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REVIEWED - BLD2021-1418+Structural_Calculations+10.13.2021_3.32.39_PM+2461204.......,................................., Page 1 of 43 m_ _ • REVIEWED • BY Info@b2engineers.com CITY OF EDMONDS 425-318-7047(0) 425-318-0031 (C) BUILDING DEPARTMENT .....,.............,.............,.............. ��\ 8 I? -OF WAS& �S'A TRAVIS ALEXANDER ADDITION` ° 17504 72ND AVE W, EDMONDS, WA STRUCTURAL CALCULATIONS N G `89 0' OT URA L PROJECT NO: 21077 DATE:03/25/21 S9/ONAL EN PREPARED BY: BASRI BASRI PE, SE Design Criteria International Building Code (IBC) 2018 American Society of Civil Engineers (ASCE) 7-16 rro Structural calculations for rear two story addition and main floor deck utilizing conventional wood framing on shallow concrete foundation. The lateral system of the addition consists of plywood/OSB sheathing with Simpson holdowns/straps. The lateral system of the deck consists of knee braces and holdown tie anchors to the building portion. The seismic accelerations are obtained from USGS website. The wind topographic factor is considered 1.0 sinc the site is quite flat with slope less than 10 percent. Please see attached calculations for your reference Seismic Criteria Ss, %g 131 S1, %g 47 Risk Category II Site Class D Ductility Factor, R 6.5 Seismic Performance Category D Wind Criteria Ultimate Wind Speed, mph 110 Building Classifications II Wind Exposure Category B Topographic Effect, Kzt 1.0 RECEIVED Oct 19 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT TRAVIS ALEXANDER ADDITION STRUCTURAL CALCULATIONS Page 2 of 43 N NEW 24" DIAMETER X 18" DEEP FOOTINGS W/8-#4 VERTICAL REBARS AND 2 - #3 ROUND TIE (FDB-1) FDB-1 LA TYPICAL SLAB ON GRADE: 4' CONCRETE WITH #3 AT 18" E.W. TA SI 4 (MID -DEPTH) OVER VAPOR BARRIER, & RIGID INSULATION PER ARCHITECTURAL DRAWINGS, ON 4' COMPACTED CRUSHED ROCK, PROVIDE 1" DEEP SAW UT JOINT AT 15'MAX SPACING E.W. I� P EXISTING STUD AND STEM WALL TO BE REMOVED; PROVIDE TEMPORARY SHORING PRIOR TO WALL REMOVAL NEW 36"X36'X10" FOOTING W/ 4 -#4 E.W. (FB2-34 ) FB2-3-4 n O REMOVE POST 3 (PROVIDE SHORING AS REQUIRE) INFILL PORTION OF SEE DETAIL ON S-5 EXISTING OPENING W/ FOR HEADER SIZE 2)(4 STUDS AT 16" O.C. AND FRAMING (TYP.I ['1 0 3 FB22 TB NEW 27"X27'X70" FOOTING W/ 3 - #4 E.W.(FB2-5-6) (3)2X4 EXISTING STUD AND STEM WALL TO BE REMOVED; PROVIDETEMPORARY NOTES . SHORING PRIOR TO WALL REMOVAL TA, LA DENOTES SHEARWALL NEW SLAB CALLOUT PER CALCULATIONS ON GRADE NE 24' ER X 18" DEE FDB-1 DENOTES FOOTING FOOTING3 W/8AMET#4 VERTICAL REBARS AND 2 - #3 ROUND TIE (FRBJ) CALLOUT PER CALC J-1, B-1, RR-1, RB-1 DENOTES JOIST FRB-3 AND BEAM CALLOUT PER CALCULATIONS BASEMENT O O 6X6 PT p � NEW 24"DIAMETER X36'DEEP FOOTINGS W/ 8 - #4 VERTICAL REBARS AND 2 - #3 ROUND TIE (2 PLACES) O O S-0 8 BXB PT INFILL PORTION OF LB EXISTING OPENING W/ LSTHDB 8 ZX6 STUDS AT 16" O.C. LSTHD8 J P 8 6X6 PT SEE DETAIL ON SS FOR HEADER SIZE AND FRAMING (TYP.) 8„ SW6 TE NEW 24"DIAMETER X 18" DEEP FOOTINGS W/ 8 - #4 VERTICAL REBARS AND 2 - #3 EXISTING STUD AND STEM WALL TO 1' - 4.. ROUND TIE (FRB-3) BE REMOVED; PROVIDE TEMPORARY I 1 I SHORING PRIOR TO WALL REMOVAL II NEW SLAB ON GRADE 4)2X4 � fTl uHi RE OVE NEW OPENING REMOVE P 8 POST 6X6 PT 3)2X4 a © (3�X4 INFILLEXISTING OPENING W/ 2X4 STUDS AT 16" O.C. POSTS EXISTING STUD AND STEM WALL TO BE REMOVED; PROVIDE TEMPORARY SHORING PRIOR TO WALL REMOVAL 2 NEWS ONI GRADE 0' ---- O t LSTHD8 8 (z)Zxa P r6 P 4X4 PT 4X4 PT SW �L LSTHDB �� 4X4 PT g P 6X6 PT 4X4 PT TF TYPICAL SLAB ON GRADE: 4" CONCRETE W18" E.W. (MID -DEPTH) OVERER VAPOR BARRIER, LIN & RIGID INSULATION PER 1771/ ARCHITECTURAL DRAWINGS, ON 4' COMPACTED CRUSHED ROCK, PROVIDE 1" DEEP SAW CUT JOINT AT 15' MAX SPACING E.W. Page 3 of 43 NEW (2)2X10 PT DTTiZAT48" — (WITH 3/8" LAG BOLT) TA (2) 2X10 CANT. WITH LUS HANGER H1-1 NEW 3.125X7.5 GLB 24F-V4 DF/DF HEADER BELOW (Hi-1) TE 114" = 1'-0" DB-1 DB-1 NEW 4X10 PT NEW 4X10 PT BEAM (DB-1) BEAM (DB-1) 4" APA PLYWOOD FLOOR F'IEUDAlI EAT HIINNI1}WAG WITH 10d NAILSAT GNILI GAND10d AT12" —1 DF#1 JOISTS 6" O.C. (J2-1) REMOVE TATN2X10 r 11 POST 1 ■,I3 1' - 10 1/2" CANT I�II 1h II II II II II II II I �1 I II II �II� II II II III II II II II I II II II II � II II III II II II JI�11 II II II � I II III II II I/ II ' EXISTING STUD WALL TO BE II II _ REMOVED; PROVIDE TEMPORARY M NEW 2X10 DF#'I JOIST: SHORING PRIOR TO WALL REMOVAL I II II II I � IIIIII III I OC.-i)II V II AT16 UT CANT PORTION" II II II I II IIIC OF EXISTING JOIST TO FIT NEW BEAM II II II II II II II II II II II GL6 P II II II II II II II- II II II I I 2NEW 1F-V4 FIXDF II 24F-V4 DF/DF - - —_ REMOVE „ -II -II - „ REMOVE - - — - EXISTING STUD WALL TO BE 2X70AT 16- REMOVED; PROVIDE POST POST — I CANTILEVER WITH „TEMPORARY SHORING 1 BLOCKING& W51 PRIOR TO WALL REMOVAL — J — II II HANGER 11 II 11 11 1 1 11 Q II II II IIQ II II II II II II II II II II II II II II II II II 4'S'MIN REINFORCE EXISTING JOIST WITH ADD'L2-2X70 q NEBEAMW 4X10 v (B2-2) DF#2 MIN. (PROVIDE LUS OR HU HANGER) 1 II II II III II II II 11 11 II CUT EXISTINGJOISTAND II II .I II II II-u II II II II II II II II II II II II II II II II FITTED WITH LUS HANGER;; 11 11 11 11 11 II II II II II 1 II II II II II II II II II II II II II II II II II II 11 11 11 11 11 11 II II II II ;;REPLACE EXISTING BEAM wITHI II II II II II II II II II II II II II II II 11 11 1 „ 11 11 11 11 11 11 II NEW 7X8.115 PSL BEAM (B 114 II II II II II II II II II II II II II II II II II II II II , II II II II 4xs II II II II II II II II II II II II II II II II II II NEIW 4Xio HEIADERI 111 211 II II II II II II II II II II II II II II II II BELOW (H1-2)1 II II II II II II II II II II II II II - P 11 II N r 1 II II II II II II P 11 11 II II I II II II II II II II II II II II II II II II II II I II II II II II II II II II II II II II II II II II II II II II II II III II II II II II II II II II II II II II EXISTING BEAM 11 II II II 1 11 11 11 REPLACE EXISTING BEAM 1 11 11 11 11 11 11 11 11 11 „ 11 11 „ 11 11 „ TO REMIAIN 11 11 11 11 11 X WITH NEW 6.7512 GLB II II II 24F-v4 DF/DF (Bz-3> II II II II II II II II II II II II II II II II II II II II I II II II II II I .I II 1 11 11 11 11 11 B2-H3 11 11 I II II II II II II II II II I II 11 I II II II II II II II 11 11 11 II II II II II I II II II II 1 11 11 11 11 I II II II II II II II II II II II II II II II II 11 11 11 11 11 11 11 11 11 11 11 11 II II II II II II II II II II II II , I II II II II II II II I II II II IIB - II II II I II I II II II II II II II II II II II I II II II II I II II II II II II II II II II II II II II II II II II - II II II II II , , , II II NEW 7X9.25 PSL II II II II II II II II II II II II II II II II II M(13s) BEI1IIIIIA1IIIII P1IIIII1IIIII (333P_y WII GLB z -va DoPez-iII ) NEW ROOFTUSS AT 24'EW4X10 1IIIII1IIIII 1IIIII1IIIII 1IIIII1IIIII 1IIIIII1IIIIII 1IIIIII 1IIIIII2 1IIIII1IIIII BEAM(B2-6) 1IIIII1IIIII SL=25 PSF V IIIIII IIII DL=12 PSF _____ ...... _ __ l�_0yP„I°IIIlII II -I I P Fv BEAX10M NEW 2X10 JOISTS 1"APA PLYWOOD ROOF SHEATHING (2)2X8 PT WITH d AT6EDGE NAILINGAND 8d AT 12" FIELD NAILING 2 P g 2 NEW 4XB PT BEAM (DB-2) - NEW (2)2X10 PT NEW 4X8 PT BEAM Page 4 of 43 H2-1 NEW 5.125X13.5 GLB 24F-V4 - DF/DF HEADER FOR FOLDING GLASS WALL (1-12-1) HEADER SIZE AND DETAIL PER DETAIL B/S-5 NEW 2X10 RAFTERS/ O.C.(RR-1) RB-3 NEW 5.5X13.5 GLB 24F-V4 DF/DF (RB-3) 6X10 OR GLULAM RIDGE BEAM (RB-2) NEW 2X10 ROOF RAFTERS AT 24" O.C. (RR-1) RAFTENEW (MIN) �-�_ONE RS AT 24" 0 I�I�I! ���G�G�G�G�G�� ♦��7 ��� �i1 ER TRUSS 0-- • I I �IIil. I REPLACE EXISTING RIDGE BEAM NEW 2X4 ROOF WITH NEW GLB 24F-V4 ERFRAME k DF/DF RIDGEE BEAM BEAM (RBA) T 24" O.C. - 31RDERTRUS UPPORTINGING E)I I NORTH ROOF FF F— — — — — — — — — — IS — — — — I EXISTING ROOF L 3 — — — — — _— — — FRAMINGTOREMAIN _— — — — I I S� I I I p I I I I I I I I I I I I I I — — — — — — — — I - — — — I I I I EXISTING ROONT.RUSS TO REMAIN L I — — — — — — — I I I IF I — — — — — — — T — — — I — — — — II I L— — — — — — — — — — — — — — — — NEW ROOF TRUSS AT 24'0 .C. SL=25 PSF— I V F — — — DL=12 PSF— — — — — — — — — SEE TRUSS NOTES ON S-1 RB-1 -- - ---- -- - -- I L NEW 6X8 BEAM (RB-1) (BELOW) ROOF PLAN 2 ` GABLE END TRUSS 1/4" _ _0 S. TO SL = 25 PS F DL = 12 PSF SEE ARCHIT PLEASE 24" APA PLYWOOD ROOF SHEATHING H 8d AT 6" EDGE NAILING AND 8d 2' FIELD NAILING 1 1 S-4 -:iu-=r- HEADER SIZE AND DETAIL PER DETAIL B/S5 6X10 OR 5.5X9 GLULAM 6X10 OR 5.5X9 GLULAM g GABLE END TRUSS LATERAL DESIGN OF THE REAR ADDITION SEISMIC BASE SHEAR CALCULATIONS PER IBC 2018 (ASCE 7-16) Response Spectral Acc. (0.2 sec) Ss=131.00%g = 1.310g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S,=46.00%g = 0.460g Figure 22-1 through 22-14 Soil Site Class O Table 20-3-1, Default = D Site Coefficient Fa= 1.000 Table 11.4-1 Site Coefficient F,= 1.541 Table 11.4-2 Max Considered Earthquake Acc. SMs= Fa.Ss = 1.310 (11.4-1) Max Considered Earthquake Acc. SM, = F,.S, = 0.709 (11.4-2) @ 5% Damped Design SDs = 2/3(SMs) = 0.873 (11.4-3) SD,=2/3(SM,) =0.472 (11.4-4) Building Occupancy Categories 0, Standard Table 1-1 Design Category Consideration: Flexible Diaphragm with dist. between seismic resisting system >40ft Seismic Design Category for 0.1sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 s1 < 75g NA Section 11.6 Since Ta < .8Ts (see below), SDC = D Control (exception of Section 11.6 does not apply) Comply with Seismic Design Category D IRC, Seismic Design Category = D2 T-R301.2.2.1.1 12.8 Equivalent lateral force procedure A. BEARING WALL SYSTEMS T-12.2- Seismic Force Resisting Systems 13. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel shee C,= 0.02 x = 0.75 T-12.8-2 Building ht. Hn= 18 ft Limited Building Height (ft) =65 Cu= 1.400 for SD, Of0.472g Table 12.8-1 Approx Fundamental period, Ta = C,(hn)x = 0.175 12.8-7 T, = 2.000 Sec Calculated T shall not exceed <_ Cu.Ta Use T = 17 n sec. 0.8Ts = 0.8(So,/SDs) = 0.433 Control (exception of Section 11.6 does not apply) Is structure Regular & <_ 5 stories 7 Yes 12.8.1.3 Response Spectral Acc.( 0.2 sec) S. 1.310g Max Ss:5 1.5g Fa =1.00 @ 5% Damped Design SDs =%(Fa Sj = 0.873g (11.4-3) Response Modification Coef. R = 6.5 Table-12.2-1 Over Strength Factor S2o = 2.5 foot note g Importance factor 1 = 1 Table 11.5-1 Seismic Base Shear V = C'W C.= SDs =0.134 (12.8-2) R/I or need not to exceed, Cs = SD' = 0.416 For T<_ T� (12.8-3) (R/1).T or Cg= SD'T` N/A For T > TL (12.8-4) T2(R/1) Cs shall not be less than = 0.01 (12.8-5) Min C. = 0.5S,1/R N/A For S, z 0.6g (12.8-6) Use C. = 0.134 Design base shear V = 0.134 W Control Page 5 of 43 Page 6 of 43 WIND FORCES CALCULATIONS PER IBC 2015 (ASCE 7-10) Ultimate wind speed = 110 MPH Bldg. Classification =I II Exposure B� K, = 1.00 Roof Pitch = 4.00 :12 Mean Roof Height h = 18 ft CHAPTER 28-MWFRS (ENVELOPE PROCEDURE) -4.07D -7.35B 17.22C 25.80A 19.1 4f 12.70C MWFRS -15.98G -11.91 H -23.00E-15.70F 1 16.83 14 TRANSVERSE ELEV. 2a= 6.Oft 7� 15.36 kips 16.Opsf t 3.89 k 15.4 psf 50 ft All forces shown in psf 6.0 I I I I 17.22C 5.80A PLAN VIEW -15.98G-10.16H -23.00E-13.15F =19.2 11, 1 L 50 LONGITUDINAL ELEV. 10 % of least dimension= 1.4 ft 40 % of the eave height = 6.7 ft 4 % of least dimension or 3 ft= 3.0 ft FIGURE 28.4-1, Main Wind Force System therefore a = 3.0 ft Example: ps = \ Kztlps30 Load Direction Roof Angle Horizontal Loads Vertical Loads End Zone Interior zone End Zone Interior zone Overhang Wall (A) Roof (B) Wall (C)l Roof (D) WW (E) LW (F) WW (G) LW (H) EOH GOH Transverse Longitudinal 18.4 25.80 -7.35 17.22 -4.07 -23.00 -15.70 -15.98 -11.91 -32.27 -25.25 All 19.12 -10.01 12.7 -5.98 -23 -13.15 -15.98 -10.16 -32.27 -25.25 If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MW FRS use 9 = 0°, and locate the zone E/F, G/H boundary at the mid -length of the building Page 7 of 43 • • ' Job No. Sheet No. www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA9SD28 (425) 296-2993 Date Date WIND FORCES: LOCATION WIDTH HEIGHT INTERIOR END ZONE FORCE SUBTOT PRESSURE PRESSURE Transverse Direction END ZONE WIDTH 6 FT ROOF T.O.Roofto Parapet 50 0.0 -4.07 -7.35 = 0 T.O. Roof TO MID 50 4.5 17.22 25.80 = 4337 41 FLOOR 4337 MID TO FLOOR 50 17.22 25.80 = 0 FLOOR TO MID 50 17.22 25.80 = 0 3rd FLOOR 0 MID TO FLOOR 50 17.22 25.80 = 0 FLOOR TO MID 50 17.22 25.80 = 0 21 FLOOR 0 MID TO FLOOR 50 4.5 17.22 25.80 = 4337 FLOOR TO MID 50 4.5 17.22 25.80 = 4337 8674 TOTAL FOR WALL SHEAR: 13.01 Kips Longitudinal Direction ROOF T.O.Roof to Parapet 14 0.0 12.7 19.12 = 0 T.O. Roof TO MID 14 4.5 12.7 19.12 = 1147 4' FLOOR 1147 MID TO FLOOR 14 0.0 12.7 19.12 = 0 FLOOR TO MID 14 0.0 12.7 19.12 = 0 31 FLOOR 0 MID TO FLOOR 14 0.0 12.7 19.12 = 0 FLOOR TO MID 14 0.0 12.7 19.12 = 0 2nd FLOOR 0 MID TO FLOOR 14 4.5 12.7 19.12 = 1147 FLOOR TO MID 14 4.5 12.7 19.12 = 1147 2294 TOTAL FOR WALL SHEAR: 3.44 Kips Page 8 of 43 • • ' Job No. Sheet No. www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA98028 (425) 296-2993 Date Date DEAD LOAD WEIGHTS FOR SEISMIC FORCE CALCULATIONS: Unit Roof Weight: 12 psf Unit Floor Weight: 12 psf Unit Exterior Wall Weight: 11 psf Unit Interior Corridor Wall Weight: 0 psf Unit Interior Party Wall Weight: 0 psf Unit Interior Partition Wall Weight: 7psf LOCATION LENGTH HEIGHT UNIT WT. TOTAL SUB WEIGHT TOTAL ROOF LEVEL: Roof 800 1.00 12 = 9600 Ext. Wall Below 75 4.5 11 3713 psf Corridor Wall Below 4.5 0 = 0 17 Party Wall Below 0 4.5 0 = 0 Partition Wall Below 20 4.5 7 = 630 13943 FOURTH FLOOR LEVEL Floor 1 12 0 Ext. Wall Above 0 11 = 0 Corridor Wall Above 0 0 = 0 Party Wall Above 0 0 = 0 Partition Wall Above 0 7 = 0 Ext. Wall Below 0 0 11 = 0 psf Corridor Wall Below 0 0 0 = 0 #DIV/0! Party Wall Below 0 0 0 = 0 Partition Wall Below 0 0 7 0 0 THIRD FLOOR LEVEL Floor 0 1 12 = 0 Ext. Wall Above 0 11 0 Corridor Wall Above 0 0 = 0 Party Wall Above 0 0 0 Partition Wall Above 0 7 = 0 Ext. Wall Below 0 11 0 psf Corridor Wall Below 0 0 = 0 #DIV/0! Party Wall Below 0 0 = 0 Partition Wall Below 0 7 = 0 0 SECOND FLOOR LEVEL Floor 1155 1 12 13860 Ext. Wall Above 75 4.5 11 = 3713 Corridor Wall Above 0 0.0 0 0 Party Wall Above 0 0.0 0 = 0 Partition Wall Above 20 4.5 7 630 Ext. Wall Below 85 4.5 11 = 4208 psf Corridor Wall Below 0 4.5 0 0 20 Party Wall Below 0 4.5 0 = 0 Partition Wall Below 20 4.5 7 630 23041 STRUCTURE WEIGHT FOR SHEAR WALL TOTAL: 37.0 Kips FOUNDATION LEVEL: Ext. Wall Above 0 0.0 11 = 0 Corridor Wall Above 0 0.0 0 = 0 Party Wall Above 0 0.0 0 = 0 Partition Wall Above 0 0.0 7 = 0 STRUCTURE WEIGHT FOR BASE SHEAR TOTAL: 37.0 Kips Page 9 of 43 M • Job No. Sheet No. www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA98028 (425) 296-2993 Date Date Vertical Seismic Distribution Cs = 0.13 W W = 37.0 kips V = 5.0 kips Important: It is assumed that the R value is the same Rho = 1 for both directions N/S Direction ENV Direction Story Total Story Story Story Story Story Mot Floor Height Height Weight Wi'Ht Force Shear Force Shear Hi Ht Wi Fi E Fi E E ft ft (kips) k-ft (kips) (kips) (kips) (kips) (kip-ft) Roof 9.TO198.00 13.9 251 2.7 2.7 2.7 2.7 48.98 Fourth 0.00 0.0 0 0.0 0.0 0.0 0.0 0 Third 0.00 0.0 0 0.0 0.00.00.00Second 9.00 23.0 207 2.2 2.2 2.2 2.2 20.23 Ground 0.00 0.0 0 0.0 0.0 0.0 0.0 0 37.0 458 4.97 4.97 4.97 69.21 Diaphragm Seismic Distribution Story Total Story Force Calculated Max Min Governing Transverse Longitudinal Floor Height Height Weight Distribution Fpx Fpx Fpx Fpx Fpx Fpx Hi Ht Wi Fx ft ft (kips) (kips) (kips) (kips) (kips) (kips) If If Roof 9.00 18.00 13.9 2.7 2.7 4.9 2.4 2.7 48 170 Fourth 0.00 9.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/0! #DIV/01 Third 0.00 9.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/01 #DIV/01 Second 9.00 9.00 23.0 2.2 3.1 8.0 4.0 4.0 49 174 Ground 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37.0 5.0 Page 10 of 43 • • ' Job No. Sheet No. www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore. WA98028 (425) 296-2993 Date Date Lateral Forces Summary Level Wind (Trans.) ki s Wind (Long. (kips) Seismic (Trans.) (kips) Seismic (Long.) (kips) Roof 4.34 1.15 2.72 2.72 Fourth 0.00 0.00 0.00 0.00 Third 0.00 0.00 0.00 0.00 Second 8.67 2.29 2.25 2.25 Total 13.01 3.44 4.97 4.97 Controlling: Transverse -Wind Longitudinal -Seismic 4.34 K 0.00 K 0.00 K 8.67 K 2.72 K .1 0.00 K .1 0.00 K .1 2.25 K Transverse Direction Longitudinal Direction Page 11 of 43 2nd story Shearwall forces -Transverse Direction Story shear(kips) = 4.34 Accumulated shear(kips)- 4.34 Story height (11) = 9.00 Total Width(ft)= 50.00 Story Wall Wall Opening Opening Opening Plate to Sheathing Min Panel Co Trib.Width % Sharing Story Sum Story Sum Panel Req. Panel Plge Suum� RM Resu ant Force at 2 TB 20.0 0.00 0.00 0.00 1.00 1.00 20.00 1.00 25.00 0.73 1.59 1.594 0.14 79 79 79 14.31 27.00 0.00 2 TC 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! -4pl.VW. 0.00 0.00 IV/0! NA 2 TD 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! ! 0.00 0.00 4 1 NA 2 TE 12.0 0.00 0.00 1.00 1.00 12.00 1.00 25.00 0.38 0.81 0.81 0.10 0.10 68 68 68 7.32 7.13 0.0 0.00 2 TF 20.0 0.00 0.00 0.00 0.00 1.00 20.00 1.00 25.00 0.63 1.36 1.36 0.10 0.10 68 68 68 12.21 19.80 - .28 NA 2 TG 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! D ! 0.00 0.00 #DIV/0! NA 2 TH 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 TI 0.0 0.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 0.25 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 2 TJ 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.25 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 TIC 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.25 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 TL 0.0 0.00 0.00 0.00 0.00 1.00 0.00 I.00 0.00 0.25 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 TM 0.0 0.00 0.00 0.00 1.00 1.00 0.01 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 0.00 2 TN 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 TO 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 TP 0.0 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA Sum 59.3 0.00 50.00 4.00 4.34 4.34 1st story Shearwall forces -Transverse Direction / Story shear(kips) = 8.7 Accumulated shear(kips)- 13.01 (7 Story height (11) = 9.00 LS TTY U Story Wall Wall Total Width(Ft)= Opening Opening 50.00 Opening Plate to Sheathing Min Panel Co Trib.Width % Sharing Story Sum Story Sum Panel Req. anel Plate Sum RM Resu Vant Force at 1 TB 20.0 0.00 0.00 0.00 1.00 1.00 20.00 1.00 25.00 0.68 2.96 4.44 0.08 0.22 222 1 222 1 222 54.23 43.60 0.75J0.00 1 TC 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV ! #DIV/0! 0.00 0.00 jP NA 1 TD 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! /0! #DIV/0! 0.00 0.00 . NA 1 TE 10.5 5.00 4.00 2.60 1.00 0.52 2.60 1.00 25.00 0.22 0.94 1.40 0.08 0.18 255 442 134 19.95 10.03(�#D. 1.99 1 TF 20.0 0.00 0.00 0.00 0.00 1.00 20.00 1.00 25.00 0.78 3.40 5.10 0.08 0.18 255 255 255 58.12 36.40 NA 1 TG 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00NA 1 TH 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 TI 0.0 0.00 0.00 0.00 1.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! #DIV/0! 1 TJ 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 1 TIC 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 TL 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 TM 0.0 0.00 0.00 0.00 0.00 1.00 0.01 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 1 TN 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 TO 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 TP 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA Sum 59.8 5.00 50.00 4.00 8.67 13.01 Page 12 of 43 2nd story Shearwall Forces -Longitudinal Direction Story shear(kips) = 2.7 Story height (R) = 9.0 Total Width(ft)= 14.0 Accumulated shear(kips)- 2.72 Story Wall Wall Opening Opening Opening Plate to Sheathing Min Panel Co Trib.Width %Sharing Story SWIo C,SI(.AY8' Sum Story Sum P el Req. Panel Plate Sum RM Resultant /force at 2 LB 6.0 0.00 0.00 0.00 0.00 1.00 6.00 1.00 14.00 0.36 0.99 0.99 �.IlT_ 0.09 165 165 165 8.90 1.57 1.25 NA 2 LC 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 /0! #DIV/0! #DIV/0! 0.00 0.00 kUDJYA,.r NA 2 LD 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LE 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 LF 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LG 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LH 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LI 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 LJ 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LK 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LL 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LM 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 LN 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LO 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 2 LP 0.0 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA Sum 31.5 15.00 14.00 4.00 2.72 2.72 1st story Shearwall Forces -Longitudinal Direction Story shear(kips) = 2.3 Accumulated shear(kips)- 4.97 Story height (R) = 9.0 i} P a Total W idth(Ft) = 14.0 L51 Story Wall Wall Opening Opening Opening Plate to Sheathing Min Panel Co Trib.Width %Sharing Story Sum Story Sum Pa el Req. Panel Plate Sum RM Res tent Force at 1 LB 4.4 0.00 0.00 0.00 0.00 1.00 4.40 1.00 14.00 0.30 0.66 1.47 0.28 'i34 341 334 22.11 2.73 4.473 NA 1 LC 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 0! NA 1 LD 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LE 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 1 LF 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LG 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LH 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LI 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 1 LJ 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LK 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LL 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LM 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 1 LN 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LO 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA 1 LP 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! NA Sum 29.9 15.00 14.00 4.00 2.25 4.97 Page 13 of 43 SHEARWALL, DIAPHRAGM, STRAP AND HOLDOWN CAPACITY TABLE PER IBC 2018 PLYWOOD SHEATHED SHEARWALL LRFD CAPACITY (SEISMIC/WIND) SW6 (15/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING) 496 PLF/ 696 PLF SW4 (15/32" PLYWOOD WITH 10d AT 4" AT EDGE, 10d AT 12" FIELD NAILING) 736 PLF/ 1032 PLF SW3 (15/32" PLYWOOD WITH 10d AT 3" AT EDGE, 10d AT 12" FIELD NAILING) 960 PLF/ 1344PLF SW2 (15/32" PLYWOOD WITH 10d AT 2" AT EDGE, 10d AT 12" FIELD NAILING) 1232 PLF/ 1724 PLF UNBLOCKED FLOOR DIAPHRAGM LRFD CAPACITY (SEISMIC/WIND) 15/32" PLYWOOD WITH 8d AT 6" AT EDGE, 8d AT 12" FIELD NAILING 368 PLF/ 516 PLF 15/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING 408 PLF/ 572 PLF 19/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING 456 PLF/ 640 PLF SIMPSON'S FLOOR STRAP CS18 CS16 CS14 CMSTC16 CMSTC14 SIMPSON'S HOLDOWN HDU2 HDU4 HDUS HDU8 LSTHD8/ LSTHDBRJ AT 6" STEMWALL STHD10/ STH10RJ AT 6" STEMWALL STHD14/ STHD14RJ AT 6" STEMWALL LSTHD8/ LSTHDBRJ AT 8" STEMWALL STHD10/ STH10RJ AT AT 8" STEMWALL STHD14/ STHD14RJ AT AT 8" STEMWALL LRFD CAPACITY (SEISMIC/WIND) 1916 LBS/ 2190 LBS 2363 LBS/ 2700 LBS 3487 LBS/ 3985 LBS 6236 LBS/ 7336 LBS 9086 LBS/10384 LBS LRFD CAPACITY (SEISMIC/WIND) 4305 LBS/ 4920 LBS 6391 LBS/ 7304 LBS 7905 LBS/ 9032 LBS 8372 LBS/ 9568 LBS 2730 LBS/ 3120 LBS 3700 LBS/ 4224 LBS 5173 LBS/ 5912 LBS 2730 LBS/ 3120 LBS 4116 LBS/ 4700 LBS 5340 LBS/ 6100 LBS COMMENT SPPWS TABLE 4.3A MULTIPLY VALUES BY TWO IF SHEATHING APPLIED ON BOTH SIDES COMMENT SPDWS TABLE 4.213 COMMENT 12" END LENGTH 14" END LENGTH 20" END LENGTH 26" END LENGTH 36" END LENGTH COMMENT CRACKED CONCRETE (CORNER CONDITION) CRACKED CONCRETE (CORNER CONDITION) CRACKED CONCRETE (CORNER CONDITION) CRACKED CONCRETE (CORNER CONDITION) CRACKED CONCRETE (CORNER CONDITION) CRACKED CONCRETE (CORNER CONDITION) SIMPSON'S ANCHOR BOLT FOR SHEARWALL HOLDOWNS LRFD CAPACITY (SEISMIC/WIND) COMMENT SSTB16 (5/8" DIAMETER, 12 5/8" MIN. EMBED., 6" STEMWALL) 3570 LBS/ 5776 LBS 2500 PSI MIN. CONCRETE (CORNER CONDITION) SSTB20 (5/8" DIAMETER, 16 5/8" MIN. EMBED., 6" STEMWALL) 4403 LBS/ 6464 LBS 1 3/4" MIN. EDGE DISTANCE SB 5/8"X24 (5/8" DIAMETER, 18" MIN. EMBED., 6" STEMWALL) 8022 LBS/ 10680 LBS SB 7/8"X24 (7/8" DIAMETER, 18" MIN. EMBED., 8" STEMWALL) 10997 LBS/ 14968 LBS SB 1"X30 (1" DIAMETER, 24" MIN. EMBED., 8" STEMWALL) 11640 LBS/ 15848 LBS 3/25/2021 7®R 17504 72nd Ave W, Edmonds, WA 98026, USA Latitude, Longitude: 47.8402171,-122.33066 v rn D 9 Go vile 176th St SW Date Design Code Reference Document Risk Category Site Class Type Value SS 1.314 S1 0.466 SMS 1.577 SM1 null -See Section 11.4.8 SDS 1.051 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1.2 Fv null -See Section 11.4.8 PGA 0.564 FPGA 1.2 PGAM 0.677 TL 6 SsRT 1.314 SsUH 1.452 SsD 2.841 S 1 RT 0.466 S1UH 0.521 S1D 1.229 PGAd 1.012 CRS 0.905 CR1 0.894 174th St SW U.S. Seismic Design Maps 111,�rSt l Ip D rD 176th St SW 176th PI SW 3/25/2021, 2:51:40 PM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 seco Factored uniform -hazard (2% probability of exceed; Factored deterministic acceleration value. (0.2 sect Probabilistic risk -targeted ground motion. (1.0 seco Factored uniform -hazard (2% probability of exceed; Factored deterministic acceleration value. (1.0 sea Factored deterministic acceleration value. (Peak Gi Mapped value of the risk coefficient at short period: Mapped value of the risk coefficient at a period of 1 O Sit PfD Meadowo, �P Rd 174th St SW d06 \O� S Q! 10 U �Q 176th St SW Map data 02021 https:Hseismicmaps.org 1 /2 3/25/2021 U.S. Seismic Design Maps Page 15 of 43 DISCLAIMER While the information presented on this website is believed to be correct, S.EAOC. /OSHPP and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web ............. application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. 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Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. hftps:Hseismicmaps.org 2/2 Project: TRAVIS ALEXANDER ADDITION Location: J2-1 Floor Joist [2015 International Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 13.5 FT @16O.C. #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 3.6% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.24 IN L/684 Dead Load 0.09 in Total Load 0.33 IN L/497 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/480 REACTIONS A B Live Load 360 lb 360 lb Dead Load 135 lb 135 lb Total Load 495 lb 495 lb Bearing Length 0.53 in 0.53 in SUPPORTLOADS A B Live Load 270 plf 270 plf Dead Load 101 plf 101 plf Total Load 371 plf 371 plf MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1000 psi Fb' = 1265 psi Cd=1.00 CF=1.10 Cr-1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc - L' = 625 psi Controlling Moment: 1671 ft-lb 6.75 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 495 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 15.85 in3 21.39 in3 Area (Shear): 4.13 in2 13.88 in2 Moment of Inertia (deflection): 95.51 in4 98.93 in4 Moment: 1671 ft-lb 2255 ft-lb Shear: 495 lb 1665lb NOTES Page 16 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:39 PM JOIST DATA Center Span Length 13.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 15 psf Total Load TL = 55 psf TL Adj. For Joist Spacing wT = 73.3 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-5 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 7.0INx9.25INx13.0FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 0.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.31 IN L/510 Dead Load 0.13 in Total Load 0.44 IN L/359 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/358 REACTIONS A B Live Load 2860 lb 2860 lb Dead Load 1204 lb 1204 lb Total Load 4064 lb 4064 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center Span Length 13 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 13 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2985 psi Cd=1.00 CF=1.03 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc -1= 750 psi Fc - L' = 750 psi Controlling Moment: 13208 ft-lb 6.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4064 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 53.1 in3 99.82 in3 Area (Shear): 21.02 in2 64.75 in2 Moment of Inertia (deflection): 460.95 in4 461.68 in4 Moment: 13208 ft-lb 24832 ft-lb Shear:-4064 lb 12518lb Page 17 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:39 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 11 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 440 plf Total Dead Load 165 plf Beam Self Weight 20 plf Total Load 625 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-6 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 68.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/1772 Dead Load 0.02 in Total Load 0.06 IN L/1274 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1156 lb 1156 lb Dead Load 452 lb 452 lb Total Load 1608 lb 1608 lb Bearing Length 1.13 in 1.13 in BEAM DATA Center Span Length 6.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.25 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 2514 ft-lb 3.12 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1609 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 29.57 in3 49.91 in3 Area (Shear): 16.09 in2 32.38 in2 Moment of Inertia (deflection): 65.25 in4 230.84 in4 Moment: 2514 ft-lb 4242 ft-lb Shear: 1609lb 3238lb Page 18 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:39 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 9.3 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 370 plf Total Dead Load 139 plf Beam Self Weight 6 plf Total Load 515 plf Project: TRAVIS ALEXANDER ADDITION Location' 3 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 2 ft Effective Depth to Top Layer of Steel: d = 14.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 875 psf Effective Allowable Soil Bearing Pressure: Qe = 1275 psf Required Footing Area: Areq = 2.16 sf Area Provided: A = 3.14 sf Baseplate Bearing: Bearing Required: Bear = 3820 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 22732 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 81 in Punching Shear: Vu2 = 357 lb Allowable Punching Shear (ACI 11-35): vc2-a = 259706 lb Allowable Punching Shear (ACI 11-36): vc2-b = 391163 lb Allowable Punching Shear (ACI 11-37): vc2-c = 173138 lb Controlling Allowable Punching Shear: vc2 = 173138 lb Bending Calculations: Factored Moment: Mu = 10156 in -lb Nominal Moment Strength: Mn = 392889 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.69 in Steel Required Based on Moment: As(1) = 0.02 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.77 in2 Controlling Reinforcing Steel: As-regd = 0.77 in2 Selected Reinforcement: #4's @ 4.9 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. I-Jage 19a�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:39 PM LOADING DIAGRAM �8in� 18 in n n n n T 3 in L 2 ft FOOTING LOADING Live Load: PL = 1300 lb Dead Load: PD = 1450 lb Total Load: PT = 2750 lb Ultimate Factored Load: Pu = 3820 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 456 lb Project: TRAVIS ALEXANDER ADDITION Location: FDB-1 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 2 ft Effective Depth to Top Layer of Steel: d = 14.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 1235 psf Effective Allowable Soil Bearing Pressure: Qe = 1275 psf Required Footing Area: Areq = 3.04 sf Area Provided: A = 3.14 sf Baseplate Bearing: Bearing Required: Bear = 5968 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 22732 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 73 in Punching Shear: Vu2 = 1574 lb Allowable Punching Shear (ACI 11-35): vc2-a = 234056 lb Allowable Punching Shear (ACI 11-36): vc2-b = 382613 lb Allowable Punching Shear (ACI 11-37): vc2-c = 156038 lb Controlling Allowable Punching Shear: vc2 = 156038 lb Bending Calculations: Factored Moment: Mu = 15867 in -lb Nominal Moment Strength: Mn = 392889 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.69 in Steel Required Based on Moment: As(1) = 0.03 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.77 in2 Controlling Reinforcing Steel: As-regd = 0.77 in2 Selected Reinforcement: #4's @ 4.9 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. I-Jage 0a�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:40 PM LOADING DIAGRAM 18 in n n n n T 3 in L 2 ft FOOTING LOADING Live Load: PL = 3280 lb Dead Load: PD = 600 lb Total Load: PT = 3880 lb Ultimate Factored Load: Pu = 5968 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 456 lb Project: TRAVIS ALEXANDER ADDITION Location: F132-5-6 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.25 FT x 2.25 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2.25 ft Length: L = 2.25 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 1129 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 4.16 sf Area Provided: A = 5.06 sf Baseplate Bearing: Bearing Required: Bear = 8466 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 2273 lb Allowable Beam Shear: Vc1 = 12656 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 7246 lb Allowable Punching Shear (ACI 11-35): vc2-a = 57656 lb Allowable Punching Shear (ACI 11-36): vc2-b = 77813 lb Allowable Punching Shear (ACI 11-37): vc2-c = 38438 lb Controlling Allowable Punching Shear: vc2 = 38438 lb Bending Calculations: Factored Moment: Mu = 28571 in -lb Nominal Moment Strength: Mn = 128119 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.13 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.54 in2 Controlling Reinforcing Steel: As-reqd = 0.54 in2 Selected Reinforcement: #4's @ 10.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 10.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. I-Jage 1 ra�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:40 PM LOADING DIAGRAM �--4 in 10 in T 3 in t —L 2.25 ft FOOTING LOADING Live Load: PL = 4016 lb Dead Load: PD = 1700 lb Total Load: PT = 5716 lb Ultimate Factored Load: Pu = 8466 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 408 lb Project: TRAVIS ALEXANDER ADDITION Location: FB2-3-4 Footing [2015 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 8 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 1255 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 8.21 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 16330 lb Allowable Bearing: Bear -A = 88400 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 5330 lb Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 14490 lb Allowable Punching Shear (ACI 11-35): vc2-a = 45938 lb Allowable Punching Shear (ACI 11-36): vc2-b = 81563 lb Allowable Punching Shear (ACI 11-37): vc2-c = 45938 lb Controlling Allowable Punching Shear: vc2 = 45938 lb Bending Calculations: Factored Moment: Mu = 73485 in -lb Nominal Moment Strength: Mn = 170825 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.33 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.72 in2 Controlling Reinforcing Steel: As-regd = 0.72 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in I-Jage 2a�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:40 PM LOADING DIAGRAM �8 in I 10 in t n n n n 3 in 3ft �-4 in I 10 in t i n n n T 3 in 3ft FOOTING LOADING Live Load: PL = 6943 lb Dead Load: PD = 4351 lb Total Load: PT = 11294 lb Ultimate Factored Load: Pu = 16330 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 725 lb Project: TRAVIS ALEXANDER ADDITION Location: H1-3 Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx6.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 13.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1235 Dead Load 0.02 in Total Load 0.08 IN L/892 Live Load Deflection Criteria: L/720 Total Load Deflection Criteria: L/720 REACTIONS A B Live Load 2767 lb 1800 lb Dead Load 2233 lb 693 lb Total Load 5000 lb 2493 lb Bearing Length 3.53 in 1.76 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 3740 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2493 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 44 in3 49.91 in3 Area (Shear): 24.93 in2 32.38 in2 Moment of Inertia (deflection): 186.38 in4 230.84 in4 Moment: 3740 ft-lb 4242 ft-lb Shear: -2493 lb 3238lb Page 3 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:40 PM UNIFORM LOADS Center Uniform Live Load 600 plf Uniform Dead Load 225 plf Beam Self Weight 6 plf Total Uniform Load 831 plf POINT LOADS - CENTER SPAN Load Number One Live Load 967 lb Dead Load 1540 lb Location 0 ft Project: TRAVIS ALEXANDER ADDITION Location: 132-7 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 8.75 IN x 18.0 IN x 23.5 FT 24F-V5 - Visually Graded Western Species - Dry Use Section Adequate By: 59.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.17 IN L/1651 Dead Load 0.66 in Total Load 0.83 IN L/339 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/120 REACTIONS A B Live Load 2115 lb 2115 lb Dead Load 8180 lb 8180 lb Total Load 10295 lb 10295 lb Bearing Length 1.81 in 1.81 in Span Length 23.5 Unbraced Length -Top 0 Unbraced Length -Bottom 23.5 Floor Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.66 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V5 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1600 Cd=0.90 Cv=0.90 Shear Stress: Fv = 215 Cd=0.90 Modulus of Elasticity: E = 1700 Comp. 1 to Grain: Fc -1= 650 Ad usted psi Controlled by: psi Fb' = 1944 psi psi Fv' = 194 psi ksi E' = 1700 ksi psi Fc -1' = 650 psi Controlling Moment: 48056 ft-lb 11.75 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: -8180 lb At right support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Reg'd Section Modulus: 296.62 in3 Area (Shear): 63.41 in2 Moment of Inertia (deflection): 1504.67 in4 Moment: 48056 ft-lb Shear: -8180 lb NOTES Provided 472.5 in3 157.5 in2 4252.5 in4 76551 ft-lb 20318 lb Page basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:41 PM FLOOR LOADING Center Floor Live Load FLL = 30 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 6 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 560 plf BEAM LOADING Center Reduced Floor Live Load 30 psf Total Live Load 180 plf Total Dead Load 662 plf Beam Self Weight 34 plf Total Load 876 plf Project: TRAVIS ALEXANDER ADDITION Location: RB-2 Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 12.0 IN x 7.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 559.1 % Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN L/5244 Dead Load 0.01 in Total Load 0.03 IN L/3322 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1289 lb 1289 lb Dead Load 745 lb 745 lb Total Load 2034 lb 2034 lb Bearing Length 0.57 in 0.57 in BEAM DATA Span Length 7.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. 1 to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 3815 ft-lb 3.75 ft from left support Created by combining all dead and live loads. Controlling Shear: -2034 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided Section Modulus: 16.59 in3 132 in3 Area (Shear): 10.01 in2 66 in2 Moment of Inertia (deflection): 57.21 in4 792 in4 Moment: 3815 ft-lb 30360 ft-lb Shear: -2034 lb 13409lb NOTES Page basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:41 PM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 12 psf Tributary Width: TW = 13.8 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 7.5 ft Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 344 plf Beam Uniform Dead Load: wD_adj = 199 plf Total Uniform Load: wT = 543 plf Project: TRAVIS ALEXANDER ADDITION Location: RR-1 Roof Rafter [2015 International Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 14.5 FT (13.5 + 1) @ 24 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 26.4% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.36 IN L/499 0.00 IN 2L/13454 Dead Load 0.19 in 0.00 in Total Load 0.56 IN L/326 0.00 IN 2L/Infinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 169 plf 338 lb Upper Dead Load @ A 90 plf 180 lb Upper Total Load @ A 259 plf 518 lb Lower Live Load @ B 195 plf 389 lb Lower Dead Load @ B 105 plf 209 lb Lower Total Load @ B 299 plf 598 lb RAFTER SUPPORT DATA A B Bearing Length 0.85 in 0.98 in Span Length 13.5 ft 1 ft Rafter Pitch 6 :12 Roof sheathing applied to top of joists -top of rafters fully braced Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1237 psi Cd=1.15 CF=1.10 Cr-1.15 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 1744 ft-lb 6.753 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -466 lb 13.416 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Reg'd Provided Section Modulus: 16.92 in3 21.39 in3 Area (Shear): 4.06 in2 13.88 in2 Moment of Inertia (deflection): 54.61 in4 98.93 in4 Moment: 1744 ft-lb 2204 ft-lb Shear: -466lb 1596lb Page 6 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:41 PM 13.5 ft RAFTER LOADING Uniform Roof Loading Roof Live Load: LL = 25 psf Roof Dead Load: DL = 12 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 15.09 ft Eave Span: L-Eave-adj = 1.12 ft Rafter Live Load: wL-adj = 40 plf Eave Live Load: wL-Eave-adj = 40 plf Rafter Dead Load: wD-adj = 21 plf Rafter Total Load: wT-adj = 61 plf Eave Total Load: wT-Eave-adj = 61 plf Project: TRAVIS ALEXANDER ADDITION Location: 1­12-1 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 5.125INx13.5INx16.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 29.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.07 IN L/2734 Dead Load 0.14 in Total Load 0.21 IN L/930 Live Load Deflection Criteria: L/720 Total Load Deflection Criteria: L/720 REACTIONS A B Live Load 322 lb 967 lb Dead Load 1182 lb 1546 lb Total Load 1504 lb 2513 lb Bearing Length 0.45 in 0.75 in Span Length 16 Unbraced Length -Top 0 Unbraced Length -Bottom 16 Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.14 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.00 Shear Stress: Fv = 265 Cd=1.00 Modulus of Elasticity: E = 1800 Comp. 1 to Grain: Fc -1= 650 Ad usted psi Controlled by: psi Fb' = 2400 psi psi Fv' = 265 psi ksi E' = 1800 ksi psi Fc -1' = 650 psi Controlling Moment: 9051 ft-lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2513 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 45.25 in3 155.67 in3 Area (Shear): 14.22 in2 69.19 in2 Moment of Inertia (deflection): 813.5 in4 1050.79 in4 Moment: 9051 ft-lb 31134 ft-lb Shear: -2513 lb 12223lb NOTES Page basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:41 PM FLOOR LOADING Center Floor Live Load FLL = 25 psf Floor Dead Load FDL = 12 psf Floor Tributary Width Side One TW1 = 0 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 110 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1289 lb Dead Load 728 lb Location 12 ft BEAM LOADING Center Reduced Floor Live Load 25 psf Total Live Load 0 plf Total Dead Load 110 plf Beam Self Weight 15 plf Total Load 125 plf Project: TRAVIS ALEXANDER ADDITION Location: RB-4 Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 13.5 IN x 22.25 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 4.8% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.66 IN L/403 Dead Load 0.40 in Total Load 1.06 IN L/252 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 2712 lb 2712 lb Dead Load 1634 lb 1634 lb Total Load 4346 lb 4346 lb Bearing Length 1.22 in 1.22 in BEAM DATA Span Length 22.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 6 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2693 psi Cd=1.15 Cv=0.98 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. 1 to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 24175 ft-lb 11.125 ft from left support Created by combining all dead and live loads. Controlling Shear: -4346 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided Section Modulus: 107.73 in3 167.06 in3 Area (Shear): 21.39 in2 74.25 in2 Moment of Inertia (deflection): 1075.61 in4 1127.67 in4 Moment: 24175 ft-lb 37490 ft-lb Shear: -4346 lb 15085lb NOTES Page 8 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:42 PM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 12 psf Tributary Width: TW = 9.8 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 22.25 ft Beam Self Weight: BSW = 16 plf Beam Uniform Live Load: wL = 244 plf Beam Uniform Dead Load: wD_adj = 147 plf Total Uniform Load: wT = 391 plf Project: TRAVIS ALEXANDER ADDITION Location: RR-2 Roof Rafter [2015 International Building Code(2012 NDS)] 1.5INx7.25INx11.0FT(10+1)@24O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 54.9% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.23 IN L/591 0.00 IN 2L/8588 Dead Load 0.12 in 0.00 in Total Load 0.35 IN L/388 0.00 IN 2L/Infinity Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 125 plf 250 lb Upper Dead Load @ A 67 plf 133 lb Upper Total Load @ A 192 plf 383 lb Lower Live Load @ B 152 plf 303 lb Lower Dead Load @ B 81 plf 162 lb Lower Total Load @ B 233 plf 465 lb RAFTER SUPPORT DATA A B Bearing Length 0.63 in 0.77 in Span Length 10 ft 1 ft Rafter Pitch 6 :12 Roof sheathing applied to top of joists -top of rafters fully braced Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1349 psi Cd=1.15 CF=1.20 Cr-1.15 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 954 ft-lb 5.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -347 lb 9.839 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Reg'd Provided Section Modulus: 8.48 in3 13.14 in3 Area (Shear): 3.02 in2 10.88 in2 Moment of Inertia (deflection): 22.11 in4 47.63 in4 Moment: 954 ft-lb 1477 ft-lb Shear: -347lb 1251 lb Page 9�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:42 PM LOADING DIAGRAM 10 ft 1 ft RAFTER LOADING Uniform Roof Loading Roof Live Load: LL = 25 psf Roof Dead Load: DL = 12 psf Slope Adjusted Spans And Loads Interior Span: L-adj = 11.18 ft Eave Span: L-Eave-adj = 1.12 ft Rafter Live Load: wL-adj = 40 plf Eave Live Load: wL-Eave-adj = 40 plf Rafter Dead Load: wD-adj = 21 plf Rafter Total Load: wT-adj = 61 plf Eave Total Load: wT-Eave-adj = 61 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-3 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 6.75INx12.0INx13.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 16.0% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.21 IN L/735 Dead Load 0.16 in Total Load 0.37 IN L/418 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 4158 lb 3141 lb Dead Load 3176 lb 2359 lb Total Load 7334 lb 5500 lb Bearing Length 1.67 in 1.25 in Span Length 13 Unbraced Length -Top 0 Unbraced Length -Bottom 13 Floor Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.16 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.15 Shear Stress: Fv = 265 Cd=1.15 Modulus of Elasticity: E = 1800 Comp. 1 to Grain: Fc -1= 650 Ad usted psi Controlled by: psi Fb' = 2760 psi psi Fv' = 305 psi ksi E' = 1800 ksi psi Fc -1' = 650 psi Controlling Moment: 21451 ft-lb 5.2 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 7334 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 93.27 in3 162 in3 Area (Shear): 36.1 in2 81 in2 Moment of Inertia (deflection): 837.7 in4 972 in4 Moment: 21451 ft-lb 37260 ft-lb Shear: 7334 lb 16457lb NOTES Page 0 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:43 PM FLOOR LOADING Center Floor Live Load FLL = 30 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 13.5 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 80 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2034 lb Dead Load 1634 lb Location 3.25 ft BEAM LOADING Center Reduced Floor Live Load 30 psf Total Live Load 405 plf Total Dead Load 283 plf Beam Self Weight 18 plf Total Load 705 plf Project: TRAVIS ALEXANDER ADDITION Location: 1­11-1 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.125INx7.5INx4.0FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 16.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.04 IN L/1270 Dead Load 0.03 in Total Load 0.07 IN L/704 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 2248 lb 1463 lb Dead Load 1825 lb 1235 lb Total Load 4073 lb 2698 lb Bearing Length 2.01 in 1.33 in Span Length Unbraced Length -Top Unbraced Length -Bottom Floor Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.03 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1850 Cd=1.15 Shear Stress: Fv = 265 Cd=1.15 Modulus of Elasticity: E = 1800 Comp. 1 to Grain: Fc -1= 650 Ad usted psi Controlled by: psi Fb' = 2760 psi psi Fv' = 305 psi ksi E' = 1800 ksi psi Fc -1' = 650 psi Controlling Moment: 5714 ft-lb 1.52 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4073 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reg'd Provided Section Modulus: 24.84 in3 29.3 in3 Area (Shear): 20.05 in2 23.44 in2 Moment of Inertia (deflection): 56.14 in4 109.86 in4 Moment: 5714 ft-lb 6738 ft-lb Shear: 4073 lb 4762lb NOTES Page 1�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:43 PM FLOOR LOADING Center Floor Live Load FLL = 19 psf Floor Dead Load FDL = 12 psf Floor Tributary Width Side One TW1 = 7.5 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 80 plf POINT LOADS - CENTER SPAN Load Number One Live Load 3141 lb Dead Load 2359 lb Location 1.5 ft BEAM LOADING Center Reduced Floor Live Load 19 psf Total Live Load 143 plf Total Dead Load 170 plf Beam Self Weight 5 plf Total Load 318 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-4 Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 7.0INx9.25INx12.5FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 3.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.28 IN L/527 Dead Load 0.12 in Total Load 0.40 IN L/372 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 2785 lb 2928 lb Dead Load 1175 lb 1228 lb Total Load 3960 lb 4156 lb Bearing Length 0.75 in 0.79 in BEAM DATA Center Span Length 12.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 12.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2985 psi Cd=1.00 CF=1.03 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc -1= 750 psi Fc - L' = 750 psi Controlling Moment: 13359 ft-lb 6.12 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4156 lb 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 53.7 in3 99.82 in3 Area (Shear): 21.49 in2 64.75 in2 Moment of Inertia (deflection): 447.3 in4 461.68 in4 Moment: 13359 ft-lb 24832 ft-lb Shear:-4156 lb 12518lb Page basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:43 PM UNIFORM LOADS Center Uniform Live Load 255 plf Uniform Dead Load 96 plf Beam Self Weight 20 plf Total Uniform Load 371 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 100 plf 200 plf Left Dead Load 38 plf 75 plf Right Live Load 100 plf 200 plf Right Dead Load 38 plf 75 plf Load Start 0 ft 3 ft Load End 6.25 ft 12.5 ft Load Length 6.25 ft 9.5 ft Project: TRAVIS ALEXANDER ADDITION Location: H1-2 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx3.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 35.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/3796 Dead Load 0.00 in Total Load 0.01 IN L/2667 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1464 lb 1464 lb Dead Load 623 lb 623 lb Total Load 2087 lb 2087 lb Bearing Length 1.47 in 1.47 in BEAM DATA Center Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 3 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 3124 ft-lb 1.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2087 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 36.75 in3 49.91 in3 Area (Shear): 20.87 in2 32.38 in2 Moment of Inertia (deflection): 31.16 in4 230.84 in4 Moment: 3124 ft-lb 4242 ft-lb Shear:-2087 lb 3238lb Page 3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:43 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 0 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2928 lb Dead Load 1228 lb Location 1.5 ft BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 0 plf Total Dead Load 0 plf Beam Self Weight 6 plf Total Load 6 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-5 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 7.0INx9.25INx13.0FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 0.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.31 IN L/510 Dead Load 0.13 in Total Load 0.44 IN L/359 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/358 REACTIONS A B Live Load 2860 lb 2860 lb Dead Load 1204 lb 1204 lb Total Load 4064 lb 4064 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center Span Length 13 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 13 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2985 psi Cd=1.00 CF=1.03 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc -1= 750 psi Fc - L' = 750 psi Controlling Moment: 13208 ft-lb 6.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4064 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 53.1 in3 99.82 in3 Area (Shear): 21.02 in2 64.75 in2 Moment of Inertia (deflection): 460.95 in4 461.68 in4 Moment: 13208 ft-lb 24832 ft-lb Shear:-4064 lb 12518lb Page 4�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:44 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 11 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 440 plf Total Dead Load 165 plf Beam Self Weight 20 plf Total Load 625 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-6 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 68.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/1772 Dead Load 0.02 in Total Load 0.06 IN L/1274 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1156 lb 1156 lb Dead Load 452 lb 452 lb Total Load 1608 lb 1608 lb Bearing Length 1.13 in 1.13 in BEAM DATA Center Span Length 6.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.25 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 2514 ft-lb 3.12 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1609 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 29.57 in3 49.91 in3 Area (Shear): 16.09 in2 32.38 in2 Moment of Inertia (deflection): 65.25 in4 230.84 in4 Moment: 2514 ft-lb 4242 ft-lb Shear: 1609lb 3238lb Page 5�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:44 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 9.3 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 370 plf Total Dead Load 139 plf Beam Self Weight 6 plf Total Load 515 plf Project: TRAVIS ALEXANDER ADDITION Location: FRB-3 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 2 ft Effective Depth to Top Layer of Steel: d = 14.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 875 psf Effective Allowable Soil Bearing Pressure: Qe = 1275 psf Required Footing Area: Areq = 2.16 sf Area Provided: A = 3.14 sf Baseplate Bearing: Bearing Required: Bear = 3820 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 22732 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 81 in Punching Shear: Vu2 = 357 lb Allowable Punching Shear (ACI 11-35): vc2-a = 259706 lb Allowable Punching Shear (ACI 11-36): vc2-b = 391163 lb Allowable Punching Shear (ACI 11-37): vc2-c = 173138 lb Controlling Allowable Punching Shear: vc2 = 173138 lb Bending Calculations: Factored Moment: Mu = 10156 in -lb Nominal Moment Strength: Mn = 392889 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.69 in Steel Required Based on Moment: As(1) = 0.02 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.77 in2 Controlling Reinforcing Steel: As-regd = 0.77 in2 Selected Reinforcement: #4's @ 4.9 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. age 6a�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:44 PM LOADING DIAGRAM �8in� 18 in n n n n T 3 in L 2 ft FOOTING LOADING Live Load: PL = 1300 lb Dead Load: PD = 1450 lb Total Load: PT = 2750 lb Ultimate Factored Load: Pu = 3820 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 456 lb Project: TRAVIS ALEXANDER ADDITION Location: FDB-1 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 2 ft Effective Depth to Top Layer of Steel: d = 14.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 1235 psf Effective Allowable Soil Bearing Pressure: Qe = 1275 psf Required Footing Area: Areq = 3.04 sf Area Provided: A = 3.14 sf Baseplate Bearing: Bearing Required: Bear = 5968 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 22732 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 73 in Punching Shear: Vu2 = 1574 lb Allowable Punching Shear (ACI 11-35): vc2-a = 234056 lb Allowable Punching Shear (ACI 11-36): vc2-b = 382613 lb Allowable Punching Shear (ACI 11-37): vc2-c = 156038 lb Controlling Allowable Punching Shear: vc2 = 156038 lb Bending Calculations: Factored Moment: Mu = 15867 in -lb Nominal Moment Strength: Mn = 392889 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.69 in Steel Required Based on Moment: As(1) = 0.03 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.77 in2 Controlling Reinforcing Steel: As-regd = 0.77 in2 Selected Reinforcement: #4's @ 4.9 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 7.63 in Note: Plain concrete adequate for bending, therefore adequate development length not required. age 7a�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4.27:44 PM LOADING DIAGRAM 18 in n n n n T 3 in L 2 ft FOOTING LOADING Live Load: PL = 3280 lb Dead Load: PD = 600 lb Total Load: PT = 3880 lb Ultimate Factored Load: Pu = 5968 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 456 lb Project: TRAVIS ALEXANDER ADDITION Location: F132-5-6 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.25 FT x 2.25 FT x 10.00 IN Reinforcement: #4 Bars @ 10.00 IN. O.C. E/W / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2.25 ft Length: L = 2.25 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 1129 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 4.16 sf Area Provided: A = 5.06 sf Baseplate Bearing: Bearing Required: Bear = 8466 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 2273 lb Allowable Beam Shear: Vc1 = 12656 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 7246 lb Allowable Punching Shear (ACI 11-35): vc2-a = 57656 lb Allowable Punching Shear (ACI 11-36): vc2-b = 77813 lb Allowable Punching Shear (ACI 11-37): vc2-c = 38438 lb Controlling Allowable Punching Shear: vc2 = 38438 lb Bending Calculations: Factored Moment: Mu = 28571 in -lb Nominal Moment Strength: Mn = 128119 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.13 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.54 in2 Controlling Reinforcing Steel: As-reqd = 0.54 in2 Selected Reinforcement: #4's @ 10.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 10.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. age 8 ra�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:45 PM LOADING DIAGRAM �--4 in 10 in T 3 in t —L 2.25 ft FOOTING LOADING Live Load: PL = 4016 lb Dead Load: PD = 1700 lb Total Load: PT = 5716 lb Ultimate Factored Load: Pu = 8466 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 408 lb Project: TRAVIS ALEXANDER ADDITION Location: FB2-3-4 Footing [2015 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 8 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure. Qu = 1255 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 8.21 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 16330 lb Allowable Bearing: Bear -A = 88400 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 5330 lb Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 14490 lb Allowable Punching Shear (ACI 11-35): vc2-a = 45938 lb Allowable Punching Shear (ACI 11-36): vc2-b = 81563 lb Allowable Punching Shear (ACI 11-37): vc2-c = 45938 lb Controlling Allowable Punching Shear: vc2 = 45938 lb Bending Calculations: Factored Moment: Mu = 73485 in -lb Nominal Moment Strength: Mn = 170825 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.33 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.72 in2 Controlling Reinforcing Steel: As-regd = 0.72 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in age 9a�3 basri b2 Engineers 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:45 PM LOADING DIAGRAM �8 in I 10 in t n n n n 3 in 3ft �-4 in I 10 in t i n n n T 3 in 3ft FOOTING LOADING Live Load: PL = 6943 lb Dead Load: PD = 4351 lb Total Load: PT = 11294 lb Ultimate Factored Load: Pu = 16330 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 725 lb Project: TRAVIS ALEXANDER ADDITION Location: H1-3 Multi -Loaded Multi -Span Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx6.0FT #2 - Hem -Fir - Dry Use Section Adequate By: 13.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN L/1235 Dead Load 0.02 in Total Load 0.08 IN L/892 Live Load Deflection Criteria: L/720 Total Load Deflection Criteria: L/720 REACTIONS A B Live Load 2767 lb 1800 lb Dead Load 2233 lb 693 lb Total Load 5000 lb 2493 lb Bearing Length 3.53 in 1.76 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 3740 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2493 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 44 in3 49.91 in3 Area (Shear): 24.93 in2 32.38 in2 Moment of Inertia (deflection): 186.38 in4 230.84 in4 Moment: 3740 ft-lb 4242 ft-lb Shear: -2493 lb 3238lb Page 4 0 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:45 PM UNIFORM LOADS Center Uniform Live Load 600 plf Uniform Dead Load 225 plf Beam Self Weight 6 plf Total Uniform Load 831 plf POINT LOADS - CENTER SPAN Load Number One Live Load 967 lb Dead Load 1540 lb Location 0 ft Project: TRAVIS ALEXANDER ADDITION Location: 132-7 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 8.75 IN x 18.0 IN x 23.5 FT 24F-V5 - Visually Graded Western Species - Dry Use Section Adequate By: 59.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.17 IN L/1651 Dead Load 0.66 in Total Load 0.83 IN L/339 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/120 REACTIONS A B Live Load 2115 lb 2115 lb Dead Load 8180 lb 8180 lb Total Load 10295 lb 10295 lb Bearing Length 1.81 in 1.81 in Span Length 23.5 Unbraced Length -Top 0 Unbraced Length -Bottom 23.5 Floor Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.66 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V5 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 Fb_cmpr = 1600 Cd=0.90 Cv=0.90 Shear Stress: Fv = 215 Cd=0.90 Modulus of Elasticity: E = 1700 Comp. 1 to Grain: Fc -1= 650 Ad usted psi Controlled by: psi Fb' = 1944 psi psi Fv' = 194 psi ksi E' = 1700 ksi psi Fc -1' = 650 psi Controlling Moment: 48056 ft-lb 11.75 Ft from left support of span 2 (Center Span) Created by dead loads only on all span(s). Controlling Shear: -8180 lb At right support of span 2 (Center Span) Created by dead loads only on all span(s). Comparisons with required sections: Reg'd Section Modulus: 296.62 in3 Area (Shear): 63.41 in2 Moment of Inertia (deflection): 1504.67 in4 Moment: 48056 ft-lb Shear: -8180 lb NOTES Provided 472.5 in3 157.5 in2 4252.5 in4 76551 ft-lb 20318 lb Page 41 ��3 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:45 PM FLOOR LOADING Center Floor Live Load FLL = 30 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 6 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 560 plf BEAM LOADING Center Reduced Floor Live Load 30 psf Total Live Load 180 plf Total Dead Load 662 plf Beam Self Weight 34 plf Total Load 876 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-5 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 7.0INx9.25INx13.0FT 2.0E Parallam - iLevel Trus Joist Section Adequate By: 0.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.31 IN L/510 Dead Load 0.13 in Total Load 0.44 IN L/359 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/358 REACTIONS A B Live Load 2860 lb 2860 lb Dead Load 1204 lb 1204 lb Total Load 4064 lb 4064 lb Bearing Length 0.77 in 0.77 in BEAM DATA Center Span Length 13 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 13 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES 2.0E Parallam - iLevel Trus Joist Base Values Adjusted Bending Stress: Fb = 2900 psi Fb' = 2985 psi Cd=1.00 CF=1.03 Shear Stress: Fv = 290 psi Fv' = 290 psi Cd=1.00 Modulus of Elasticity: E = 2000 ksi E' = 2000 ksi Comp. 1 to Grain: Fc -1= 750 psi Fc - L' = 750 psi Controlling Moment: 13208 ft-lb 6.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4064 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 53.1 in3 99.82 in3 Area (Shear): 21.02 in2 64.75 in2 Moment of Inertia (deflection): 460.95 in4 461.68 in4 Moment: 13208 ft-lb 24832 ft-lb Shear:-4064 lb 12518lb Page 4 2 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:46 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 11 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 440 plf Total Dead Load 165 plf Beam Self Weight 20 plf Total Load 625 plf Project: TRAVIS ALEXANDER ADDITION Location: 132-6 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 6.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 68.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/1772 Dead Load 0.02 in Total Load 0.06 IN L/1274 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1156 lb 1156 lb Dead Load 452 lb 452 lb Total Load 1608 lb 1608 lb Bearing Length 1.13 in 1.13 in BEAM DATA Center Span Length 6.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.25 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. 1 to Grain: Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 2514 ft-lb 3.12 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1609 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 29.57 in3 49.91 in3 Area (Shear): 16.09 in2 32.38 in2 Moment of Inertia (deflection): 65.25 in4 230.84 in4 Moment: 2514 ft-lb 4242 ft-lb Shear: 1609lb 3238lb Page 4 3 basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 3/25/2021 4:27:46 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width Side One TW1 = 9.3 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 370 plf Total Dead Load 139 plf Beam Self Weight 6 plf Total Load 515 plf