-3.5) _ (8)(8) +(1,2)(52) +12 = 138 plf w1 1P n w2 (x>-3.5) _ (1.6)(52) +12 = 95 plf O1TI�4rrm rrrm rr�W P (x=3.5) = 1890 [FB -32] = 1,890 lbsTR1 TR2 Rl = (Critical Rl / 1.00 LDF = 2,713 lbs) RI (max.) = 2,713 lbs (L/1,205) R2 = (Critical R2 / 1.00 LDF = 1,327 lbs) R2 (max.) = 1,327 lbs Moment = (Critical M / 1.00 LDF = 9,251#f t) Moment (max.) = 9,251#ft 32x14 LSL Deflection: ATL = 0.61" (L/412) ALL = 0.40" (L/631) FB -34 8' Span Cafe Sliding Door (roof) (wall) (floor) (misc) W1 = (21)(55) +20 = 1,175 plf P (x=7.1) _ (38/2x8/2)(34) + 35 [Header Load above] = 2,619 lbs Rl = (Critical R1 / 1.00 LDF = 4,858 lbs) Rl (max.) = 4,858 lbs R2 = (Critical R2 / 1.00 LDF = 5,945 lbs) R2 (max.) = 5,945 lbs Moment = (Critical M / 1.00 LDF = 10,042#f t) Moment (max.) = 10,042#ft Deflection: ATL = 0.17" (L/581) ALL = 0.11" (L/877) IIIIIIIIIIIIIIIIIIIIIIIII 52x92 GLB FB -35 8' Span Grid 5 Gathering Room Header (roof) (wall) (floor) (misc) wl (x<-5.6) _ (38/2)(34) +(8)(12) + (18/2)(52) +20 = 1,230 plf 1P w2 w2 (x>_5.6) _ (19)(34) +(8)(12) +(21/2)(52) +20 = 1,308 plf � P (x=5.6) = 1327 [FB -33 R2 reaction] = 1,327 lbs TR�t TR2 L x Rl = (Critical Rl / 1.00 LDF = 4,130 lbs) P (max.) = 4,611 lbs R2 = (Critical R2 / 1.00 LDF = 4,792 lbs) R2 (max.) = 5,160 lbs Moment = (Critical M / 1.00 LDF = 9,211#ft) Moment (max.) = 9,991#ft 52x9t GLIB Deflection: ATL = 0.16" (L/588) ALL = 0.08" (L/1,205) Fairfield at Alberhill Ranch LATERAL DISTRIBUTION -SEISMIC, Visionary (4028-2) Plan 3 2 -Story Portion 1-5tory Load Grid Roof Floor RoofFrom Line Area Area Area Above (2.84 psf) (3.35 psf) (2.84 psf) (lbs) Base Shear Upper A 487 B 800 C 331 2 39 3 819 5 760 - ____ ____ ___r Lower A -- 427 31 1,383 B -- 794 132 2,275 C -- 397 51 942 1 -- _ 61 _ - 239 107 3,098 3� -- 386 46 2,328 4 -- 760 938 5 -- 434 2,161 Variation Elev BIC 3 uoaer 2,328 Total Force (lbs) Total Base Shear 1,383 2,275 942 111 2,328 2,161 05/30/23 2,903 _ 5,311 2,418 173 diaph. Cantilever, see grid 2 3,533 includes grid i and grid 3 force (75%) 3,752 collected in diaphgram at grid 2 & grid 4 3,486 includes grid 3 force (25%) 3,614 2,328 F23 C , .c, !A + All,"kill D—k 05/30/23 SHEARWALL ANALYSIS -SEISMIC, Visionary (4028-2) Plan 3 24 W ct is L � O E, -C ca co � V o o ^ Cal V D 0 3 d O O to O O O O — to O O o } m y 2 p.� p m M o - .mivN ,N.a 0 N �^ vN M �.OD c d U O m D 00 V 0 4 E0 N — O O Cl - 7 "- Q X O N t17 � ,OO to W .r N N O� m O W .m-� �• tl) N <j• V• .moi O N .-a 'O 'O O _ H O ,p 0 0 0 00 p 0p 0 0 0 00 ap W 000 N O N O 00 O O 00 00 �0 W J .v N N N N N N m N M N N N N _ 1 0 0 0-1 In N Ln to N N O LO 00 U O � ¢ !y d 4- V v N 0S rn rn rn rn 10 rn O L H 3¢ Cc — J 4�N -03�y �¢a Sm4(m rN rN mM L LOtM[) O, N0NO Z= LS rrno 0 0 0}fO6 E '0 O ti W^ Nrn 00 'D 00 00 00 N O%O V OI" 00 M N4 WZ 0. vvoIt vov 10 v 10 or J O N m OR V N N N L } O ao m to OO N OO 000 N W .�� 00roaororoOo o rnrn 0,o 0,o0 N y w N N 10 Itin Wm O toN MOIn M 7N .. 01 d � OZ � 0-6 OD � 0 N N O L V L O N d' 7 O1 Noorod'.N. Oao r L S Oi LU V m l[7 N00 00 N N N N D N Lor, M M M M N to U_ N o L V OI +� O 0 a E o E L= l9 _! a :DQ m V N M Lc) o I J¢ co V N M [t o Lo > m t0 0 i V Fairfield at Alberhill Ranch LATERAL DISTRIBUTION -WIND, Visionary (4028-2) Plan 3 WIND DISTRIBUTION First Section Second Section Load Grid Lineal Tributary Lineal Tributary From Line Force Width Force Width Above (plf) (ft) (plf) (ft) (lbs) Upper A 71 12.5 B _ 71 20.0 - - C 71 7.5 2 71 2.0 3 71 19.0 5 71 19.0 Lower A 102 12.5 888 B 102 20.0 1,420 C 102 7.2 533 2 102 2.0 - - --- 1,995 3 102 11.0 1,349 4 102 19.0 5 102 10.5 } 1,349 05/30/23 Wind Total Force (lbs) Siesmic Force (pg. 23) (lbs) Maximum Lateral Force (lbs) 888----.1,383- 1,383 1,420 2,275 2,275 533 942 942 142 111 142 1,349 2,328 2,328 1,349 2,161 2,161 2,163 2,903 2,903 3,4605,311 5,311 1,267 { 2,418 - 2,418 2,199 3,533 3,533 2,471 3,752 3,752 1,938 3,486 3,486 2,420 1 3,614 3,614 seismic Governs seismic Governs G.,i-ci-l.d .+ Alk—kill Dn.A, 05/30/23 SHEARWALL ANALYSIS -WIND, Visionary (4028-2) Plan 3 26 L L a E L c O v 3 01.5 00 L p 00 ° o 'O o1 N o N N N o 0 0 N 0 = - d _ F - to d o u S S L 0 V G C C S J(f) L J C o} in 00 N V' W O� N Lo N p 00 d' O O c ? 00 d — t r V O + E > N — O O �aL.n � w Q c X M O M (10 h N ON O N � .ni Lc M N O\C\j .-. .^. N 00 LIQ W O '� 00 V' W 00 m -i W OD W 00 00 00 00 7 N d' .�-1 M N CY d- M M W 00 J L °O ° n (� Cl) ON 00 y u O y ,fl � H � 0)O 4- L!! -0 cli N 10 10 10 10 M I` 10 N to 10 1 L r Q Z>w H O O oc -0 to M N M d V M M M N N cY m d- to N V Cl) N d Z v X :n D .D in D D° t` 10 to to r l0 00 t` Lo If) t` 3 T N _1 E O Op Op �MN MM 0 nr V OV O � 0C U 000 r_% -- cy) N N Z L O 3T a -W It 10v vtc)v 10 It 10 inCL J - -° co u .0 Q R _ N N S O a m '} �S 3 OO'+NOO 000 to N O- .r to O J W t = t 1A tl .°1 00 00 0000 00 00 0) O� N L _ � v s y �y z L J " OOpp,.�.^-i .N -a .M -i 00 � N� to OOO `O .p .N-� 0 00 0O ,�,+ O'M 00 O M W _ _ = C n 0 Q d H L a V L O lL N N ry ry m ti N N L } Z a V H 00 0 m 05 m 14, N m d 0 p OW 10 ON 00 m ON N (L, v N Cl) N N .r N O d a 3 0 cN o E- i C9 J Ll O Q m V N M to O J Q m V .--� N M V' ° to m LL V Fairfield at Alberhill Ranch SHEARWALLS-Perforated Method 9) w w \ N H � Z = Z ~ J W L 3 3 CDIH ONIN]dO" a O O E 9) w w i O W L 3 3 a O O E GC N=1 O N G S S c c 5 c Z fl � v v O .n N ti �-� N L T J N N N ~ vii r to N W 10 N v OO .�-� M J V co M 10 ,O = N O m r, N M C5 �S$ O O .O o 00 ON N r ^ H N N IO M Q v� O a0 W 0'O M - d v•o v N W C Na, .O O\ In qq >I V .p LO In M s N .n-� �{ N rn m o0 ZJ V C6 .m -r W; .�..i Ln 10 o 0 00 rn .6 .o 2 0 co 0 O m 0 0cq 0 Q. sL m m M 00 O\ m p a S O N O `o S LO w m 00 O cq Oo O d= N 00 00 E m 10 N co d d d= N N N 1' N Ncom M .--� I In O O� O\ ._ W W LO W a1 Oo 00 0 2 6 LO .m -i N 2 v = o a o 0 0 o w li ¢ 00 CO a0 In W o —O O O 00 O\ 0 O, a cN O Ln d 0 N eq¢ av o� a0 N N 00 O V D z } 0_ \O 10 t ^t;+S m W v X � .+ -o x � x x LnLOx o LO M CL T. J N N Q S ax000 �Oo x i X 3S3J ti O\ N ON L C3 b l rC\s �rn LO 00 10 00 1 t v- N O N M 't I-- {n N N N Cl) C O '} V1 0N } a N 3 y n N 3 vu N =p J C J N N m m O U tl O G= 0 O O 3 � � a¢m d a_mmav