3815 SHORE AVE 2020-05-20 - Laserfiche WebLink

r M=" Client: New West Development Date: 10/24/2018 Page 1 of 2 iSL��S gn, Project Kennedy Residence Designer Mark McLain J(,j Address: 3815 Shore Ave.Everett,WA. Job Name: CCaaae New West Devetopmem-Kornedy Residonco Project#: CC8889 U18 2.0E Rigidlam LVL 5.250" X 11.875" Level:Level Hole check, no repair required: 2 5 6 4 j Iiii 0 0 0 00 0 0 0 0 • 11 /8" s 1 D Fir 2 D.Fir / 8,8., / t '15 1/4" / 8'8" / Member Information Reactions UNPATTERNED lb(Uplift) Type: Girder Application: Floor Brg Live Dead Snow Wind Const Plies: 1 Design Method: ASD 1 4290 3646 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1531 1417 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 240 Deck: Not Checked Importance: Normal Temperature: Temp<=100°F General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 10 PSF 1-D.Fir 5.500" 44% 3646/4290 7937 L D+L 2-D.Fir 5.500" 16% 1417/1531 2948 L D+L Analysis Results Hole Analysis Hole number Analysis Actual Location Allowed Capacity Comb. Case Moment 4071 ft-lb 42" 23924 ft-lb 0.170(17%)D+L L Holes Location Size Ratio Actual Allowed Shear H1'8" 1 O 0.157 6732 Unbraced 4071 ft-lb 4'2" 23633 ft-lb 0.172(17%)D+L L Moment Orr 0.128 3012 ft-lb 23520 ft-lb Shear 2413 lb 1'4 5/8" 12053 lb 0.200(20%)D+L L LL Defl inch 0.017(L/5605) 4'2" 0.197(L/480) 0.090(9%) L L Shear H2' 2 1" 0.093 941 10109 TL Dell inch 0.030(L/3163) 3'4" 0.394(L/240) 0.080(8%) D+L L Moment 6rr 0.139 3295 ft-lb 23633 ft-lb Shear H2'8" it 3 1" 0.071 718 10109 Design Notes Moment 3 0.158 3733 ft-lb 23633 ft-lb Design Notes Shear H2'11" 4 1" 0.063 635 10109 1 Holes in LVL are in accordance with APA Form No.EWS G535,Figure 2. u 2 Girders are designed to be supported on the bottom edge•. Moment 3 0.163 3852 ft-lb 23633 ft-Ib 3 Top braced at bearings. " t..1 tt�� Shear H3'2" 5 1" r r 553 10109 4 Bottom braced at bearings. ,,, `7 ,, Moment 2" • 0.167 3947 ft-lb 23633 ft-lb �. .-' t 1NxSuj i#'`w�'' / �i,a� ?P� Shear H3'4" rr 6 1" 0.048) 499 10109 {� s "4-.'' » Moment 0.169 3996 ft-lb 23633 ft-Ib ' CC Shear H3'7" 7 1" 0.041 418 10109 9,4)5 Lt P t' Moment 7n 0.171 4048 ft-Ib 23633 ft-lb . re ldl C) Shear H4'2" 3rf 8 1" 0.031 311 10109 Moment 0.172 4071 ft-lb 23633 ft-lb k 61,,,s,..„''''''''- '•- •Digitally sealed Shear H4'5" air 9 1" 0.039 389 10109 Oct 25,2018 Moment 0.171 4037 ft-lb 23633 ft-lb Certification is to verify the joist/beam/truss to carry the loads " shown and/or for repair design.The applied loads, Shear 114'8" n O 1" 0.047 470 10109 dimensions,and field conditions info was provided by others. Moment 1 1 0.168 3977 ft-lb 23633 ft-lb The loads and dimensions must be verified and approved for the specific application by the project design professional. Shear H5'7" 311 11 1" 0.078 792 10109 Moment 0 1a9 2c97 ft-I1, 92F.22 ff_Ih Notes chemicals 6.For net roots provide pr aper Man facturer Info Cscade Capital ponding S°FtiL f m prey f95'10" 1 1" Q D t,East F stf WA. 10109 Calculated Structured Designs is responsible only of the Handling&Installation Roseburg Forest Produc A structural adequacy of the component based on the 1.LVL beams must not be cut orddlled Moment 4500 Riddle By-pass Rd 01g213339ft-lb 23633 ft-lb design criteria and loadings shown. It is the a Refer to manufacturer's product Information responsibility of the customer antler the contractor to regarding installation requirements, multi-ply Rid 97489 j253)503-8097 ensure the component suitability of the intended fastening details,beam strength values,and code Horizontal loca.ity �g to center application,and to verify the dimensions and loads. apprOvalB Lumber 3.Damaged Beams must not he used APA'PR-L289, Pm 1.Dry service conditions,unless noted otherwise 4.Design assumes top edge is laterally restrained APA:PR-L289,PR-L27o.ICC-ES: 2.LVL not t0 be treated with fire retardant or corrosive 5.Provide lateral support at bearing points to avoid ESR-1210 U 1 8 S h! J lateral displacement and rotation This design is valid until 7/10/2021 Version 18.40.162 Powered by iStructT" /4