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REVIEWED BLD-BLD2021-1146+Structural_Analysis_or_Calculations+8.18.2021_5.23.38_PM+2364334
RECEIVED Aug 25 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 21925 8TH PL W BOTHELL, WA 98021 (425) 488 - 9868 (425) 486 - 6715 FAX BLD2021-1146 STRUCTURAL DESIGN FOR 24025 79TH PL W A J'S DESIGN PLAN EDMONDS, WASHINGTON ................................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT NOTE: This stamp applies to the members and assemblies described in these calculations only and is only valid if it is a wet stamp. e/lelzl VF A r _ 40910 SAL O' PROJECT NO. DATE PREPARED BY 21 -088 08/18/21 Mark Weller, P.E. DESIGN CRITERIA PER THE 2018 INTERNATIONAL BUILDING CODE THQUAKE PER SECTION 1613 Design Per ASCE 7-16 Section 12.8 Equivalent Lateral Force Procedure Shear: V = Cs * W Cs = Seismic Response Coefficient W = Effective Seismic Weight Site / Project Specific Design Values: Ss = 1.28 per USGS Site Class D (Default) R = 6.5 from Table 12.2-1 ICS = 0.1313 per Section 12.8.1.1 S, = 0.45 per USGS Seismic Design Category D Risk Category II from Table 1.5-1 Ie = 1.00 from Table 1.5-2 DESIGN PER SECTION 1609 (Allowable Stress Design) Design per ASCE 7-16 Section 28.5 Wind Pressure: Ps = X * Ie * KzT * PS30 where: X = Exposure Factor KZT = Topographic Factor Ie = Importance Factor PS30 = Base Design Pressure Site/Project Specific Values: Basic Wind Speed = 105 mph (V,1) X = 1.00 Exposure "B" (<30) "Urban Clustered Area" KZT = 1.00 Ie = 1.00 PS30 = see ASCE 7-16, Figure 28.5.1 STANDARD DESIGN INFORMATION The information described below is to be used unless otherwise noted on the plans DESIGN per Section 2301, Allowable Strength Design, ANSI/AWC SDPWS 2015 & AF & PA NDS 2015 when applicable; per 2308 Conventional Light -Frame Construction MINIMUM NAILING REQUIREMENTS per Table 2304.10.1 ANCHOR BOLTS: 5/8" 0 x 10", A307 or better, w/ 7" min. Embedment. V = 1.6 x 860 = 1376 # / bolt CONCRETE DESIGN per Chapter 19 & ACI 318-19 Concrete: fe = 2500 psi Rebar: f,, = 40,000 psi MISCELLANEOUS HARDWARE SIMPSON Strong -Tie Connectors or SHEAR WALL SCHEDULE (SEE ANSI / AWC SDPWS-2015 Table 4.3A & Section 4.3.3) All shear walls to be sheathed from top plate to bottom plate. Block all panel edges. Nail spacing is for all panel edges. Space nails @ 12" o.c. along intermediate framing members. SW-6 v = 350 plf 7/16" OSB, w/ 8d (0.131" 0) common nails @ 6" o.c. Anchorage (interior walls only) to SINGLE joist or blkg below: 16d (common) @ 4" o.c. SW-4 v = 560 plf 7/16" OSB, w/ 8d (0.131" ®) common nails @ 4" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (common) @ 3" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges SW-3 v = 715 plf 7/16" OSB, w/ 8d (0.131" 0) common nails @ 3" o.c. Anchorage (interior walls only) to 4x (min.) BEAM or blkg below: 16d (common) @ 2" o.c. NOTE: use min 3" nominal studs @ adjoining panel edges The shear values above are based upon the use of 8d common nails with a full head, a shank diameter of 0.131", and a minimum penetration of 1.375". From Table 4.3A use 15/32; 8d values with a 0.93 reduction for Hem -Fir & 1.4 increase for wind. lod @ loll O.C. SHEAR WALL EDGE NAILING RIM J015T LOCATE SHEATHING JOINT @ COMMON MEMBER SHEAR TRAN5FE1z 9 EXTERIOR WALL DETAIL SEISMIC & WIND ANALYSIS # 21-088 FOR 24025 79TH PL W SEISMIC: PER ASCE 7-16 SECTION 12.8 Dead Loads: Roof = 15 psf (horz. framing) & 10 psf (partition) Floor = 10 psf (horz. framing) & 10 psf (partition) Vertical Distribution SEISMIC BASE SHEAR: V = 0.1313 W WR = 1240 SF @ (15 + 10) psf = 3 1, 000 # WUF = 1415 SF @ (10 + 10) psf = 28,300 # Level Weight (w) Height (h) w x h % Roof 31,000 18 558,000 66% VR = 3,616 # Upper 28,300 10 283,000 34% VUF = 1,834 # Total 59,300 841,000 Total = 5,450 # WIND: PER ASCE 7-16 SECTION 28.5 side/side FR= 37 SF @ 21.9 psf = 486 # 23 SF @ 3.5 psf = 48 # 195 SF @ 15.9 psf = 1,860 # 88 SF @ 3.6 psf = 190 # Total Roof s/s: FR= 2,585 # FUF = 66 SF @ 21.9 psf = 867 # 0 SF @ 3.5 psf = 0 # 265 SF @ 15.9 psf = 2,528 # 0 SF @ 3.6 psf = 0 # Total Upper Floor s/s: FUF = 3,395 # front/back FR= 20 SF @ 21.9 psf = 263 # 38 SF @ 3.5 psf = 80 # 153 SF @ 15.9 psf = 1,460 # 300 SF @ 3.6 psf = 648 # Total Roof f/b: FR= 2,450 # FUF = 66 SF @ 21.9 psf = 867 # 0 SF @ 3.5 psf = 0 # 425 SF @ 15.9 psf = 4,055 # 0 SF @ 3.6 psf = 0 # Total Upper Floor fib: FUF = 4,922 # A B C D A B C D Total s/s = A B C D <30 <30 <30 <30 <30 <30 <30 <30 5,980 # <30 <30 <30 <30 A <30 B <30 C <30 D <30 Total f/b = 7,372 # WIND: PER ASCE 7-16 SECTION 28.5.4 232 SF @ 16.0 psf = 2,227 # 111 SF @ 8.0 psf = 533 # 2,760 # 331 SF @ 16.0 psf = 0 SF @ 8.0 psf = Total s/s = 5,938 # 173 SF @ 16.0 psf = 338 SF @ 8.0 psf = 491 SF @ 16.0 psf = 0 SF @ 8.0 psf = Total f/b = 7,997 # 3,178 # 0# 3,178 # 1,661 # 1,622 # 3,283 # 4,714 # 0# 4,714 # SUMMARY: Seismic controls both levels, both directions except FIB @ upper floor. F`7 UPPER FLOOR SHEAR WALLS Line LTRIB V side/side: VR = Length Shear 4,700 # Shear Wall Type H / W Ratio v = Seismic Ratio 138 plf Redundancy Factor (p) Height (ft) MOT LEFF = MR 34.0 ft Uplift (T/C) Resisting Element Left / Front Right / Back REAR 6.5 899 # a 13.75 272 plf SW-4 0.58 1.00 1.30 8 29965 #-ft 4538 #-ft 981 # 4 4 Exist 2847 # MID 17 2350 # a 5 168 pif SW-6 1.60 1.00 1.30 8 6715 #-ft 600 #-ft 1209 # 4 4 b 9 168 pif SW-6 _ 0.89 1.00 1.30 8 12087 #-ft 1944 #-ft 1102 # 4 4 14 FRONT 10.5 1452 # a 3.67 63 plf SW-6 2.18 0.92 1.30 8 1847 #-ft 323 #-ft 405 # 1 Rdl b 11.33 63 plf SW-6 0.71 1.00 1.30 8 5701 #-ft 3081 #-ft 200 # Rdl Rdl c 4.25 63 plf SW- 1.88 1.00 1.30 T 8 2138 #-ft 434 #-ft 389 # Rdl Rdl d 3.83 63 pif _ SW-6 2.09 0.96 1.30 8 1927 #-ft 352 #-ft 401 # Rdl 1 TOTAL 34 4,700 # 23.08 front/ back: VR = 4,700 # v = 90 pif LEFF = 52.0 ft Line LTRIB V Length Shear Shear Wall H / W Seismic Redundancy Height MOT MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left / Front Right / Back LEFT 6.5 588 # a 3.33 176 plf SW-3 4.80 0.42 1.30 16 9401 #-ft 532 #-ft 1201 # See Below See Below CEN1 14 1266 # a 4.67 146 plf SW-6 1.71 1.00 1.30 8 5453 #-ft 523 #-ft 1043 # 4 4 b 4 146 plf SW-6 2.00 1.00 1.30 8 4671 #-ft 384 #-ft 1061 # 4 4 8.67 CEN3 19 1717 # a 10.25 168 plf SW-6 0.78 1.00 1.30 8 13740 #-ft 2522 #-ft 1066 # 4 4 RIGHT 12.5 1130 # a 10 113 plf SW-6 0.80 1.00 1.30 8 9039 #-ft 2400 #-ft 636 # 4 1 TOTAL 52 4.700 # 9 MAIN FLOOR SHEAR WALLS Line LTRIB V side/side: VuF = Length Shear 2,384 # Shear Wall Type H / W Ratio V = Seismic Ratio 70 plf Redundancy Factor (p) Height (ft) LEFF = MOT MR 34.0 ft Uplift (T/C) Resisting Element Left / Front Right / Back REAR 6.5 1354 # a 11.25 147 plf SW-6 0.80 1.00 1.30 9 14858 #-ft 3417 #-ft 982 # 6 6 Exist 4112 # b 12.25 147 pif SW-6 0.73 1.00 1.30 9 16179 #-ft 4052 #-ft 951 # 6 6 c 13.75 147 plf SW-6 0.65 1.00 1.30 9 18160 #-ft 5105 #-ft 1887 # 6 6 37.25 MID 17 3542 # a 16.25 218 plf SW-6 0.55 1.00 1.30 9 31880 #-ft 7130 #-ft 2574 # 5 1 FRONT 10.5 2188 # a 22 99 plf SW-6 0.41 1.00 1.30 9 19690 #-ft 13068 #-ft 232 # Rdl 1 TOTAL 34 7,084 # front/ back: VuF = 3,296 # V = 63 pif LEFF = 52.0 ft Line LTRIB V Length Shear Shear Wall H / W Seismic Redundancy Height MOT MR Uplift Resisting Element Type Ratio Ratio Factor (p) (ft) (T/C) Left / Front Right / Back LEFT 0 588 # a 3.33 176 pff SW-4 4.80 0.42 1.30 16 9401 #-ft 532 #-ft _ 1201 # _ 6 6 LEFT 6.5 412 # a 6.83 60 plf SW-6 1.32 1.00 1.30 9 3708 #-ft 1260 #-ft 337 # Rdl Rdl CEN1 13 2090 # a 5.25 398 plf SW-4 1.71 1.00 1.30 9 18806 #-ft 744 #-ft 3424 # 6 6 CEN2 8.5 539 # a 3.75 54 pif SW-6 2.40 0.83 1.30 9 1819 #-ft 380 #-ft 372 # 2 Rdl b 6.25 54 plf SW-6 1.44 1.00 1.30 9 3031 #-ft 1055 #-ft 297 # Rdl 2 10 CEN3 13.5 2573 # a 10.67 241 plf SW-6 0.84 1.00 1.30 9 23159 #-ft 3074 #-ft 1849 # 5 5 RIGHT 10.5 1796 # a 2.5 359 plf SW-3 3.20 0.63 1.30 8 8080 #-ft 169 #-ft 3157 # 5 5 b 2.5 359 pif SW-3 3.20 0.63 1.30 8 8080 #-ft 169 #-ft 3157 # 5 5 TOTAL 52 7,997 # 5 M HORIZONTAL DIAPHRAGM SHEARS / LOAD PATH ROOF DIAPHRAGM REAR: v rear = 2847 / 39 = 73 plf OK MID: v = 2350 / 31 = 76 plf OK LEFT: v = 588 / 7.33 = 80 plf OK CEN3: SHEATH TRUSS, L = 1717 / 300 = 6' SEE Detail UPPER FLOOR DIAPHRAGM MID: vnet=17x70/27=44plf OK CEN1: v = 2090 / 34 = 61 plf OK ADD (2) CS16 beam to wall top plate CEN3: v left = (3.5 x 63 + 1717) / 21 = 92 plf OK Provide continuous timberstrand blocking, SEE Detail RIGHT: v net = 10.5 x 63 / 21 = 32 plf OK ANCHOR BOLTS ASSUMED 1/2" 0 Anchor Bolts @ 5'- 0" o.c. Unless Notes Otherwise (U.N.O.) v = 1.6 x 590 # / 5 = 189 plf USE 5/8" 0 Anchor Bolts @ 5'- 0" o.c. Unless Notes Otherwise (U.N.O.) v = 1.6 x 860 # / 5 = 275 pif CEN1: V = 2090 # (2) 5/8" A.B. OK RIGHT: @ 2.5' walls; V = 2.5 x 359 = 898 # (1) 5/8" A.B. OK RESISTING ELEMENT RpL Dead Load Reaction 1 Perpendicular Exterior Wall TmAx = VCORNER = HWALL x VMIN 2 Perpendicular Wall (min) 5 -16d nails = 5' x 109 plf = 545 # 3 A 35 Framing Anchors = 600 # each 4 CS16 Strap = 1705 # 5 STHD14 or STHD14RJ @ 3815 # (Midwall), 3815 # (Corner), 3500 # (Endwall) 6 HTT5 @ 3740 # 1O SHEATH TRUSS, PER SW-4, L = 6', SEE DETAIL B O2 CS16 TO WALL BELOW 0 CS16 TO BEAM BELOW ® CS16 TO HEADER BELOW Q5 CS16 TO BLOCKING BELOW, SEE DETAIL C © ADD CS16 ABOVE & BELOW OPENING FOR PUNCTURED SHEAR WALL, SEE DETAIL D mL NOTE: ALL EXTERIOR WALLS & GABLE ENDS TO BE SW-6 U.N.O. UPPER FLOOR SHEAR WALLS Z �1 fir. Q1 ADD (2) CS16 BEAM TO WALL TOP PLATE O PROVIDE CONTINUOUS TIMBERSTRAND BLOCKING, SEE DETAIL E Q3 ADD CS16 ABOVE & BELOW OPENING FOR PUNCTURED SHEAR WALL, SEE DETAIL D ® ADD CS16 BLOCKING TO DOOR HEADER, SEE DETAIL F Q5 HTT5, SEE DETAIL G © HTT5, SEE DETAIL H O7 HTT5, SEE DETAIL I ® HTT5, SEE DETAIL J ( 8� grt&-c�l. NOTE: ALL EXTERIOR WALLS TO BE SW-6 U.N.Q. MAIN FLOOR SHEAR WALLS O1 5/8" ALL -THREAD FOR HTT5 ABOVE, SEE DETAIL G O2 5/8" ALL -THREAD FOR HTT5 ABOVE, SEE DETAIL H O3 PAB5 FOR HTT5 ABOVE, SEE DETAIL I ® SSTB20 FOR HTT5 ABOVE, SEE DETAIL J O5 PROVIDE CONTINUOUS FOOTING & STEM WALL FOR SHEAR WALL ABOVE ASSUMED: 1 /2" O ANCHOR BOLTS 5'-0" O.C. U.N.O (FIELD VERIFY @ EXISTING) :TOTE: USE 5/8" O ANCHOR BOLTS W/ 3" x 3" x 1/4" WASHERS 5'-0" O.C. U.N.O. (NEW CONSTRUCTION ONLY) FOUNDATION PLAN 5-THE°. ( 6) eeca'=' WELLER CONSULTING w c ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 TKU55E5 PER PLAN 8d (0.131) @ 6" O.C. ROOF SHEATHING VENTED BLOCKING H1 @ 24" O.C. DETAIL A TJI J015T, TYP. 13/4 1-51- BLOCKING W/ HU51.81/10 HANGER EACH END (1) C516 STRAP FROM ABOVE DETAIL C JOB NAME 24025 79TH PL W JOB NUMBER 21-088 PREPARED BY MW DATE 8 / 16 / 21 SHEET NO. L8 OF DETAIL B ad (0.131)0 6" O.C. ROOF SHEATHING SHEATH TRU55 PER 5W-4, PROVIDE INTERMEDIATE FRAMING A5 REQUIRED ad (0.131) @ 4" O.C. 8d (0.131) @ 4" O.C. 2 x _ A5 REQUIRED SHEAK WALL PER PLAN WELLER CONSULTING w c ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 10d (0.148) @ 6" O.C. FLOOR SHEATHING TI M BE RSTRA N D BLOCKING (1) A35 PER BLOCK (3) 8d TOE NAILS PER BLOCK SHEAR WALL PER PLAN DETAIL E w J J Q oz Q w _ V W u- u- w JOB NAME 24025 79TH PL W JOB NUMBER 21-088 PREPARED BY MW DATE 8 / 16 / 21 SHEET NO. L,`l OF .DETAIL F WINDOW / DOOR HEADER WINDOW / DOOR FRAMING ADD C516 STRAP FULL WIDTH OF SHEAR WALL PLUS 16" END LENGTH, TYP. PROVIDE 2 x _ BLOCKING BEHIND C510 STRAP, TYP. WELLER CONSULTING w c ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 (2)2x_HF#25TUD5 HTT5 HOLDOWN Ve," 1 ALL -THREAD 5ET-XP EPDXY GROUT PER MANUFACTURERS RECOMMENDATIONS RIM J0IST W/ SOLID BLOCKING SILL PLATE A - I li Q 4 Q d d 6 d � C a DETAIL G (2)2x0HF#2 HTT5 HOLDOWN PAB5 STEMWALL FOOTING JOB NAME 24025 79TH PL W JOB NUMBER 21-088 PREPARED BY MW DATE 8 / 16 / 21 SHEET NO. UO OF (2) 2 x _ HF # 2 STUDS HTT5 HOLDOWN V,3" 0 ALL -THREAD 5ET-XP EPDXY GROUT PER MANUFACTURERS RECOMMENDATIONS P.T. SILL PLATE 4 4 (� d 4 4 d � C _ DETAIL H DETAIL J _HF#25TUD5 DLDOWN L PLATE DETAIL I DESIGN LOADS: ROOF DL = 15 PSF LL=25PSF ENGINEERED TRUSSES BY TRUSS MANUFACTURER NOTE: PROVIDE 2 2 X POST A ALL HIP MASTERS & GIRDER TRUSSES U.N.O HEADERS: 4 x 8 DF # 2 U.N.O NOTE: PROVIDE (1) 2 X TRIMMER @ ALL HEADERS U.N.O H1: 4x10DF#2 H2: 3 1/8 x 9 GLB (24F-V4) H3: 5 1/8 x 9 GLB (24F-V4) H4: 5 1/8 x 12 GLB (24F-V4) ROOF FRAMING PLAN UPPER FLOOR FRAMING PLAN NOTES DESIGN LOADS: FLOOR DL = 10 PSF LL = 40 PSF DECK DL = 10 PSF LL = 60 PSF JOISTS: 11 7/8" TJI 360 A 16" O.C. FJ1: 11 7/8" 360 @ 12" O.C. NOTE: PROVIDE ITS HANGERS H- ALL FLUSH FRAMED ENDS DECK JOISTS: 2 x 10 P.T. 0- 16" O.C. NOTE: PROVIDE LUS28 HANGERS Cad ALL FLUSH FRAMED ENDS HEADERS: 4 x 8 DF # 2 U.N.O. NOTE: PROVIDE 1 2 X TRIMMER @ ALL HEADERS U.N.O H5: 5 1/8 x 16 1/2 GLB (24F-V4) BEAMS: NOTE: PROVIDE (2) 2 X POST @ ALL BEAMS U.N.O. B1: 5 1/8 x 12 P.T. GLB (24F-V4) B2: 5 1/8 x 15 GLB (24F-V4) B3: 5 1/4 x 11 7/8 LSL B4: 3 1/2 x 11 7/8 LSL B5: 6 3/4 x 22 1/2 GLB (24F-V4) B6: 3 1/2 x 16 PSL B7: 1 3/4 x 11 7/8 LSL B8: 4x6DF#2 COLUMNS: Cl: (2)2x6HF#2 C2: 6 x 6 P.T. W/ CCQ66 & CBSQ66 C3: (3)2x6HF#2 C4: (6)2x4HF#2 C5: 6 x 8 DF # 2 W/ (2) HTS20 BEAM TO POST C6: 4 x 4 P.T. W/ AC4 & ABU44 HANGERS: HGR1: HU612 (MAX.) HGR2: HU412 HGR3: HGU7.00-SDS HGR4: HUC46 NOTE: PROVIDE (2) ROWS OF 1/4" x 41/2" SDS SCREWS ae 16" O.C. LEDGER TO RIM AT ALL DECK LEDGER CONNECTIONS NOTE: PROVIDE SOLID FRAMING IN JOIST SPACE TO FOUNDATION FOR ALL PT. LOADS ABOVE PROVIDE SOLID BLOCKING UNDER BEARING WALL ABOVE cz. UPPER FLOOR FRAMING PLAN WELLER CONSULTING w c ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 (2) 1Y4 L5L RIM FLOOR SHEATHING DETAIL 1 JOB NAME 24025 79TH PL W JOB NUMBER 21-088 PREPARED BY MW DATE 8 / 16 / 21 SHEET NO. VS OF EXTERIOR WALL (2) ROWS OF A" x 4Y2 5D5 SCREWS @ 16" O.C. 2 x 8 P.T. DECK J015T PER PLAN DTT2Z, (2) REaP PER DECK LU526 HANGER BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING GT1 (FOR REACTIONS ONLY) Date: 8/15/21 Selection (2j 2x 10 HIP #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.8 in2 R2= 3.8 in (1.5) DL Defl= 0.06 in Data Beam Span 7.25 ft Reaction 1 LL 952 # Reaction 2 LL 952 # Beam Wt per ft 6.74 # Reaction 1 TL 1547 # Reaction 2 TL 1547 # Bm Wt Included 49 # Maximum V 1547 # Max Moment 2804'# Max V (Reduced) 1218 # TL Max Defl L / 240 TL Actual Defl L / 709 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section (ins) Shear (ins} TL Defl (in) LL Defl 42.78 27.75 0.12 0.06 31.29 10.59 0.36 0.24 OK OK OK OK 73% 38% 34% 26% Fb(psi) Fv si E(psi x mil Fc(psi) Reference Values 850 150 1.3 405 Adjusted Values 1075 173 1.3 405 CF Size Factor 1.100 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 263 Uniform TL: 420 = A Uniform Load A R1 = 1547 R2 = 1547 SPAN = 7.25 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2018 licensed to: Weller Consulting Engineers, P C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING TYPICAL HEADER Date: 8/15/21 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.3 in2 R2= 2.3 in (1.5) DL Defl= 0.03 in Data Beam Span 5.5 ft Reaction 1 LL 894 # Reaction 2 LL 894 # Beam Wt per ft 6.17 # Reaction 1 TL 1447 # Reaction 2 TL 1447 # Bm Wt Included 34 # Maximum V 1447 # Max Moment 1990'# Max V (Reduced) 1129 # TL Max Defl L / 240 TL Actual Defl L / 911 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section ins Shear in TL Defl in LL Defl Actual 30.66 25.38 0.07 0.04 Critical 17.74 8.18 0.28 0.18 Status OK OK OK OK Ratio 58% 32% 26% 20% _ Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1346 207 1.6 625 Adiustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 325 Uniform TL: 520 = A Uniform Load A R1 = 1447 R2 = 1447 SPAN = 5.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING H 1 Date: 8/15/21 Selection 4x 10 DF•L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.1 in2 R2= 1.1 in (1.5) DL Defl= 0.04 in Data Beam Span 9.5 ft Reaction 1 LL 416 # Reaction 2 LL 416 # Beam Wt per ft 7.87 # Reaction 1 TL 702 # Reaction 2 TL 702 # Bm Wt Included 75 # Maximum V 702 # Max Moment 1668 '# Max V (Reduced) 588 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adjustments Loads Section(in') Shear ins TL Deft in LL Defl 49.91 32.38 0.09 0.04 16.12 4.26 0.48 0.32 OK OK OK OK 32% 13% 19% 14% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 88 Uniform TL: 140 = A Uniform Load A R1 = 702 R2 = 702 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2416 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING H2 Date: 8/15/21 Selection 3-118x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.4 inZ R2= 3.4 in (1.5) DL Defl= 0.10 in Recom Camber= 0.16 in Data Beam Span 8.5 ft Reaction 1 LL 1381 # Reaction 2 LL 1381 # Beam Wt per ft 6.83 # Reaction 1 TL 2239 # Reaction 2 TL 2239 # Bm Wt Included 58 # Maximum V 2239 # Max Moment 4758 '# Max V (Reduced) 1844 # TL Max Defl L / 240 TL Actual Defl L / 473 LL Max Defl L / 360 LL Actual Defl L / 915 Attributes Section in Shear ins TL Defl in LL Deff Actual 42.19 28.13 0.22 0.11 Critical 20.69 10.02 0.43 0.28 Status OK OK OK OK Ratio 49% 36% 51 % 39% Values Adjustments Loads Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 325 Uniform TL: 520 = A Uniform Load A R1 = 2239 R2 = 2239 SPAN = 8.5 FT Uniform and partial uniform loads are Ibs per lineal ft. VIo BearnChek v2018 licensed to: Welter Consulting Engineers, PC. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING H3 Date: 8/15/21 Selection 5-1I8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.2 in2 R2= 2.2 in (1.5) DL Defl= 0.14 in Recom Camber= 0.21 in Data Beam Span 12.5 ft Reaction 1 LL 859 # Reaction 2 LL 859 # Beam Wt per ft 11.21 # Reaction 1 TL 1445 # Reaction 2 TL 1445 # Bm Wt Included 140 # Maximum V 1445 # Max Moment TL Max Defl LL Max Defl 4516'# L / 240 L / 360 Max V (Reduced) TL Actual Defl LL Actual Defl 1272 # L / 551 L / > 1000 Attributes Section ins Shear in TL Defl in LL Defl Actual 69.19 46.13 0.27 0.13 Critical 19.63 6.91 0.63 0.42 Status OK OK OK OK Ratio l 28% 15% 44% 32% Values Adjustments Fb(psi) Fv(psi) E(psi x mil Fc I(psi)_ Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 138 Uniform TL: 220 = A Uniform Load A z R1 = 1445 R2 = 1445 SPAN =12.5FT Uniform and partial uniform loads are Ibs per lineal ft. V�I BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING H4 Date: 8/15/21 Selection 5-118x 12 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.5 inz R2= 2.8 in (1.5) DL Defl= 0.09 in Recom Camber= 0.14 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 12.5 ft Reaction 1 LL 1354 # Reaction 2 LL 1059 # Beam Wt per ft 14.94 # Reaction 1 TL 2275 # Reaction 2 TL 1789 # Bm Wt Included 187 # Maximum V 2275 # Max Moment 6828 '# Max V (Reduced) 2180 # TL Max Defl L / 240 TL Actual Defl L / 820 LL Max Defl L / 360 LLActual Defl L / >1000 Section (ins) Shear (ins} TL. Defl (in] LL Defl 123.00 61.50 0.18 0.09 29.69 11.85 0.63 0.42 OK OK OK OK 24% 19% 29% 22% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 952 13 = 1547 3.0 50 H = 80 0 3.0 138 1 = 220 3.0 12.5 I i _ H Pt loads: R1 = 2275 R2 = 1789 SPAN =12.5FT Uniform and partial uniform loads are Ibs per lineal ft. 1-UK I t 4'L MEMBER REPORT Level, Floor: Joist i piece(s) 11 7/8" T31@ 360 @ 16" OC PAS Vtz Overall Length: 12' 0 0 a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 596 @ 2 1/2" 1202 (2.25") Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 597 @ 11' 8 1/2" 1705 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1840 @ 6' 5 7/8" 6180 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.089 @ 6' 0.290 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.121 @ 6' 7/16" 0.579 Passed (L/999+) - 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating 61 40 1 Passed - - • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeTM Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro'" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Llve Roof Live Total 1 - Stud wall- SPF 3.50" 2.25" 1.75" 126 480 21 627 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 1.75" 141 180 29 653 Blocking • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7' o/c Bottom Edge (Lu) 11' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Spacing Dead (0.90) Floor Live (1.00) Roof Live (non -snow: 1.15) Comments 1 - Uniform (PSF) 0 to 12' 16" 10.0 60.0 - Default Load 2 - Point (Ib) 7' N/A 110 50 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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 thlyd-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-Ilbrary. The product application, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator ForteWEB Software Operator Mark Weller Weller Consulting Engineers, P.C. (425) 488-9868 wcengr@comcast.net Job Notes 8/16/2021 1:49:04 AM UTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 \Wyerhacuscr File Name: ENGINEERED Pans 1 / 1 ZiIfUK I t " MEMBER REPORT Level, Floor: Joist i pliece(s) 11 7/8" TJI@ 360 @ 12" OC PAS Fe - Overall Length:20' 7 0' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 495 @ 2 1/2" 1202 (2.25") Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 485 @ 3 1/2" 1705 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2397 @ 10' 6180 Passed (39%) 1.00 1.0 D + 1.0 L All Spans) Live Load Defl. (in) 0.309 @ 10' 0.490 Passed (L/760) 1.0 D + 1.0 L (All Spans) Total LoaDefl. (in) 0.387 @ 10' 0.979 Passed (L/608) 1.0 D + 1.0 L (All Spans) T]-Pro`d " Rating 1 44 40 Passed - - • Deflection criteria: LL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall- SPF 3.50" 2.25" 1.75" 100 400 500 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 1.75" 100 400 500 Blocking • Rim Board is assumed to carry all loads applled directly above it, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 1" o/c Bottom Edge (Lu) 19' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 20' 12" 10.0 40.0 Default Load Notes System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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 ForbmWEB Software Operator Mark Weller Weller Consulting Engineers, P.C. (425) 488-9868 wcengr@comcast.net Job Notes 8/16/2021 1:30:03 AM (JTC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weycrhacuscr File Name: ENGINEERED Pans 1 / t 'I f V K ' t =_ MEMBER REPORT Level, Floor: Joist 1 piece(s) 11 7/8" TJI@ 360 @ 16" OC PAS Overall Length: 14' 0 10 14" 2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 644 @ 2 1/2" 1202 (2.25") Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 626 @ 3 1/2" 1705 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2153 @ 7' 6180 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.156 @ 7' 0.340 Passed (L,/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.183 @ 7' 1 0.679 Passed (LJ893) 1.0 D + 1.0 L (All Spans) TI-Pro'" Rating 56 1 40 Passed -- - • Deflection criteria: ILL (L/480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge," Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-Pro," Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Stud wall- SPF 3.50" 2.25" 1.75" 93 560 653 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50"' 1.75" 93 560 653 Blocking • Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 6" o/c Bottom Edge (Lu) 13' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 16" 10.0 60.0 Default Load System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD 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/woodprc>ducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Mark Weller Weller Consulting Engineers, P.C. (425) 488-9868 wcengr@comcast.net Job Notes 8/16/2021 1:31:56 AM UfC AForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: ENGINEERED Perna 1 / 1 vas BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING TYPICAL DECK JOIST Date: 8/15/21 Selection PT 2x 6 HF #2 @ 16 in oc Ltj = 0.0 Ft Conditions NDS 2015, Repetitive Use, Incised Min Bearing Area R1= 0.4 inz R2= 0.4 in (1.5) DL Defl= <0.01 in. Data eam Span 3.5 ft FBm Reaction 1 LL 140 # Reaction 2 LL 140 # eam per ft 0 # Reaction 1 TL 163 # Reaction 2 TL 163 # ,Span Wt Included 0 # Maximum V 163 # Max Moment 143'# Max V (Reduced) 121 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adiustments Loads Section (W) Shear (in2) TL Defl (in) LL Defl 7.56 8.25 0.01 0.01 1.69 1.51 0.18 0.12 OK OK OK OK 22% 18% 7% 9% Fb(psi) Fv(psi) E(psi x mil Fc ±(psi) Reference Values 850 150 1.3 405 Adjusted Values 1017 120 1.2 405 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 80 Uniform TL: 93 = A Uniform Load A 0 R 1 = 163 R2 = 163 SPAN = 3.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vie BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING TYPICAL HEADER Date: 8/15/21 Selection 4x 8 ❑F-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.6 in2 R2= 2.6 in (1.5) DL Defl= 0.04 in Data Beam Span 5.0 ft Reaction 1 LL 913 # Reaction 2 LL 913 # Beam Wt per ft 6.17 # Reaction 1 TL 1640 # Reaction 2 TL 1640 # Bm Wt Included 31 # Maximum V 1640 # Max Moment 2051 '# Max V (Reduced) 1244 # TL Max Defl L / 240 TL Actual Defl L / 936 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in' Shear in TL Defl in LL Defl Actual 30.66 25.38 0.06 0.03 Critical 18.29 9.01 0.25 0.17 Status OK OK OK OK Ratio 60% 36% 26% 17% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) Values Adiustments Reference Values Adjusted Values 900 1346 180 207 1.6 625 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL:325 Uniform TL: 520 =A Par Unif LL Par Unif TL Start End 40 H = 50 0 5.0 I = 80 0 5.0 I H Uniform Load A R1 = 1640 R2 = 1640 SPAN = 5 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING TYPICAL HEADER Date: 8/15/21 Selection 4x S DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Data Attributes Actual Critical Status Ratio Values Adiustments Loads min tseanngArea Ki= i.b in- Kz= -i.ts in- t1.0J uu uen= <u.ui in Beam Span 4.5 ft Reaction 1 LL 945 # Reaction 2 LL 945 # Beam Wt per ft 6.17 # Reaction 1 TL 1116 # Reaction 2 TL 1116 # Bm Wt Included 28 # Maximum V 1116 # Max Moment 1256'# Max V (Reduced) 817 # TL Max Defl L / 240 TLActual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 30.66 25.38 0.03 0.02 12.88 6.81 0.23 0.15 OK OK OK OK 42% 27% 12% 15% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 420 Uniform TL: 490 = A Uniform Load A l R1 =1116 R2=1116 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vag BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING H5 Date: 8/15/21 Selection 5-1/8x 16-1/2 GLIB 24F-V4 DFIDF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.0 in2 R2= 10.0 in (1.5) DL Defl= 0.19 in Recom Camber= 0.28 in Data Beam Span 16.5 ft Reaction 1 LL 4414 # Reaction 2 LL 4414 # Beam Wt per ft 20.55 # Reaction 1 TL 6501 # Reaction 2 TL 6501 # Bm Wt Included 339 # Maximum V 6501 # Max Moment 26818 '# Max V (Reduced) 5418 # TL Max Defl L / 240 TL Actual Defl L / 439 LL Max Defl L / 360 LL Actual Defl L / 754 Attributes Actual Critical Status Ratio Values Adjustments Section (in") Smear (in2) TL ❑ef1 (in) LL Defl 232.55 84.56 0.45 0.26 135.13 33.86 0.83 0.55 OK OK OK OK 58% 40% 55% 48% Ft}(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Added Values 2382 240 1.8 650 Cv Volume 0.992 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 C1 Stability 1.0000 Rb = 0.00 Le = 0.00 Ft -ads Uniform LL: 370 Uniform TL: 463 = A Par Unif LL Par Unif TL Start End _ 90 H = 105 0 16.5 75 1 = 120 0 16.5 J = 80 0 16.5 R1 = 6501 R2 = 6501 SPAN =16.5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING B 1 Date: 8/15/21 Selection PT 5-1/8x 12 GLB 24F-V4 DFIDF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.4 in2 R2= 2.4 in (1.5) DL Defl= 0.14 in Recom Camber= 0.21 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 20.0 ft Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 14.94 # Reaction 1 TL 1549 # Reaction 2 TL 1549 # Bm Wt Included 299 # Maximum V 1549 # Max Moment 7747'# Max V (Reduced) 1395 # TL Max Defl L / 240 TL Actual Defl L / 514 LL Max Defl L / 360 LL Actual Defl L / 739 Section (in') Shear (inZ) TL_ Defl (in) LL Defl 123.00 61.50 0.47 0.32 38.74 8.72 1.00 0.67 OK OK OK OK 31% 14% 47% 49% Fb(psi) Fv(psi) E(psi x mil Fc(psi) Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 120 Uniform TL: 140 = A Uniform Load A R1 = 1549 R2 = 1549 SPAN = 20 FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65778 24025 79TH PL W UPPER FLOOR FRAMING B2 Date: 8/15/21 Selection 5.1/8x 15 GiLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.8 in2 R2= 10.8 in2 (1.5) DL Defl= 0.12 in Recom Camber= 0.18 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 14.5 ft Reaction 1 LL 5510 # Reaction 2 LL 5510 # Beam Wt per ft 18.68 # Reaction 1 TL 7023 # Reaction 2 TL 7023 # Bm Wt Included 271 # Maximum V 7023 # Max Moment 25458 '# Max V (Reduced) 5812 # TL Max Defl L / 240 TL Actual Defl L / 424 LL Max Defl L / 360 LL Actual Defl L / 598 Section (in3) Shear (in') TL Defl (in) L_ L Defl 192.19 76.88 0.41 0.29 127.29 36.33 0.73 0.48 OK OK OK OK 66% 47% 57% 60% Fb(psi) Fv(psi) E(psi x mil Fe(psi) Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 760 Uniform TL: 950 = A Uniform Load A 0 R1 = 7023 R2 = 7023 SPAN =14.5FT Uniform and partial uniform loads are Ibs per lineal ft. Vzl BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING B3 Date: 8/15/21 Selection 5-114x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 2.5 in2 R2= 4.0 in (1.5) DL Defl= 0.16 in Data I Beam Span 11.5 ft Beam Wt per ft 16.45 # Bm Wt Included 189 # Max Moment 12359'# TL Max Defl L / 240 LL Max Defl L / 360 Attributes Actual Critical Status Ratio Values Adjustments Section i 123.39 55.42 OK 45% Reaction 1 LL 1116 # Reaction 2 LL 1937 # Reaction 1 TL 2277 # Reaction 2 TL 3608 # Maximum V 3608 # Max V (Reduced) 3463 # TL Actual Defl L / 498 LL Actual Defl L / > 1000 LL Defi 62.34 0.28 0.12 14.57 0.58 0.38 OK OK OK 23% 48% 32% Fb si Fv(psi) E(psi x mil Fc!(psi) Reference Values 2325 310 1.6 900 Adjusted Values 2676 357 1.6 900 CF Size Factor 1.001 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 50 =A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 952 B = 1547 7.0 313 H = 500 7.0 8.0 1328 C = 2154 8.0 1 = 80 0 11.5 I Uniform load A Pt loads: © Q R1 = 2277 R2 = 3608 SPAN =11.5FT Uniform and partial uniform loads are Ibs per lineal ft. Vzz BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING B4 Date: 8/15/21 Selection 3-1/2x 11-7/8 1.55E TJ Timber5trand LSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 1.0 in' R2= 1.4 in' (1.5) DL Defl= 0.07 in Data Beam Span 11.5 ft Reaction 1 LL 566 # Reaction 2 LL 753 # Beam Wt per ft 10.97 # Reaction 1 TL 916 # Reaction 2 TL 1230 # Bm Wt Included 126 # Maximum V 1230 # Max Moment 4913'# Max V (Reduced) 1170 # TL Max Defl L / 240 TL Actual Defl L / 915 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in3 Shear(in') TL Defl in LL Defl Actual 82.26 41.56 0.15 0.08 Critical 22.03 4.92 0.58 0.38 Status OK OK OK OK Ratio 27% 12% 26% 20% Values Adjustments Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2325 310 1.6 900 Adjusted Values 2676 357 1.6 900 CF Size Factor 1.001 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A C m Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 50 = A Paint LL Point TL Distance 859 B = 1445 7.0 Uniform Load A Pt loads: I n R1 = 916 R2 = 1230 SPAN =11.5FT Uniform and partial uniform loads are Ibs per lineal ft. BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING B5 Date: 8/15/21 Selection 6-3/4x 22-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 22.9 in2R2= 21.4 in (1.5) DL Defl= 0.28 in Recom Camber= 0.43 in Data FBe-a- am Span 21.5 ft Reaction 1 LL 10156 # Reaction 2 LL 9555 # Wt per ft 36.91 # Reaction 1 TL 14874 # Reaction 2 TL 13907 # Bm Wt Included 793 # Maximum V 14874 # Max Moment 79096'# Max V (Reduced) 13061 # TL Max Defl L / 240 TL Actual Defl L / 372 LL Max Defl L / 360 LL Actual Defl L / 630 Attributes Section i Actual 569.53 Critical 377.32 Status OK Ratio 66% Values Adjustments Reference Values Adjusted Values Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 151.88 70.98 OK 47% Fb (ps 2400 2516 0.911 1.15 1.00 1.00 TL Defl 0.69 1.08 OK 65% Fv (ps 240 1.15 N/A LL Defl 0.41 0.72 OK 57% E (psi x mil) Fc I (psi 1.8 650 1.8 650 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loa s Uniform TL: 80 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1354 B = 2275 4.0 300 H = 350 0 3.5 1116 C = 2277 8.0 420 1 = 490 3.5 21.5 566 D = 916 9.0 400 J = 500 0 8.0 1059 E = 1789 16.5 240 K = 300 8.0 21.5 566 F = 916 20.5 Pt load; R1 = 14874 R2 = 13907 SPAN =21.5FT Uniform and partial uniform loads are Ibs per lineal ft. v�. SeamChek v2018 licensed to: Welter Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING B6 Date: 8/15/21 Selection 3.112x 16 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 15.3 in2R2= 15.3 in (1.5) DL Defl= 0.02 in Data Beam Span 5.5 ft Reaction 1 LL 6400 # Reaction 2 LL 6400 # Beam Wt per ft 17.5 # Reaction 1 TL 9587 # Reaction 2 TL 9587 # Bm Wt Included 96 # Maximum V 9587 # Max Moment 22743'# Max V (Reduced) 8310 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Actual Critical Status Ratio Values Adiustments Section (in') Shear (in z) TL Defl (in) LL Defl 149.33 56.00 0.05 0.03 97.16 42.98 0.28 0.18 OK OK OK OK 65% 77% 18% 16% _ Reference Values Adjusted Values Fb(psi) 2900 2809 Fv(psi) 290 290 E(psi x mil 2.0 2.0 Fc(psi) 625 625 CF Size Factor 0.969 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 350 Uniform TL: 560 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 9555 B = 13907 2.75 240 H = 300 0 5.5 1 = 80 0 5.5 I H Uniform Load A Pt loads: R1 = 9587 R2 = 9587 SPAN =5.5FT Uniform and partial uniform loads are Ibs per lineal ft. VZs _ BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W UPPER FLOOR FRAMING B7 Date: 8/15/21 Selection 1-3/4x 11-7/8 1.55E TJ TimberStrand LSL Lu = 0.0 Ft Conditions NDS 2015 Data Min Bearing Area R1= 2.3 inz R2= 2.3 inZ (1.5) DL Defl= 0.05 in Beam Span 6.5 ft Reaction 1 LL 1146 # Reaction 2 LL 1146 # Beam Wt per ft 5.48 # Reaction 1 TL 2065 # Reaction 2 TL 2065 # Bm Wt Included 36 # Maximum V 2065 # Max Moment 3356'# Max V (Reduced) 1436 # TL Max Defl L / 240 TL Actual Defl L / 928 LL Max Defl L / 360 LL Actual Defl L / >1000 Attributes Section in3 Shear W TL Defl in LL Defl Actual 41.13 20.78 0.08 0.04 Critical 15.05 6.04 0.33 0.22 Status OK OK OK OK Ratio 37% 29% 26% 18% Fb (Psi) Fv (nisi) E (psi x mil) Fc I (psi) Values Reference Values 2325 310 1.6 900 Adjusted Values 2676 357 1.6 900 Adiustments CIF Size Factor 1.001 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 40 Uniform TL: 50 = A Par Unif LL Par Unif TL Start End 313 H = 500 0 6.5 1 = 80 0 6.5 I H Uniform Load A ZNI R1 = 2065 R2 = 2065 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Vzv BeamChek v2018 licensed to: Weller Consulting Engineers, P.C. Reg # 5234-65779 24025 79TH PL W ROOF FRAMING B8 Date: 8/15/21 Selection 4x 6 DF-L #2 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 0.7 in2 R2= 0.7 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 4.5 ft Reaction 1 LL 253 # Reaction 2 LL 253 # Beam Wt per ft 4.68 # Reaction 1 TL 416 # Reaction 2 TL 416 # Bm Wt Included 21 # Maximum V 416 # Max Moment 467'# Max V (Reduced) 331 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in3 Shear(in') TL Defl in LL Defl 17.65 19.25 0.03 0.01 4.17 2.40 0.23 0.15 OK OK OK OK 24% 12% 12% 9% Reference Values Adjusted Values 900 1346 180 1.6 625 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 113 Uniform TL: 180 = A Uniform Load A a R1 =416 R2=416 SPAN = 4.5 FT Uniform and partial uniform loads are Ibs per lineal ft. SPREAD FOOTING SCHEDULE # I WIDTH I DEPTH REINFORCEMENT 18 1' - 6" 10" (2) # 4 EACH WAY 24 2' - 0" 10" (3) # 4 EACH WAY 30 2' - 6" 10" (3) # 4 EACH WAY 36 3' - 0" 10" (4) # 4 EACH WAY 42 3' - 6" 12" 5 # 4 EACH WAY NOTE: PROVIDE (4) # 4 MIN. EXISTING TO NEW FOUNDATION W/ 4" MIN. EMBEDMENT. EPDXY GROUT W/ SET-XP EPDXY PER MANUFACTURERS RECOMMENDATIONS FOUNDATION PLAN WELLER CONSULTING w c ENGINEERS, P.C. 21925 8TH PL W • BOTHELL, WA 98021 PH. (425) 488 - 9868 • FAX (425) 486 - 6715 4 A (2) # 4 TOP #4016"O.C. CENTER IN WALL, ALT. BENDS #4010"O.C, (2) # 4 CONT, / FOOTING DRAIN DETAIL FD1 3" CLEAR JOB NAME 24025 79TH PL W JOB NUMBER 21-088 PREPARED BY MW DATE 8 / 16 / 21 SHEET NO. FZ OF