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Plans (46) r -2, 1 j c> DK ki. !'Yl e reSAar't C f CITY OF TIGARD Approved by Planning fig 1 /Date: ►� ► • i `" t c � %i�j Initials: A i ' I S27 3 1 N5, 53' 2S' SSL 1 CITE' OF TI+ ARD , Approved. J' Conditionally Approved, E ] See Letter to:Fol low t I Atte ched... .. J Permit Number: `jL ;a0/1.4 ,LA-0iC Address:h dl7U SW M6 s'rc , 5 6&,,e6 2. _5-"//q f/t-7.0-- VIC .z-- '''' 'A I Silt C. xe, oryrrE copy"` 6Q' l''''i1 N fi ip . _ 4,„ _ : , 0 1 s 1 1 1(it `�I�8 p 4- BGI le..w k X" L i J C 1 I " _ / 1 � �., ,/�..-. 6 ' f. 1" : / , 5fn%e5 44- 30° 4/c 30° 4/c . 2-1,-$ pi- LI 4-Qj p t ..y„. ti 1`` = / ' Flan-71 T/, 44) Sherman Engineering, Inc. 3/5/ NE Sandy Blvd. Ste. /00, Portland, OR 97232 (503)230-8876 Ph (503)226-4745 Pax 1 BAI-IRS DECK 12 170 SW Merestone Ct. r Tigard, Or. 97223 �` ,5 PROFFs � ,t,GINE0 S February 12, 2014 (111": s'. 111::16 \' I� ' OR For: Rick's Custom Fencing and Decks ooflb 4,p 10'1R P`' 4543 SE Tualatin Valley Hwy sHE Hillsboro, OR 97 123EXPIRES: 6/30/i Subject: Sheet No. Footings: FD I Framing: DF I DJ I Beams DB I Details D I -D2 02/10/2014 08:15 5036486397 RICKS CUSTOM FENCING PAGE 03 I I i f 1 ` 41 "\ . I // i it / t ''r/ . -7‘'i x I 7 ., / . lit i . 11.1. /7 `. '° „'/ " '.---,r2. N1 I.,t\ \\ 4 ! \ 1 a N •7 N n f I N\ , 1 ....,.. ,-.. 0 :: L _ „ L. D''' .. x ----- I N('V).4:)\ Q1 4 f-- N[ N[ t 1 . SHERMAN ENGINEERING, INC. 3151 NE SANDY BLVD.ROMANO,OR 41232 ( 03) 226-4145 FAX (503)230-3816 PHONE • PT 4x4 HF POST FINISH 6RADE e4 xi d e d . c •4 • NEW GONG FOOTING , �1• • i 12" 5G1. INVERTED GONG PEIR DI FOUNDATION DETAIL SCALE: 1" - ILO" 5HERMAN ENGINEERING,', INC. AE.54N057E 0R 97232 0003).225-4745 FAX X 0003)2304876 PHONE • • 4X4 RAIL POST &'—O" MAX DEGK'G PER PLAN USE OVERSIZED WASHER I " DIA. ►11110 1► 1110071 .1111M c\V (2) 2X8 FLR J5T5 MIN 2X CONT RIM BD DTT2Z RAIL POST BRACKETS TOP $ BOT A5 SHOWN D2 RAIL POST/DECK CONN RAILPOST HDU2 SCALE: I' = I'—O" 5ERHAN ENGINEERING, INC. NSAE 54NOY BIM.STE!cq PaenAnv,Qe 4= 226-4745 FAX (503)250-86676 PHONE 1T_zz• EXIST WALL SHTG 4 SIDING DECK FASTENER INTO LEDGER 4 J5T EACH BD FLASH BEHIND SIDINGN PT 2X8 LEDGER W/(2) 16d 0 16" D.G. 4 SDS25x4" WOOD SCREWS® 48"O.0 IZ-2x6 DECKING W/ I6d EACH BOARD TO LEDGER i ' v• Ilii• 71. Jr II r ' I\_1-• DECK JST PER PLAN • W/LUS2 HNGRS TO ' LEDGER 2x STUD WALL® 16" O.C. > • • 2x DIAD BRAG'G W/ ' (2) 16d EA JST 4 A35 TIE TO RIM JST(OR TOP PL) D3 DECK JOIST/WALL CONNECTION FIrS2A dck-IO' SPAN SCALE= I" = I'-O" SHL '�1,4N ENGINEER/NG INC AE ,'WW2 57E 104 PORTLAND,OR MS2 226-4745 FAX 023J 23exotro mole • END DECK POST- HANDRAIL ON TOP CONN W/3/8"LAG OF POSTS PER PLAN SCREWS TO DBL JST 1.111. 0 _ MITRE CORNER 8 E: CONN W/3"DECK SCREW EACH WAY DECK FRAMING BELOW PER PLAN CONN OUTSIDE END POST W/Druz HARDWARE PLAN VIEI" 2x TOP RAIL W/(2) 1/4" LAG SCREW TO POST ir►_ •`t 4X4 ®S-O"PMAAXC f � DECK'G PER PLAN USE OVERSIZED swam! WASHER I " DIA. ME1►. ill AA = { DECK JOIST - PER PLAN - 2X STRINGER PER PLAN • (2) 2XBLKGW/ LUS26-2 HNGRS (2) DTT2Z HOEDOWN TOP 4 EOT AS SHOWN D4 RAIL POST RAILPOST PHD2 SCALE: r = I1-0" C,-LetJ L 77045 P 2�t2•t`I Pr4, l I :x C��IG• �eipTiN47 SHERMAN ENGINEER/NG, INC. 3/5/ NC5andyBlvd. 5te. /00 Portland, OR 97232 JOB: Bahrs Residence DF 1 CLIENT: Rides Custom Fence and Decking 2/11/2014 JML • �>=r_K i FUER Loading: DL psf LL psf Total psf 10 40 I 50 Tributary: 1 3 Ift 3lft x 50 psf = 150 plf 150Iplf x I 1.33Ift = 199.5 # • V 16d= 139 # USE: 1 99.5 = 1.441 (2)I I Gd NAILS @ I G"O.C. 139 Seismic: 5d, = 0.73 R = 6.5 V = I . R. W = ' 0. 135 W Load: 51psf x ( 7.5 1 x 1 7.25 1 = 0.271875.11aps VW = 0. 13 x 0.27 = 0.04 kips Lag Bolts: V 1/4"SDS SCREW 340 # = 340 W 1/4°505 SCREW: 340 # x 3° = 1020 V Governs: 0.04 / 0.34 0.11 0.11 = (1)11/4"SDS SCREWS 1 LUSE 2x LEDGER WI (2) I Gd NAILS @ I G°O.C. AND (I) 1/4*505 SCREWS 4'O.C. • SHERMAN ENGINEERING,INC. Vv I 3151 NE SANDY BLVD 2-'1141 BeamChek v2007 licensed to:Sherman Engineering,Inc. Reg#7992-66413 Bahrs Residence Deck Joist DJ1 Prepared by:JML Date:2/11/14 Selection PT2x8 HF#2.16Inoc Lu=1.0Ft Lu©OH=0.0Ft Conditions NDS 2005,Overhang,Repetitive Use,Incised Min Bearing Area R1=0.5 in2 R2=0.7 in' (1.5)DL Deli= 0.01 in. Data Beam Span 6.5 ft Reaction 1 LL 169# Reaction 2 LL /231# Beam Wt per ft 0# Reaction 1 TL 212# Reaction 2 TL ! 288# Bm Wt Included 0# Maximum V 222# Overhang Length i, 1. Max Moment 336'# Max V(Reduced) 182# Total Beam Length ` .5 ft TL Max Defl L/240 TL Actual Defl L/>1000 OH TL Actual Defl L/<-1000 LL Max Dell L/360 LLActual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 13.14 10.88 0.05 0.03 -0.02 -0.02 Critical 4.33 2.27 0.33 0.22 0.10 0.07 Status OK OK OK OK OK OK Ratio" 33% 21% 14% 16% 24% 26% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 931 120 1.2 405 Adiustments CF Size Factor 1.200 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 CI Stability 0.9921 Rb=8.92 Le=2.06 Ft CI Stability 0 OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL:67 =A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 1 53 K=67 (OH) 0 1.0 1 Uniform Load A K R.Z . R2=288 BACKSPAN=6.5 FT OH=1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. SHERMAN ENGINEERING,INC. t I I 3151 NE SANDY BLVD Z' a.(f BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-66413 Bahrs Residence Deck Beam DB1 Prepared by:JML Date:2/13/14 Selection 4x 8 HF#2 Lu=1.5 Ft Lu @OH=0.O Ft Conditions NDS 2005,Overhang Min Bearing Area R1=2.0 in2 R2=3.0 in2 (1.5)DL Defl= 0.03 in. Data Beam Span 7.5 ft Reaction 1 LL 626# Reaction 2 LL 940# Beam Wt per ft 6.17# Reaction 1 TL 803# Reaction 2 TL 1205# Bm Wt Included 55# Maximum V 870# Overhang Length 1.5 ft Max Moment 1445'# Max V(Reduced) 736# Total Beam Length 9.0 ft TL Max Defl L/240 TL Actual Defl L/818 OH TL Actual Defl L/495 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/701 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 30.66 25.38 0.11 0.08 -0.07 -0.05 Critical 15.73 7.36 0.38 0.25 0.15 0.10 Status OK OK OK OK OK OK Ratio 51% 29% 29% 31% 49% 51% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1103 150 1.3 405 Adjustments 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 0.9978 Rb=4.68 Le=3.09 Ft CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 174 Uniform TL:217 =A (Uniform Ld on Backspan) I Par Unif LL Par Unif TL Start End 174 K=217 (OH) 0 1.5 Uniform Load A I K I R1 =803 R2=1205 BACKSPAN=7.5 FT OH=1.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2.