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Specifications (49) S i�1q CCS\�q i (l )- Sk.o Lt: ere- . RECE)vED 3 JUL 1 1 2019 cny OF TIGARD BUILDING DIVISION • STRUCTURAL CALCULATIONS FOR ES SER RESIDENCE 10167 SW 67TH AVE TIGARD, OR 97223 -- EXISTING DECK REVIEW -- .. RUCTUpg4 5't`t.`41) PRare s�� R o/ Ck- 12,187! yl o +REGON / V ✓G<Y 15, W' G^ 0yN F. NORM,\� EXPIRES:12/31/20 Contents Detail A D1 Contact Person: John E Nordling,PE Calculations Cl -C8 NORDLING Proj. No.: 19-127 STRUCTURAL40 k ' 04 ESSER RESIDE CE ENGINEERS, LLC MIKE ESSER 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUL 2019 By:JEN Sheet No.:COVER 1 , , 1271 _ — -- d — — � � ' / . re // \ 22(i3 .p.rjoisf- . /X'/ i _• 6 i /1: 4, Q I ! }� �jl az . i 9 1 The existing deck was constructed without a permit. We have reviewed the _ -- --- existing residence framing support beam,the deck members and connections. The framing reviewed was provided to us by the owners. The new deck is wood framed and is supported by three 4x4 posts at the exterior line and by an existing GL house beam at the interior line. The deck rail is a premanufactured rail system and was not included as part of this review. The members were all found to be code acceptable except that we suggest that the deck ledger attachment and four lateral ties be added. See notes 1 and 2. 1. Add 1/4 inch diameter(minimum) lag screws (embed 2 inches into GL beam) at 16 inches on center so that anchor spacing is net 8 inches on center. Ru c r uRq< •• ••"• 2. Add Simpson"DTT1Z"lateral ties with 3/8 inch diameter lag bolts(embed PROP ' 3 inches into GL beam), four loactions. 5����0,N e j . 1 1: ( fr,, ii pi, . .„ ip OREGO G 9- ls!..1 .. �t.,pr ,./, 4)-F.t NOR°\o\ ../G) EXPIRES:12/31/20 _ NORDLING Proj. No.: 19-127 '. STRUCTURAL ESSER RESIDENCE o DECK . IT LLC ENGINEERS, MIKE ESSER 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUL 2019 By:JEN Sheet No.: V d ,0 , : . o . _ .31-6°, i ____ __ _ yr_ il--- . _ if , , T ±__.7 , - ,,, , ,. „ ,H ,?,r x . , ,,i,,: , ,_____,___., , 0 e „ , _ , , , it °-� 111 11111111 111111 i :f 1 1 F r. , „.,. L ..1 0 L=I, _ —11--I 0 I l I • 13141 &'"F.- n42(.."-- E l NORDLING Proj. No.: 19-127 i STRUCTURAL ESSER RESIDENCEDECK ENGINEERS, LLC MIKE ESSER 6775 SW 111th,Suite 200'Beaverton OR,97008 Date:JUL 2019 By:JEN Sheet No.: 6. . G. -i- a i 7 ti4,1,4‘ it-raw' AI, — . ...„, , ,,..k ...._,:_. •4, [ a: ..3.A; i1/110 4 A j _ 3' I ,�� / .�� �� h ; o. j . . . . . . _ , 314• • .PCZ .d ....e.. ........ ... y • L1111i' • 1 • iiil' .I peva . - • -iv lit- n ii ! I-i f-ri,KIa. '••k;,-; . - . . - n; J 214 ti • '(3D—_ i.. _ • _L 0, 1.,...t . rig 1 ��-s� AT1�� k� 33I-6e R:141- • Vow% 1/v)*-4.900 r .4 1;4•P`""F`# �' Pli' 110/0+Iu('i " 1 • NORDLING • Proj. No.: 19-127 STRUCTURAL ESSER RESIDENCE v' .y11 ;a' DECK . . L‘ k, ENGINEERS, LLC MIKE ESSER 8775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUL 2019 By:JEN Sheet No.: •C Z 0 • • . cl. ({11. 63" „dp.-40(.‘414-)°," 1'4k/dig..., lots :0 d3 1.A.-1 co4V 'ate ' c-,,,, , c : r , .... ,,.. C_ ' ..AoP `14t` k .k.11.4.4)1 4\M _,,-- ( ) cdr-:- l). 7,"3 . 1,,x, �..;? k.'11 ' vv- :z1,5-4tvy„1 r ..._,..,. . • . T 4 ems; ... �� ,. 1,, lt,.�t i:-":"::::-.-\tt.... w7 � � .. . ryr 0 ,,, 1 ...,",.....,. i . „. y ,........, c.,.....4....,,... ,„„ ,, . . ,, x.= i 41644.2's - 044 «- . NORDLING Proj. No.: 19-127 4 STRUCTURAL ESSERRESIDENCE - _ W ENGINEERS, LLC MIKE ESSER 6775 SW 111th,Suite 200•Beaverton DR,97008 Date:JUL 2019 By:JEN Sheet No.: (-3 Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:07102119 Page: MULTI-SPAN TIMBER BEAM DESIGN ESSER RESIDENCE-DECK A-(TL) B-(TL) B-(TL) B-(TL) GENERAL DATA - 1 - 3 4- -6 All Spans Simple Support?? : NO Spans Length ft : 10.00 9.00 9.00 9.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1.500 3.500 3.500 3.500 Beam Depth in : 7.25 7.25 7.25 7.25 CALCULATED VALUES -OK- -OK- -OK- -OK- Pb-Modified Allow. psi : 1000.0 1000.0 1000.0 1000.0 fb-Actual. psi : 776.2 990.7 990.7 990.7 F'v-Modified Allow. psi : 180.0 180.0 180.0 180.0 fv(actual)* 1.5 psi : 41.3 74.3 74.3 57.6 Moment @ Left k-in : 0.0 0.0 -30.4 0.0 Moment @ Right k-in : 0.0 -30.4 0.0 0.0 Max.Mom.@ Mid-Span k-in : 10.2 17.1 17.1 30.4 X-Dist ft : 5.00 3.36 5.64 4.50 Shears: Left k : 0.34 0.84 1.41 1.12 Right k : -0.34 -1.41 -0.84 -1.12 Reaction @ Left DL k : 0.06 0.17 0.56 0.22 LL k : 0.27 0.67 2.25 0.90 Total k : 0.34 0.84 2.81 1.12 Reaction @ Right DL k : 0.06 0.56 0.17 0.22 LL k : 0.27 2.25 0.67 0.90 Total k : 0.34 2.81 0.84 1.12 Max.Defl.@ Mid Span in : -0.211 -0.091 -0.091 -0.218 X-Dist ft : 5.00 3.78 5.22 4.50 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1000.0 1000.0 1000.0 1000.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1520 1520 1520 1520 Load Duration Factor 1.00 1.00 1.00 1.00 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Uniform DL plf : 13.0 50.0 50.0 50.0 LL plf : 55.0 200.0 200.0 200.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 Shear # : 0.34 0.84 1.41 1.12 Moment k-in : -0.00 0.00 -30.37 -0.00 Deflection in : 0.000 0.000 0.000 0.000 C V4.4B2(c)1983.95 ENERCALC Bruce W.Kenny,KW060914SL-A • Nordling Structural Engineers LLC 6775 SW 111th, Suite 200 Beaverton, OR 97008 Date:07102119 Page: MULTI-SPAN TIMBER BEAM DESIGN ESSER RESIDENCE-DECK C-(EXIST) C-(WIDECK) GENERAL DATA - 1 - 3 All Spans Simple Support?? : YES Spans Length ft : 20.00 20.00 End Fixity: Pin:Pin Pin:Pin Beam Width in : 5.500 5.500 Beam Depth in : 18.00 18.00 CALCULATED VALUES - -OK- -OK- F'b-Modified Allow. psi : 2638.4 2638.4 fb-Actual. psi : 1565.7 2070.7 F'v-Modified Allow, psi : 218.5 218.5 fv(actual)* 1.5 psi : 100.2 132.5 Moment @ Left k-in : 0.0 0.0 Moment @ Right k-in : 0.0 0.0 Max.Mom.@ Mid-Span k-in : 465.0 615.0 X-Dist ft : 10.00 10.00 Shears: Left k : 7.75 10.25 Right k : -7.75 -10.25 Reaction @ Left DL k : 2.75 3.25 LL k : 5.00 7.00 Total k : 7.75 10.25 Reaction @ Right DL k : 2.75 3.25 LL k : 5.00 7.00 Total k : 7.75 10.25 Max.Defl.@ Mid Span in : -0.580 -0.767 X-Dist ft : 10.00 10.00 DESIGN DATA Le:Unsupported Length ft : 0.00 0.00 Fb:Basic Allowable psi : 2400.0 2400.0 Fv:Basic Allowable psi : 190.0 190.0 Elastic Modulus ksi : 1800 1800 Load Duration Factor 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Uniform DL plf : 275.0 325.0 LL plf : 500.0 700.0 QUERY VALUES Location ft : 0.00 0.00 Shear # : 7.75 10.25 Moment k-in : 0.00 0.00 Deflection in : 0.000 0.000 Cr V4.4B2(c)1983-95 ENERCALC Bruce W.Kenny,KW060914SL-A i Lire Ime •) 44J (C : 7 4 e ... 4 - 22( 't r Jotsfs i x a - 2,0 pr— N 4i li 01. 9. ... ,_._:. ___4-.41-' - p _. . . Vl'i 14- i.',-";di—' ---: , • c ' (44 t•-• '. ,' * : C " a ii NORDLING Proj. No.: 19-127 STRUCTURAL ESSER RESIDENCE - °' DECK ENGINEERS, LLC MIKE ESSER 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUL 2019 By:JEN Sheet No.: G» ZUSGS Earthquake Hazards Program ASCE 7-10 Standard Lat: 45°26'47.53"N Ss and S1=Mapped Spectral Acceleration Values Long: 122°44'46.43" W 10167 SW 67th Ave,Tigard,OR 97223 Ground Motion Ss 0.988 Si 0.426 Occupancy Category II Light Framed walls with wood shear panels Site Class D R 6.5 Importance Factor 1.00 Height of Structure 15.0 ft Structural Period T 0.152 Site Coefficients Ct 0.020 Fa 1.10 x 0.75 F� 1.57 CS SDsI/R 0.112 SMS Fa* Ss 1.092 Cs Max SDs I/T R 0.451 SM1 Fv* Si 0.671 CS MIN 0.044 SDS I 0.032 SDs (2/3)SMS 0.728 V Cs* WP 0.112 WP SDI (2/3)SMI 0.447 ASD =V*0.7 0.078 WP Seismic Design Category SDC D RPP )L k)(60,;1 kmAte... (S�e� °7`� "� �Zl1" 04,,14-"' NORDLING Proj. No.: 19-127 STRUCTURAL ESSER RESIDENCE D CK Olo ENGINEERS, LLC MIKE ESSER 6775 SW 111th,Suite 200•Beaverton OR,97008 Date:JUL 2019 By:JEN Sheet No.: G 7 I ASCE 7.10 Wind Force Standard Wind Speed: 120 mph Exposure: B Mean Height(h): 20'-0" Width(x): 30'-0" Topographic Feature: Homogeneous Length(y): 30'-0" Height of Hill(h) 0 ft Crest Length(Ln) 0 ft qh : 19.55 psf-LRFD Crest to Structure Dist(x) 0 ft I I X I I Y Kd: 0.85 Ki : 0.00 Cp: 0.80 0.80 windward KZt: 1.00 K2 : 0.00 Cp: -0.50 -0.50 leeward K3 : 0.00 Gust: 0.86 0.86 Wall Loads --. IIx I I Y j ASD< Leeward qh*Cp * Gust = -5.1 psf qh* Cp * Gust = -5.1 psf Windward kz qz*Cp*Gust Total qz* Cp* Gust Total 25'-0" 0.665 8.6 psf 13.7 psf 8.6 psf 13.7 psf 20'-0" 0.624 8.1 psf 13.2 s.f 8.1 psf 13.2 psf 15'-0" 0.575 7.5 psf 12.5 ;,.f 7.5 psf 12.5 psf 10'-0" 0.575 7.5 psf 12.5 I.f 7.5 psf 12.5 psf . (514,4 na `". ( 4'.' , pm j 4„,, 5,„ ,, NORDLING Proj. No.: 19-127 n 0STRUCTURAL ESSER RESIDENCE . llo , DECK ENGINEERS, LLC MIKE ESSER 6775 SW 111th,Suite 200•Beaverton OR,97008 Date: JUL 2019 By:JEN Sheet No.: C