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Sherman Engineering, Inc. 141 0 NW Kearney St., Portland, OR 97209 don @,shermanengneers.com (503) 230 -8876 Ph (503) 226 -4745 Fax ∎ 1 . CEl V ED JUL 13 2010 CITY OF TIGARD BUILDING DIVISION STONE DECK i ROOF 1 2825 Morningstar Tigard, OR 97223 ! PROiti \a \\ ,E1dehi f .. b July 2, 2010 �� T. p 4 For: , " `.• A -Mark Construction Ittylo.vt t. � Portland, OR !' P 8 Fi 2 � ' f (503) 522 -9995 WpM& ,- AMark 123 @msn.com Subject: Sheet No. Framing: FR I -FR2 Deck DJ I , D5 I Roof RF I , RB I Details D I -D4 CITWIETIGARD Approved Conditionally Approved... [ l See Letter to: Follow,.„...., [ A •ched Permit Number . 1V' f 1 4 Add rt MIMII By: - v, Date: WA _ 90 OFFICE COPY OP E 05 °21'3 20 90 e 9S'4 L S 05'21' 31' h .4 1,94.00 S ! 90.31' t o i ." 6 84212"" 1 "'"'"*..a.R , W "'� // I O i O N p M �D CO '^ Z in ' t0 Z O VI vi) � Q—� N , SB'64 r N W 4 , ao c L 'O cv ,19 B4 O O c M .60� r o i eb.LO S ' gB0,6G90 v ,Ll' f' ' ,91' ,Z9'64 cn 1 ; �; 1 VI ji w Vi el 0 Z c o) 1___L._........,__ ■ g 9 .6* c it 1 J t °d v � - n q �+ +e ® p a - s ,: ,;. r ; .�t 1 441'� , r �2.:; , :- : CITY OF TIGARD - SITE PLAN REVIEW ..... — . _ _ . . /_)/1_,DING PERMIT NO.: / /O (lir_ PLANNING DIVISION: RequiT_1t • . A , pp ,0 Not Approved .. .. .• ; ; i>. ..., ____ . Rear: 6 ___ ... / - • .4 , : - ,-:: • .1c,.. .i." Approvcd N f j t-,, Approve:1 \::,.:.,.. . . ..., - ,I: .!.o HeiLht. .,a2.... feet D Yes 1:1 No 0 Receivi:..(1 Led D V 1_( .....:......... ENZ7iA EPARTMENT: Actual S)ope:% in Approved 0 Not Approved Site PI • A: / ra,Approved 0 ot, pproved B : ,i Date: if + /0 Notes: qi0.6..-e_tep_ 614&bv kfl Crnif Or! TIGARD - SITE PLAN ' BUILDING PERMIT NO: = l'a — • 7 Street Trees: 13coProved 0 - No Approved • Protected Trees: 1 a Approved It Net Approved . .._ Note: ---, ,- -, ,L. c. '2— — .-- • •---, L G — CL - _ t . ( cl.) :4-- b.0 •-._ , cd 0-1 • CV . . . . • i . . . . '..' i-C-_-:-, :-...., ,:., :';::' E. ., t 6, e . , c: -:....) ;::: ,•• --,_ in . ; i • • c•-• __. . .. .. . _ . i. ; . g -, -, .il'i _ . • . . ,. ri NI . :., . • ''', :' ' . ‘1 .. Cr) '1 . .. ...1 _ 1 rA ! t ; : (13 I ' t:. ; 1.4 1 • . . . •,- . L, . 1 4 ..., ovell-*6 121 ftefFs Now) ,! - .: 1 i '', t4rp FT- , ,..,f. i‘,..:,.. . CZ , .... 4 . ?. fr., , 14 - I t 17 I t _ , - -- , 4 -- ---------- " : \ ■__..- r , ( ..-7. .-:' Pil as* /-:."2; z... :•-•1 . . 15%u - . . E ..4 til . • :. . i ii " VC - ) .. • . . . . . I.. 10 . 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CT , 0 .. N 0.) bf) ctt . . . . , ...-----------------7---7--------77-7"."-- _ • • . 2 . • 5.,-01.1,....„ Res 10-,..p,x.e._ ze . • • . • . eosrp..4., 2.x,...80E.t, • 65_7o.. . . . • 1..pac • ........4. .... -C,4(4..mr46, • . • - A . • 51 _::::— 1 .... --______________. 1 .-1,1 . . . • ,.... _ _ ' • ki ‘3 tpc...., ,..., ____. • . . . ...,-,,„..4„..,2 ,i .. , / ' ,,,, •.... • _... . . , ti :. z, ,.., . • c 1 1 ...■ Poi • .....,...~...*•–•—• –.• ........./ . )pl :* • • ) . . . . . 1. 4 t i' . • a c?z ..* . t . - . .. ..f ' • A • . . . . . ...7- ... ig.orr....301 40 e10 13€4,-1 • . • c .-•-•:" 'AR • • ep - 6 - 4tit"2 -, :iG - W - 7 --- ; - 1" - •;7 - 3 - F i • i ex067 404, '?I as-r • --- rm 37 As.Ado.- '—L...1—...,..... J__ I . .....t • . I , ... • . . . /2?- 2-1/2: . 2 I , , -) if . • • /4/1.-.-1" . • • . .. .. . . . . • • . . . .. , • . • k_____ SHERMAN ENS I NEERI NG, I NG. 1410 1414 KEARNEY, #511, PORTLAND, OR X17209 (503) 226 -4745 FAX (503) 230 -8b76 PHONE • • V P.T. POST IN/ ABE BASE ) t _� o 0 ..moo GONG PIER DECK FTG ) = dJ . 0 \. PER PLAN ,I, ... ( ) co\c PIER FTC /POST GO��.�� fndPR7 SGAL) =: I" = I' -O" SHERMAN ENGINEERIN&, ING 1410 Nw KEARNEY, * PORTLAND, OR 9 1209 (5O3) 226 -4145 FAX (503) 230 -5816 PHONE 160 @ 8" O.G. WALL SHTG PER SGHED I PT 2X LEDGER W/ (3) Ibd @ IS O.G. 4 3/8 "x4" LAG BOLTS @ 45" O.G. FLR SHTG PER PLAN I i W 2X5 DECKING M1 L Lu p i R ► 1110.--11 ► I 1 L 2X FLR J5T5 PER PLAN 2x STUD NALL ®Ib" O.G. 1 il i DECK JST PER PLAN — W/ L1)52 HNGRS TO LEDGER \ 2x4 DIAL BRAG'G W/ I (2) Ibd EA JST d A35 TIE TO STUD WALL --'- PECK JOIST /AALL GO\ \EGT O\ `f FIr5A2xIOd6k SCALE: I" = I'-O" • S HERMAN EN& I NEERI NCB, I NG. 1410 NH KEARNEY, #511, PORTLAND, OR 141201 (503) 226 -4 FAX (503) 230 -SS -7b PHONE • 4X4 RAIL POST ' (4 8' - 0" MAX DEGK'G PER PLAN USE OVERSIZED WASHER II" DIA. N ❑ o a o ❑ � q 7� _ ,�' _ \ 0 0000 4_�)_ — — = _ J o00 )_ 0 00000 _ N (2) 2X8 FLR J5T5 MIN 2X GONT RIM BD PHD2 HOLDOWN TOP • d SOT AS SHOWN 3 RAIL POST/DECK GO\\ RAILPOST PHD2 SCALE: I" = I' -0" SHERMAN EN& I NEERI N6, I NG. 1410 NW KEARNEY, #511, PORTLAND, OR 91209 (503) 225 -4145 FAX (503) 230 -8816 PHONE ROOF SHTG W/ 8D @ 6" 0.0, I 2x LEDGER W/ j (3) I6D EA STUD a ROOF SHTG PER PLAN � 3/8" DIA. LAGS @ 48" O.G. / / ROOF RAFTERS PER PLAN W/ HL) HNGR5 \ )- / f,I Ai 111 i 1 � 2X6 STUD WALL WALL SHTG PER PLAN ' ( ® 16" O.G. I i 1)4 ROOF RA TER @ - XT /.ALL RFSK4 SCALE: I" = 11• -0" DECK LEDGER Loading: DL psf LL psf Total psf ..:10 ;.40 I 50 Tributary: I 5 : eft 51ft x I 501psf = 250 plf 250Ip1f x I I .331ft = 332.5 # V 16d= 139 # U5E: 332.5 = 2.39; : :::(3)116d NAIL @ I G" O.C. 139 Seismic: 5d, = 0.77 = G.5 1.25 V= W = O.114 W Load: : I„0 psf x I I2 x , = 5:(74 kips VW = 0.14 x 5.04 = :0,72 kips Lag Bolts: V 3/8" LAG BOLT: 130 # = 130 W 3/8" LAG BOLT: 2G9 # x 3" = 807 V Governs: 0.72 / 0. 13 = 5.5 I 5.5 1 = I (G)13/8" LAG BOLTS I USE 2x LEDGER W/ (3) 16d NAILS @ I G" O.C. AND 3/8" LAG BOLT @ 4' 0,C. JOB: BRIAN $ NILDA STONE FR Z CLIENT: A -MARK CONSTRUCTION 7/2/20 I 0 DPS DECK ROOF LEDGER Loading: DL psf LL psf Total psf l 0. 2.5 :;..:_ 35 Tributary: I; : :5 :_.Ift 5Ift x I 35 psf = 175 plf 175Iplf x I I .33Ift = 232.75 # V 16d= 139 it USE: 232.5 = 1 .67:.. _ :.:(2) 1 6d NAILS @1G" O.C. 139 Seismic: 5 d5 = 0.77 R = G.5 V= 1.2 w = 0. 142 W R Load: IOIpsf x PO ; x I .::. °, � 5 .:.. = VW = 0.14 x I .50 = 0::2 j tips Lag Bolts: V 3/8" LAG BOLT: 130 # = 130 W 3/8" LAG DOLT: 265 # x 3" = 807 V Governs: 0.21 / 0.13 = 1.64 1.64 = - (2)l . 3/8" LAG BOLTS 'USE 2x LEDGER W/ (2) 16d NAILS @ I G" O.C. AND 3/8" LAG BOLT @ 4' O.C. r 1 SHERMAN ENGINEERING, INC. -4 -2-10 1410 NW KEARNEY #517, PTLD, OR 97209 V BeamChek v2007 licensed to: Sherman Engineering, Inc. Reg 4 7992 -66413 STONE DECK FRAMING DJI Prepared by: DPS Date: 7/02/10 . Selection 2x 10 HE #2 @ 24 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area R1= 1.2 in, R2= 1.2 in, (1.5) DL Defl= 0.05 in Data Beam Span 10.0 ft Reaction 1 LL 400 4 Reaction 2 LL 400 # Beam Wt per ft 0 # Reaction I TL 500 4 Reaction 2 TL 500 4 Bm Wt Included 0 # Maximum V 500 4 Max Moment 1250'# Max V (Reduced) 423 4 TL Max Defl L / 240 TL Actual Defl L / 625 LL Max Defl L / 360 LL Actual Defl L / 859 Attributes Section (inl) Shear (in,) TL Defl (in) LL Defl Actual 21.39 13.88 0.19 0.14 Critical 13.95 4.23 0.50 0.33 Status OK OK OK OK Ratio 65% 30% 38% 42% Fb (psi) Fv (psi) E (psi x mil) Fc 1 (psi) • Values Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 Adjustments CF Size Factor 1.100 • Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 80 Uniform TL: 100 =A Uniform Load A 0 .. • R 1 = 500 R2 = 500 SPAN =LOFT Uniform and partial uniform loads are lbs per lineal ft. 7S( SHERMAN ENGINEERING, INC. 7 -2-c 6 1410 NW KEARNEY #517, PTLD, OR 97209 t E P BeamChek v2007 licensed to: Sherman Engineering, Inc. Reg # 7992 -66413 STONE DECK FRAMING DB I Prepared by: DPS Date: 7/02/10 , Selection 6x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R 1= 4.3 in R2= 4.3 in (1.5) DL Defl= 0.05 in Data Beam Span 9.5 ft Reaction I LL 1330 4 Reaction 2 LL 1330 # Beam Wt per ft 12.7 4 Reaction 1 TL 1723 4 Reaction 2 TL 1723 # Bm Wt Included 121 4 Maximum V 1723 4 Max Moment 4092 '# Max V (Reduced) 1436 4 • TL Max Defl L / 240 TL Actual Defl L / 667 LL Max Defl L / 360 LL Actual Defl L / 962 Attributes Section (inl) Shear (in,) TL Defl (in) LL Defl Actual 82.73 52.25 0.17 0.12 Critical 72.74 15.38 0.48 0.32 Status OK OK OK OK Ratio 88% 29% 36% 37% Fb (psi) Fv (psi) E (psi x mil) Fe l, (psi) Values Reference Values 675 140 1.1 405 Adjusted Values 675 140 1.1 405 _ Adjustments CF Size Factor 1.000 Cd Duration I.00 1.00 • Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 280 Uniform TL: 350 = A a I te r 1 aGYa i�* � C,Yuiu o5 . - 2 - 1 - 417' (z) , 4--4 - &- , lor- (u 1 Uniform Load A RI = 1723 R2 = 1723 SPAN = 9.5 FT Uniform and partial uniform loads are lbs per lineal ft. • SHERMAN ENGINEERING, INC. 1410 NW KEARNEY #517. PTLD, OR 97209 q-2-10 BeamChek v2007 licensed to: Sherman Engineering, Inc. Reg # 7992 -66413 STONE DECK FRAMING RF I Prepared by: DPS Date: 7/02/10 Selection 2x 6 HF #2 @ 24 in tic Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area RI= 0.7 in R2= 0.7 in, (1.5) DL Defl= 0.10 in Data Beam Span 8.0 ft Reaction 1 LL 200 # Reaction 2 LL 200 # Beam Wt per ft 0 # Reaction I TL 280 # Reaction 2 TL 280 # Bm Wt Included 0 # Maximum V 280 # Max Moment 560 Max V (Reduced) 248 # TL Max Defl L / 240 TL Actual Defl L / 353 LL Max Defl L / 360 LL Actual Defl L / 564 Attributes Section (inl) Shear (in,) TL Defl (in) LL Defl Actual 7.56 8.25 0.27 0.17 Critical 4.60 2.16 0.40 0.27 Status OK OK OK OK Ratio 61% 26% 68% 64% Fb (psi) Fv (psi) E (psi x mil) Fc 1 (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1461 173 1.3 405 Adjustments CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 50 Uniform TL: 70 = A Uniform Load A Z\ RI =280 R2 =280 SPAN = 8 FT Uniform and partial uniform loads are lbs per lineal ft. • g ti SHERMAN ENGINEERING, INC. -2-1 0 • 1410 NW KEARNEY #517, PTLD, OR 97209 i� . BeamChek v2007 licensed to: Sherman Engineering, Inc. Reg # 7992 -66413 STONE DECK FRAMING RB I Prepared by: DPS Date: 7/02/10 Selection 4x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 2.7 in, R2= 2.7 in, (1.5) DL Defl= 0.08 in Data Beam Span . 10.0 ft Reaction 1 LL 750 # Reaction 2 LI. 750 # Beam Wt per ft 7.87 # Reaction 1 TL 1089 # Reaction 2 TL 1089 # Bm Wt Included 79 # Maximum V 1089 # Max Moment 2723 '# Max V (Reduced) 92I # TL Max Defl L / 240 TL Actual Defl L / 637 LL Max Defl L / 360 LL Actual Dcfl L / >1000 Attributes Section (inl) Shear (in,) TL Defl (in) LL Defl Actual 49.91 32.38 0.19 0.11 Critical 27.86 8.01 0.50 0.33 Status OK OK OK OK Ratio 56% 25% 38% 34% Fb (psi) Fv (psi) E (psi x mil) Fc I (psi) • Values Reference Values 850 150 1.3 405 Adjusted Values 1173 • 173 1.3 405 Adjustments CF Size Factor 1.200 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 150 Uniform TL: 210 = A Uniform Load A 0 ,, RI = 1089 R2 = 1089 SPAN = I0 FT Uniform and partial uniform loads are lbs per lineal ft. ;` �` • Roof Rafter by Wegemaeuser TJ- Beam ®6.35SenalNumber: 7005127650 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 @ 24" o/c Page Engin e Version: 6.35.0 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page 1 Engin Version DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED rvtember Slope: 0112 Roof Slope0112 Overall Dimension: 10' g" b 2' —d All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 1.75" 1.75" 191 / 110 /0 / 300 By Others None 2 Stud wall 3.50" 1.50" 317 / 190 / 0 / 507 By Others None • PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar Pl. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevelm, Federal Way, WA. "V,'" Roof Rafter by Weyerhaeuser TJ- Beam ®6.35 Serial Number: 7005127650 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 @ 24" o/c User: Page 2 2 Engin e Version: 6.35.0 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page Engin Version DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -335 -287 1139 Passed (25 %) Rt. end Span 1 under Snow loading Vertical Reaction 295 295 1116 Passed (26 %) Bearing 1 under Snow ALTERNATE span (Ibs) loading Moment (Ft -Lbs) 545 545 948 Passed (58 %) MID Span 1 under Snow ALTERNATE span loading Live Load Defl (in) 0.113 0.260 Passed MID Span 1 under Snow ALTERNATE span (L/825) loading Total Load Defl (in) 0.175 0.390 Passed MID Span 1 under Snow ALTERNATE span (L/536) loading - Deflection Criteria: STANDARD(LL:L /360,TL:L1240). - Allowable moment was increased for repetitive member usage. - Bracing(Lu): All compression edges (top and bottom) must be braced at 10' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. - Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. - Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. Operator Notes: All calculations must be reviewed and approved by the design professional of record. PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar Pl. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel ® , Federal way, WA. • ev.e„, Roof Rafter by VVayerhaeuser TJ -Beam® 6.35 Serial Number: 7005127650 1 1/2" x 5 1/2" 1.6E Solid Sawn Douglas Fir #2 @ 24" o/c Page Engin e Vers 6.35 .0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page 3 Engine Version: 6.35 DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 7' 9.50" 2' 1.75" Max. Vertical Reaction Total (lbs) 300 507 Max. Vertical Reaction Live (lbs) 191 317 Selected Bearing Length (in) 1.75(W) 1.50(W) Max. Unbraced Length (in) 120 120 120 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 92 -108 46 Max Shear at Support (lbs) 108 -126 64 Member Reaction (lbs) 108 190 Support Reaction (lbs) 110 190 Moment (Ft -Lbs) 194 -69 0 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 245 -287 123 Max Shear at Support (lbs) 288 -335 172 Member Reaction (lbs) 288 507 Support Reaction (lbs) 293 507 Moment (Ft -Lbs) 519 -184 N/A Live Deflection (in) 0.102 -0.070 Total Deflection (in) 0.163 -0.111 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 252 -280 85 Max Shear at Support (lbs) 295 -328 118 Member Reaction (lbs) 295 446 Support Reaction (lbs) 300 446 Moment (Ft -Lbs) 545 -127 N/A Live Deflection (in) 0.113 -0.090 Total Deflection (in) 0.175 -0.131 ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 161 -205 123 Max Shear at Support (lbs) 191 -238 172 Member Reaction (lbs) 191 410 Support Reaction (lbs) 194 410 Moment (Ft -Lbs) 330 -184 0 Live Deflection (in) 0.040 -0.015 Total Deflection (in) 0.101 -0.056 PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver -. 12825 Morningstar PI. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 teen @parr.com Copyright 0 2009 by iLevel °, Federal Way, WA. -eve Roof Beam by TJ- Bea ® Serial Number: 7005127650 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 user:2 Engin e Version' .0 Page 1 THIS PRODUCT MEETS OR EXCEEDS THE SET Engin Version: 6.35 DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 /12 Roof SlopeO /12 Overall Dimension: 14 6" 1 . 6 ..E 9 • 4 • All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 6' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 1.75" 1.50" 842 / 497 / 0 / 1339 By Others None 2 Stud wall 3.50" 1.91" 1417 / 909 / 0 / 2326 By Others None PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar PI. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 teen @parr.com Copyright ° 2009 by iLevele, Federal Way, WA. z e e Roof Beam by Weve•haeu$er TJ- Seani6.35Senal Number: 7005127650 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 User: Page 2 t Engin e Version: 6.35.0 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page Engin Version DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -1302 -1034 3881 Passed (27 %) Rt. end Span 1 under Snow ADJACENT span loading Moment (Ft -Lbs) -2122 -2122 5155 Passed (41%) Right OH under Snow ALTERNATE span loading Live Load Defl (in) 0.051 0.276 Passed Right OH under Snow ALTERNATE span loading (2L/999 +) Total Load Defl 0.062 0.415 Passed Right OH under Snow ALTERNATE span loading (in) (2L/999 +) - Deflection Criteria: STANDARD(LL:L /360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. - Analysis based on vertical loads only and assumes structural supports as noted in the input. Axial loads are not considered in this analysis. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. - THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. - Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. Operator Notes: All calculations must be reviewed and approved by the design professional of record. PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar Pl. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel', Federal Way, WA. • u - Roof Beam Wevethaeuser TJ- Beam®6.35Senal Number. 7005127650 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 Page Engin e : Vers 635 .0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page 3 Engine Version 6.35 DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group # 1' 6.88" 8' 9.38" 4' 1.75" Max. Vertical Reaction Total (lbs) 1339 2326 Max. Vertical Reaction Live (lbs) 842 1417 Required Bearing Length in 1.50(W) 1.91(W) Max. Unbraced Length (in) 174 174 174 174 174 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -55 247 -402 297 Max Shear at Support (lbs) -153 345 -507 402 Member Reaction (lbs) 497 909 Support Reaction (lbs) 497 909 Moment (Ft - Lbs) 0 -120 492 -833 N/A Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -139 628 -1024 756 Max Shear at Support (lbs) -388 877 -1291 1024 Member Reaction (lbs) 1266 2315 Support Reaction (lbs) 1266 2315 Moment (Ft -Lbs) 0 -306 1253 -2122 N/A Live Deflection (in) -0.010 0.017 0.018 Total Deflection (in) -0.017 0.028 0.029 ALTERNATE span loading on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -139 374 -776 756 Max Shear at Support (lbs) -388 548 -962 1024 Member Reaction (lbs) 937 1986 Support Reaction (lbs) 937 1986 Moment (Ft -Lbs) 0 -306 568 -2122 N/A Live Deflection (in) 0.002 -0.007 0.051 Total Deflection (in) -0.004 0.008 0.062 ALTERNATE span loading on even # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -97 691 -961 527 Max Shear at Support (lbs) -271 940 -1228 713 Member Reaction (lbs) 1211 1941 Support Reaction (lbs) 1211 1941 Moment (Ft -Lbs) 0 -213 1577 -1478 N/A Live Deflection (in) -0.018 0.030 -0.024 Total Deflection (in) -0.024 0.041 -0.012 PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver . 12825 Morningstar PI. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel °, Federal Way, WA. V Roof Beam by Weyernaeuser TJ- Beam56.35Senal Number: 7005127650 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 Page Engin e Version: 6.35.0 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page 4 Engin Version DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, LDF = 1.15, 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -139 701 -950 527 • Max Shear at Support (lbs) -388 951 -1218 713 Member Reaction (lbs) 1339 1931 Support Reaction (lbs) 1339 1931 Moment (Ft -Lbs) 0 -306 1525 -1478 N/A Live Deflection (in) -0.016 0.028 -0.022 Total Deflection (in) -0.022 0.040 -0.010 ADJACENT span loading over support # 2, LDF = 1.15, 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) -97 617 -1034 756 Max Shear at Support (lbs) -271 867 -1302 1024 Member Reaction (lbs) 1137 2326 Support Reaction (lbs) 1137 2326 Moment (Ft -Lbs) 0 -213 1309 -2122 N/A Live Deflection (in) -0.012 0.019 0.016 Total Deflection (in) -0.019 0.030 0.027 • PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver • 12825 Morningstar PI. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel °, Federal way, WA. .�trk �� Deck Beam #1 m® 6 TJ- Bea35SerialNumber:70051276 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 Page 1 User: 2 Engine 6.:5 .0 THIS PRODUCT MEETS OR EXCEEDS THE SET P Engie Version: I I I DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 16" I © ©' I© 7• a 9' Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 7' 3" Primary Load Group - Residential - Living Areas (psf): 60.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 3.50" 1.50" 1397 / 226 / -125 / 1623 By Others None 2 Stud wall 3.50" 4.32" 4316 / 932 / 0 / 5248 By Others None 3 Stud wall 3.50" 1.70" 1723 / 345 / 0 / 2068 By Others None - Bearing length requirement exceeds input at support(s) 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 2818 2245 3375 Passed (67 %) Lt. end Span 2 under Floor loading Moment (Ft -Lbs) -4256 -4256 4482 Passed (95 %) Bearing 2 under Floor loading Live Load Defl (in) 0.086 0.294 Passed (L/999 +) MID Span 2 under Floor ALTERNATE span loading Total Load Defl (in) 0.100 0.442 Passed (L/999 +) MID Span 2 under Floor ALTERNATE span loading - Deflection Criteria: STANDARD(LL:L /360,TL:L1240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 6' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar Pl. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone: (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel ° , Federal Way, WA. ° VC' t Deck Beam #1 by Weyerhaeuser TJ-Beam® 6.35 Serial Number: 7005127650 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 User: 2 6/18/2010 7:4gA5AM Page 2 Engine Version: 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: • - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. - Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -Note: See iLevel® Specifier's /Builder's Guide for multiple ply connection. Operator Notes: All calculations must be reviewed and approved by the design professional of record. • PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver • 12825 Morningstar PI. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright 0 2009 by iLevel ® , Federal Way, WA. Deck Beam #1 by W,VO'habuser TJ- Beam ®6.35Senial Number :7005127650 2 Pcs of 1 1/2" x 11 1/4" 1.3E Solid Sawn Hem -Fir #2 Page Engin e Version:45AM : 6.35.0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page 3 Engine Version DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 6' 10.00" 8' 10.00" Max. Vertical Reaction Total (lbs) 1623 5248 2068 Max. Vertical Reaction Live (lbs) 1397 4316 1723 Required Bearing Length in 1.50(W) 4.32(W) 1.70(W) Max. Unbraced Length (in) 192 78 157 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 111 -330 399 -230 Max Shear at Support (lbs) 210 -432 501 -329 Member Reaction (lbs) 210 932 329 Support Reaction (lbs) 226 932 345 Moment (Ft -Lbs) 236 -756 578 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 623 -1857 2245 -1292 Max Shear at Support (lbs) 1185 -2430 2818 -1855 Member Reaction (lbs) 1185 5248 1855 Support Reaction (lbs) 1273 5248 1943 Moment (Ft -Lbs) 1326 -4256 3251 Live Deflection (in) 0.010 0.066 Total Deflection (in) 0.012 0.081 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 973 -1507 524 -104 Max Shear at Support (lbs) 1535 -2080 626 -204 Member Reaction (lbs) 1535 2706 204 Support Reaction (lbs) 1623 2706 219 Moment (Ft -Lbs) 2226 -1863 222 Live Deflection (in) 0.034 -0.021 Total Deflection (in) 0.036 -0.010 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -239 -680 2120 -1418 Max Shear at Support (lbs) -140 -782 2693 -1980 Member Reaction (lbs) -140 3475 1980 Support Reaction (lbs) -125 3475 2068 Moment (Ft -Lbs) N/A -3148 3705 Live Deflection (in) -0.027 0.086 Total Deflection (in) -0.026 0.100 " PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar PI. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel Federal Way, WA. t Deck Joist TJ -B ® 6.35 Serial Number: 7005127650 1 1/2" x 9 1/4" 1.3E Solid Sawn Hem-Fir #2 @ 16" o/c Pser:2 gin 6. e Version: 6.355 .0 0107:52: En THIS PRODUCT MEETS OR EXCEEDS THE SET Paget Engine DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED • Overall Dimension:12' .® 10' 6 " 1. 6 " Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 60.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live /Dead /Uplift/Total 1 Stud wall 1.75" 1.75" 417 / 81 / 0 / 498 By Others None 2 Stud wall 3.50" 1.50" 554 / 111 / 0 / 665 By Others None PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar Pl. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel Federal way, WP.. Ve i Deck Joist ''h °e°Ser 1 1/2" x 9 1/4" 1.3E Solid Sawn Hem -Fir #2 @ 16" o/c TJ -Bearn®eam® 6.35 Seria Number: 7005127650 User. 2 i : AM Page ge 2 Engin e Version: 6 6 THIS PRODUCT MEETS OR EXCEEDS THE SET Engine 335. 0 5. DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -507 -419 1388 Passed (30 %) Rt. end Span 1 under Floor loading Vertical Reaction 492 492 1063 Passed (46 %) Bearing 1 under Floor ALTERNATE span (Ibs) loading Moment (Ft -Lbs) 1260 1260 1917 Passed (66 %) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.157 0.343 Passed MID Span 1 under Floor ALTERNATE span (L/787) loading • Total Load Defl (in) 0.186 0.515 Passed MID Span 1 under Floor ALTERNATE span (L/662) loading - Deflection Criteria: STANDARD(LL:L/360,TL:L /240). - Allowable moment was increased for repetitive member usage. - Bracing(Lu): All compression edges (top and bottom) must be braced at 11' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits, checks and shakes. See NDS for applicability of increase. - Analysis assumes continuous member. Lap joints, splices and finger joints significantly reduce member performance and have not been considered. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NDS methodology. - Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. Operator Notes: All calculations must be reviewed and approved by the design professional of record. PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver • 12825 Morningstar Pl. Parr Lumber Company Tigard OR 97223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright ° 2009 by iLevel°, Federal Way, WA. I , e Deck Joist TJ -Bea OyVVer Serial Number: 7005127650 1 1/2" x 9 1/4" 1.3E Solid Sawn Hem-Fir #2 @ 16" o/c Page Engin e Version' 6.35 .0 THIS PRODUCT MEETS OR EXCEEDS THE SET Page 3 Engine Version: 35 DESIGN CONTROLS FOR THE APPLICATION AND sz LOADS LISTED ti Load Group: Primary Load Group 10' 3.50" A 1' 7.75" Max. Vertical Reaction Total (lbs) 498 665 Max. Vertical Reaction Live (lbs) 417 554 Selected Bearing Length (in) 1.75(W) 1.50(W) Max. Unbraced Length (in) 138 144 144 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 67 -70 12 Max Shear at 'Support (lbs) 80 -84 26 Member Reaction (lbs) 80 111 Support Reaction (lbs) 81 111 Mom&it (Ft -Lbs) 201 -22 N/A r - Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 399 -419 70 Max Shear at'SSupport (lbs) 481 -507 158 Member Reaction (lbs) 481 665 Support Reaction (lbs) 487 665 Moment (Ft -Lbs) 1207 -130 N/A Live Deflection (in) 0.147 -0.071 Total Deflection (in) 0.177 -0.085 ALTERNATE spin loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 410 -408 12 Max Shear at Support (lbs) 492 -496 26 Member Reaction (lbs) 492 522 Support Reaction (lbs) 498 522 Moment (Ft -Lbs) 1260 -22 0 Live Deflection (in) 0.157 -0.080 Total Deflection (in) 0.186 -0.095 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 56 -80 70 Max Shear at Support (lbs) 70 -95 158 Member Reaction (lbs) 70 253 Support Reaction (lbs) 71 253 Moment (Ft -Lbs) 152 -130 N/A Live Deflection (in) -0.010 0.009 Total Deflection (in) 0.020 -0.005 PROJECT INFORMATION: OPERATOR INFORMATION: Stone Deck Lee Narver 12825 Morningstar PI. Parr Lumber Company Tigard OR 9223 2351 SW Borland Rd West Linn, OR 97068 Phone : (503) 638 -6512 leen @parr.com Copyright 0 2009 by iLevela, Federal Way, WA. IL V ow ■ - " .11: . _. . . . : .," . - ---".- , 1 ,..'". ( ' 2 ,. Th .. t . . .f 9 .., , 1 ,. i _ ■ _ . ' , .. 4. 7 . , __-__-.- -- r i.i7i _ , 2 -.,.- ,. 1 ( . . . . "....-'/ 4-: "r - / , • , s- _..-,-..--,- , ''.