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Plans (37) OFFICE COPY . . ,476, 7/ , • --' ›, 1,.-m•t.r , fvfli ) tit ,-, f ' i:: ':.: ,', I,' H — ' L ,- -,. JUN 2 2 i - 6 \ c , , .• . , H_, 6-- • 4 ti ,cb N, - , CITY OF TIGARD i 11 „tx.rwiz- REVIEWS IkFOR CODE COMPLIANCE tyl -..,/ Approved: N 1 X,oTc: I 1 • •1 ,t 1 , 1_5 • , ,A' a Pc4'61it #: tnc+aa /a -00a44 Y '' 'dress' 7ao 4, v., il,sIA crc_e_k s-ate #: //I L .., - •i- --/r Date: 4/(9.3 JJ.‘ i ,..\\ \. I..41 \szl I 1 I...m.14 t 1 3 ,-. :. _....- -,•„, : . [ ,1 1 .71- 13 livtiSblV / i I 5'1 i //, 4 1 ' I / ,_., VPI7 - • t , :, N 41 If • NI,/ • I 1.4 •,-," i t ci \ _ , _ . ____ -7-?.._ob i4S14-ceeEk. cl, CITY OF TIGARD Approved by Planning Date: U122-11(p Initials: AW OFFICE COPY , t' - 2-0f--i- /01-.7 I o DIA z )I ^T b, iii TTDIA r 2'-.4,'' 'IV E v1/4,- I r 'L ,vw Cane. Fr�,4�. _ - 1. �- �o E'Al Si-t NU' . ___ 2i x2oX(, 2.9x28x+'-12oxtox44 - -F 4/ = c 7 1 Ai iZ°of X18 DAB All 7r ill ±. , c o"c, Fva+ /r i I D7 J `., C5-sti.0 � -J50 /, — 1 - - Z�v + P. 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' ,f, "- „ ,, 4H,. . t ,.., , P 18 (7) .*---i,Di 4 fl .,; .--- , t • \ „ - 'atee.t\-Q-\--- . ASHERMAN — 3151 NE SANDY BLVD.,$UITE 100 ENGINEERING Po=AND,OR 97232 , - 4iim..... INC 11—u____FILI PHONE(503)230-8876 SHERMANENGINEERS.COM Structural Calculations June 20, 2016 JUN 22 ' Houck Residence 7206 Ash Creek Tigard, OR 97223 *0,izip ,,\ 7-- SEI Project#16-MSJU-05-270 Al 18+15 Ir. , Prepared For: Doug Ziebart Construction, Inc. ON p. si.iespr.` (503) 245-5433 EXPIRES: 8130/ . Subject Sheet No. Plan: P1 Details: D1-D8 Foundation: FND1 Patio Cover: RF1 Framing: Roof Framing RB1-RB2 Deck Framing DB1 Deck Joists all • AO i+d 0 - At O�t04 • • v4t4 va no .cx)z) Mg N g Yid .0 43 4%,sa 9 t, z • 4-Sad hxti ", -I — ---- .9i 1.1. ,-I: I ,, y►� . .Q"�Z are > a r): �` I• .. TO IP .1:::7.,00, vikli 11.LI-1 •.$)x j, Zliff ogl S�u"d,vy-� a ca v---z a ">Yy111���j ...Ili ZQ 4-� �� . ��L „ 11 ' 9%bL • /1711( 1 �i 41x1 ,,, s 21►.ri5 ZIAZ 1'd I f fi r- • nwU zd Z# X�. Ert',mil,4,..4 1-• I - -ift ,i, or‹,,,.. 4.,,,, e,z -' '.--.'''Ci r `� j- c is-S ' id L i i L`:J • J L. i i Aidlit ' any Q�x �1Y1 1.4, °'9 . ,f::: 51 0 4-- c 5. ..._....41 .25/or'pg d s,P,/ (z)'\ m � X11 a; 2 .4:01(4 .... , 1' 9xet / , S I+7-Z ^^SN L ..- i X 1•d Cl/V9 iV Op ,p qi o111 c3flZl'1. 71 — • '.� -----� CJ Si( *„kI T"W �c n►�, - - t” ' / z,, ,' ' ...-2-. vn,� _ mo �[! t, L -." 1"it ai 1(7°V s.1 S►os I4' o ti 1Pess -) —L ,W'.L .sa•un_• see:►r tJ �' v �/ -I • -J .,i.*iv.) ..Ssod7 'u'-i " ., .:...:: 1 r eg& riD 11,14P-104/4 al . i E+ J' "V-11 it M °-)i Taff 91-1,Eravoa 33,40 -1, 7. 6d'/ Sb — -*-4 4iN4s11-43 15HERMAN ENGINEERING, INC. 5s IE -&�57E kV,POR1Z ag az qz2a2 i fte)226-4745 PAK (N231230.01376 PHOW NOTE: ALL LUMBER TO BE PRESSURE TREATED AND ALL SIMPSON CONNECTORS,NAILS, - SCREWS AND BOLTS TO 2X SLK'G BETWEEN BE HOT DIPPED GALVANIZED. JSTS W/ (2) I6D TOENAILS \t„,,,i_______ Lv. )1( SIMPSON 'PG4Z' GAPII y'• ' r it 4;;J !f "-DIA. X 5" LAG BOLTS W/ STANDARD WSHRS i. N 4X4 BRAGIN m SIMPSON 'ABU46Z' BASE W/ i"-DIA. X 6" �--� 4X6 TREATED POST TITEN HD BOLT 3 .at -'11 1n I—�'TM—'� _ _ d' a d A Q Q d C d G PER PLAN DI D=C‹ POST/FTC . GOT TYP FIG SCALE: 1" = I'-p" SHER1`I,4N ENG/NEER/NG, INC. AE -BLVD.57E 100, GR 0231 226-4745 FAX 0423125 0-0676 FHGWE (2) #4 REBAR w/S' EMBED PT 4x6 POST 11/ABU46Z BASE (2) 4*4 REBAR o ° PERPENDICULAR ____._—. i t ° d 4 . si ° 43 EXISTING SLAB NEW FOOTING PER PLAN ie FTG PER PLANit DIA NB"' GONG FTC . / EXIST FTCS. FND ' SCALE: r° = 1'-O" SHERMAN ENGINEERING, I NG. 3151 NE SANDY 13LVD.5TE. 100,PORTLAND,OR 97232 (503)226-4,46 FAX (503) 230-8876 PHONE P.T. POST PER PLAN —k-- GRADE ---\/ _111=1)'1-111 11-111-111=111 111 l 1=1 I I.—I I —111=11 1—III- =I I 1I1i-- a 4 ' I I IIII'IiI I— EMBED P.T. POST FULL uj Q d d DEPTH OF FOOTING 0 a a Z POUR FOOTING AGAINST UNDISTURBED NATIVE �O _I 411==ej a SOIL N 4 a -1I I=1 et ° I I 1=, 1/2" DIA. THROUGH BOLT - •Y �-IIhIIII Ihe-- ' f=r- III— FTG. PER PLAN' 1 I 4" MIN. CLEAN GRAVEL D I EMBEDDED POST AT GRADE SCALE: NTS 5HERMAN ENGINEERING, INC. AE. BEI*5E 104 POWZANa CR 417252 A23)226-4745 PAX 003)230-0076 PHONE • 4X4 RAIL POST — DTT2Z RAIL POST BRACKETS ® 4'-O" MAX DECK PER PLAN 2x8 BLK6 W/ (2) 1612 USE OVERSIZED TOENAILS ® 8" O.G. WA5HER i " DIA. r, , c‘...„, _ , z., N _____/ 4„_ . 2x8 MN. JOIST SIMPSON _ ;�L 2X CONT RIM 5D 'PCZ' GAP Y BEAM PER PLAN RAIL POST/DEG< CONN D2RAILPOST HDU2 �� SCALE: I" = ILO" 11517ERMAN ENGINEERING, INC. 5151 AE 54N0Y BEM 57E k a ( 05)226-4745 PAK (503)230.0076 ASCE PT 2XI2 STRINGER W/ 2X4 NAILED TO SOT NEW GONG FTG ?11` 1 CI PT 2X8 MUD SILL W/ (2) I/2"X5" EXP BOLTS (. l -III_ IA ® 8" FROM ENDS #4 CONT REINF I'-O" if 0 LAND f NCS PAD @ STR I NC ER FND STAIRS SCALE: I" = I'-O" ISHERMAN ENGINEERING, INC. 3AES4ADYBLVD.57E 104 FOR71Alia A4 97152 l 226-4745 FAX ( 03)250-6676 PHOAE DECKING 4x PT BEAM q" MIN. PER PLAN 7A 111 JOISTS PER 1 7 PLAN IN/ LU 28 �.fCll HANGERS SIMPSON LSC ADJUSTABLE STRINGER CONNECTOR ® EACH STRINGER D4 STAIR CONN. @ LAND I NCS SCALE: I" = l'-0" - 15HERMAN ENG/NEE'/NG, /NC315/1E 5.4110Y 11.VD. 100,57E t'&231 226-4745 FAX A23)20-8876 PHONESTRINGERS ® 12" O.G. SIMPSON A34 PG4Z GAP TO 4X4 POST 2X8 o 16" O.G. W/ LU28 MGRS. D5STAIR GO\1N. @ LANDINS SCALE: I" = 11-0" Sf/ERHAN ENGINEERING, INC" bE SANDYBLS 57E 100, 1503)226-4745 FAA' (506)250-6876 PHONE 2x LEDGER W/ (2) Ibd EA STUD ROOF TRUSS PER PLAN ROOF SHTG PER PLAN r 13D06" O.G. 2X BLKG WI VENT HOLES PER ARCH f OVERHANG d FASCIA—3 — PER PLAN H2.5A ANCHOR 0 EA. TRUrJ BEAM PER PLAN LTT2OB TENSION TIE W/ 1/2" x 5" LAG BOLT (I) EACH END OF PATIO COVER EXIST 2x STUD WALL DFS ROOF TRUSS @ BEAM RFTSI I SCALE: 1" - ILO" 5HER`,4N ENGINEERING, INC. 3151/e 541VOY BLVD.5TE/O FOR7ZANO,OR 97232 (503)226-4745 FAX (531230-6876 PHONE RAIL POST CONNECTION: P = 200Ibs, M = 200#(36") = 1,200In-lbs "SADA" PRE-FAB ALUMINIUM Ft = 200/3.75" = 1,920 lbs POST ® 6'-O" MAX V,3/8" = 243 lbs/in(2) = 486 lbs EMBED, D = 1,0120 /486 = 3.95" LU526 HNGR EA JOIST BASE PL,Fb = 1,200/.111 in"3 = 9.22 ksi ADJACENT TO RAIL POST FLR DECK PER PLAN BASE PL 3/8"x4"x4" W/ (4) 3/8"x5" LAG BOLTS AS SHOWN „y 5/8" G , OO 7 t O O 2X FLR JSTS PER PLAN MIN 4x BLKG IN/ HUC46 HNGR EACH END l r SIMPSON L 'PG4Z' CAPH2.5A ANCHOR® EA. JOIST __if__ GRAIL COST/FLOOR GOk \ FLRST&UARDRAILI SCALE: I" = I'-0" 5HER AN ENGINEERING, INC. NE BLV 57E%o OR 97232 (53)226-4745 FAX A 73)230-8676 PHONE RAIL POST GONNEGTION: P = 200112s, M = 2004(36") = 1,2001n-lbs "SAPA" PRE-FAB ALUMINIUM Ft = f 20O/3.15" = I,g20 lbs POST ® 6'-O" MAX V,3/8" = 243 Ibs/in(2) = 486 lbs EMBED,D = I,g20 / 486 = 3.q5" BASE PL,Fb = 1,200/.111 in"3 = q.22 ksl FLR DECK PER PLAN BASE PL 3/8"x4"x4" IN/ (4) 3/8"x5" LAG BOLTS AS SHOWN MIMMIM1111.16..—.1.1 itillilltil 1' 5/8° 0 0 0 0 2X FLR _ISIS PER PLAN MIN 4x BLKG IN/ A35 CLIP EACH END CSCALD8 RAIL COST/FLOOR GO \ \ FLRSTGUARDRAILI E: I" = I'-0" I 6)r/ (b .. 1.P1 ' 04.b- lr � g = /.7c'3 Lim . 2 X04- = l l� jf5 , � 2 .H- ' _ ) .1,,tr- 117. .a-ii•,)5 'CPF/,) vg.-, /Al, IiltiO ! �P per' COnfG. !' fry 2. - = "6o ( () r_ _r Z /tea 1--. /-/&10„ .1v. //,--k, ,, ', 8 . . UL l2po X �� �A^1G .Sherman Engineering, Inc. (503)230-8876 Ph. 3/5 l NE Sandy Blvd. Ste. /00 (503)226-4745 fx JOB: I10UCK RFS. PATIO COVER RF I CLIENT: ZIEBART CONSTRUCTION C/17/2016 JML PATIO COVER WIND: 120 mph Exp B Open Structure: ASCE 7-10 Roof Slope = 4 12 33.3 degrees Net Design Pressure: P = q,,GCN ='23 1 . ;PSP I G = 0.85 CN = 1 .7 velocity pressure: ct = 0.002% KZ Krr Kd V2 1 = 26.6 PSP V = 1 20 Kz = 0.85 Izt = 1 Kd = 0.85 depth Trib length Number of columns : 4 Column Reaction : = 23. I x 4.5 22 572 lbs Dead Load : 10 x 4.5 22 248 I 3;24 lbs Net uplift Minimum ftg size = F.20' Square x 18" Seismic: CAT. D ASCE 7-05, Sec. I .2 S V = d5 W = 0. 142 W R 545 = 0.77 R = 6.5 Load: Dead De- h Width 10 psf x 4:5 x 22 = 0.99 kips VW = 0. 14 x 0.99 = 0. 14 lops 1 Wt L M = 0.I4 x 5 = 704 Ft-lbs Pt = 704 / 22 = 32 lbs 'U5E LTT2OB @ EA. END 604 BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 AVrERAWri • Ziebart Residence Roof Beam RBI Date:6/21/16 Selection 5-1/8x 13-1/2 GLB 24F V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.8 in2 R2=2.8 in2 (1.5)DL Defl= 0.30 in Recom Camber=0.46 in Data Beam Span 22.0 ft Reaction 1 LL 1031# Reaction 2 LL 1031# Beam Wt per ft 16.81 # Reaction 1 TL 1835# Reaction 2 TL 1835# Bm Wt Included 370# Maximum V 1835# Max Moment 10092'# Max V(Reduced) 1647# TL Max Defl L 1240 TL Actual Defl L 1467 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 155.67 69.19 0.57 0.26 Critical 44.61 8.95 1.10 0.73 Status OK OK OK OK Ratio 29% 13% 51% 36% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2715 276 1.8 650 Adjustments Cv Volume 0.984 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:94 Uniform TL: 150 =A Uniform Load A R1 = 1835 R2=1835 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. lb" 1141 BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 11 • Ziebart Residence Roof Beam RBI Date:6/17/16 Selection 3-1/8x 13-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=2.7 in2 R2=2.7 in2 (1.5)DL Defl= 0.46 in Recom Camber=0.68 in Data Beam Span 22.0 ft Reaction 1 LL 1031 # Reaction 2 LL 1031# Beam Wt per ft 10.25# Reaction 1 TL 1763# Reaction 2 TL 1763# Bm Wt Included 226# Maximum V 1763# Max Moment 9695'# Max V(Reduced) 1582# TL Max Defl L/240 TL Actual Defl L/299 LL Max Defl L/360 LL Actual Defl L/617 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 94.92 42.19 0.88 0.43 Critical 42.15 8.60 1.10 0.73 Status OK OK OK OK Ratio 44% 20% 80% 58% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2760 276 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:94 Uniform TL: 150 =A Uniform Load A R1 =1763 R2=1763 SPAN=22 FT Uniform and partial uniform loads are lbs per lineal ft. (, l, BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 HouckResidence Roof Joist R62 Date:6/17/16 Selection PT 2x 4 DF-L#2 42 24 in oc Lu=0.0 Ft Lu©OH=0.0 Ft Conditions NDS 2005,Overhang, Repetitive Use, Incised Min Bearing Area R1=0.3 int R2=0.5 in2 (1.5)DL Defl= 0.03 in. Data Beam Span 4.5 ft Reaction 1 LL 171# Reaction 2 LL 269# Beam Wt per ft 0# Reaction 1 TL 214# Reaction 2 TL 336# Bm Wt Included 0# Maximum V 236# Overhang Length 1.0 ft Max Moment 229'# Max V(Reduced) 207# Total Beam Length 5.5 ft TL Max Defl L/240 TL Actual Defl L/494 OH TL Actual Defl L/297 LL Max Defl L/360 LLActual Defl L/679 OH LL Actual Defl L/408 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 3.06 5.25 0.11 0.08 -0.08 -0.06 Critical 1.92 1.87 0.23 0.15 0.10 0.07 Status OK OK OK OK OK OK Ratio 63% 36% 49% 53% 81% 88% Fb(psi) Fv(psi) E(psi x mil) Fc.i.(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 1428 166 1.5 825 Adjustments CF Size Factor 1.500 Cd Duration 1.15 1.15 Cr Repetitive 1.15 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability©OH 1.0000 Rb=0.00 Le=0.00 Ft Loajls Uniform LL:80 Uniform TL: 100 =A (Uniform Ld on Backspan) Par Unif LL Par Unif TL Start End 1 80 K=100 (OH) 0 1.0 Uniform Load A K R1 4 R2=336 BACKSPAN=4.5 FT OH=1 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. 1607'I6i P13 ' BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 HouckResidence Deck Beam DB1 Date:6/17/16 Selection PT 4x 10 HF#2 Lu=0.0 Ft Conditions NDS 2005, Incised Min Bearing Area R1=2.9 in2 R2=2.9 in2 (1.5)DL Defl= 0.04 in Data Beam Span 9.0 ft Reaction 1 LL 900# Reaction 2 LL 900# Beam Wt per ft 7.87# Reaction 1 TL 1160# Reaction 2 TL 1160# Bm Wt Included 71 # Maximum V 1160# Max Moment 2611 It Max V(Reduced) 962# TL Max Defl L/240 TL Actual Defl L/728 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in3) TL Defl(in) LL Defl Actual 49.91 32.38 0.15 0.10 Critical 38.40 12.02 0.45 0.30 Status OK OK OK OK Ratio 77% 37% 33% 34% Fb(psi) Fv(psi) E(psi x mil) Fc I(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 816 120 1.2 405 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Ci Incised 0.80 0.80 0.95 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:200 Uniform TL: 250 =A 4 Uniform Load A R1 =1160 R2=1160 SPAN=9 FT Uniform and partial uniform loads are lbs per lineal ft. • - BeamChek v2007 licensed to:SHERMAN ENGINEERING INC Reg#7992-66413 �' ` - - HouckResidence Deck Joist DJ1 Date:6/17/16 Selection PT 2x 10 HF#2 ft 16 in oc Lu=0.0 Ft Lu €OH=0.0 Ft EConditions NDS 2005,Overhang,Repetitive Use, Incised Min Bearing Area R1=0.4 in2 R2=0.9 in2 (1.5)DL Defl= <0.01 in. Dila_ Beam Span 6.0 ft Reaction 1 LL 142# Reaction 2 LL 284# Beam Wt per ft 0# Reaction 1 TL 178# Reaction 2 TL 356# Bm Wt Included 0# Maximum V 222# 2.0 ft Max Moment 237'# Max V(Reduced) 171# 8.0 ft TL Max DellL/240 TLActual DeftL/>1000 L/<-1000 LL Max Defl L/360 LL Actual Dell L/>1000 L/<-1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl Actual 21.39 13.88 0.01 <0.01 -0.01 -0.01 ii Critical 3.31 2.14 0.30 0.20 0.20 0.13 4 Status OK OK OK OK OK OK Ratio 15% 15% 4% 5% 7% 7% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 x, Adjusted Values 860 120 1.2 405 Ci t; Adjustments CF Size Factor 1.100 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 1.0000 Rb=0.00 Le=0.00 Ft del) CI Stability©OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:53 Uniform TL:67 =A (Uniform Ld on Bac kspan) # Par Unif LL Par Unif TL Start End I 53 K=67 (OH) 0 2.0 C 1 0 iliklailt Uniform Load A K /\ R1 =178 R2=35fi BACKSPAN=6 FT OH=2FT lid. Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. t it