Loading...
Specifications (15) 41,67-)--o t& . • / L-1 C)c -( 51,3 ‘//00. -j4,6/t2e4 Lel STRUCTURALDEPARTMENT VENABLE PORCH 14054 SW SPRINGBROOK LN I TIGARD OR 97223 22 AUGUST 2016 PREPARED FOR: REBECCA VENABLE OPR Op CC! LAI ;022 r, - • OREGON cp " J. EXPIRATION DATE: 12/31/2017 STRUCTURAL DEPT. LLC I 465 NE 181ST AVE #227 I PORTLAND, OR 97230 I 503 334 1870 I WVVW.STRUCTURALDEPT.COM . STRUCTURALDEPARTMENT VENABLE PORCH 14054 SW SPRINGBROOK LN I TIGARD OR 97223 PROJECT DESCRIPTION: BACK PORCH ROOF ADDITION TO EXISTING SINGLE FAMILY RESIDENCE. PORCH CONSTRUCTED OF CANTLIEVERED WOOD POLE COLUMNS EMBEDDED IN CONCRETE FOOTINGS. DESIGN CRITERIA 1) BUILDING CODE: A) 2014 OREGON STRUCTURAL SPECIALTY CODE (OSSC) 2) LOADS AND ALLOWABLES A) LIVE LOAD: I) ROOF 25 PSF (SNOW) B) WIND: I) BASIC WIND SPEED (LRFD, 3-SEC. GUST) 110 MPH II) EXPOSURE CATEGORY B 3) FOUNDATION DESIGN CRITERIA (DESIGN PRESSURES PER 2012 IBC, U.O.N.) A) ALLOWABLE FOUNDATION BEARING: 1500 PSF B) ACTIVE EARTH PRESSURE: 35 PCF C) PASSIVE EARTH RESISTANCE: 150 PSF/FT D) COEFFICIENT OF FRICTION (SLIDING): 0.25 MATERIAL PROPERTIES 1) WOOD A) GLUE LAMINATED BEAMS COMB 24F-V4 (24F-V8 WHERE NOTED) B) FRAMING LUMBER NO.2 D.FIR/LARCH C) ROOF SHEATHING 1/2", "C-D", INDEX 42/20 D) WALL SHEATHING 7/16" C-D, (1/2", "C-D", STRUCT 1 WHERE NOTED) INDEX 32/16 E) FLOOR SHEATHING 3/4". "C-D", INDEX 48/24 2) CONCRETE: A) F'C: 2500 PSI STRUCTURAL DEPT. LLC 1 465 NE 181ST AVE #227 1 PORTLAND, OR 972301 503 334 18701 WWW.STRUCTURALDEPT.COM . . STRUCTURALDEPARTMENT VENABLE PORCH 14054 SW SPRINGBROOK LN I TIGARD OR 97223 GRAVITY FRAMING CALCULATIONS STRUCTURAL DEPT. LLC 1465 NE 181ST AVE #227 I PORTLAND, OR 97230 I 503 334 1870 I WWW.STRUCTURALDEPT.COM • • VENABLE BACK PORCH 08/22/16 ( PG. 1 MEMBER REPORT PORCH ROOF, 5.5x10.5 glulam PASSED F O R T E 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length: 20'9.00" Il 0 0 II II - Ii.. II II "... II II 5'9.00" ,r 12'0.00" •{' 2'0.00"t IJ All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal. Design Results Actual©Location Allowed Result LDF Load:Combination(Pattern) System: Roof Member Reaction(lbs) 6558© 6'0.00" 14025(6.00") Passed(47%) -- 1.0 D+ 1.0 S(Adj Spans) Member Type:Drop Beam Shear(lbs) 3109 © 7' 1.50" 11733 Passed(27%) 1.15 1.0 D+ 1.0 S(Adj Spans) Building use: Residential Pos Moment(Ft-lbs) 6172 @ 13' 1.34" 23244 Passed(27%) 1.15 1.0 D+ 1.0 S(Alt Spans) Building Code:IBC 2015 Neg Moment(Ft-lbs) -8713 @ 6'0.00" 17918 Passed(49%) 1.15 1.0 D+ 1.0 S(All Spans) Design Methodology:ASD Live Load Defl. (in) 0.212 @ 0 0.400 Passed (2L/678) -- 1.0 D+ 1.0 S(Alt Spans) Member Pitch:0/12 Total Load Defl. (in) 0.266© 0 0.600 Passed(2L/542) -- 1.0 D+ 1.0 S(Alt Spans) • Deflection criteria:LL(1/360)and TL(1./240). • Overhang deflection criteria: LL(21./360)and TL(21/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 20'9.00"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L= 10'1.20". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L=9'0.10". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Bearing Length Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-SPF 6.00" 6.00" 2.81" 2566 3992 6558 Blocking 2-Stud wall-SPF 6.00" 6.00" 1.59" 1382 2345 3727 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 20'9.00" N/A 14.0 1-Uniform(PSF) 0 to 20'9.00" 11'9.00" 15.0 25.0 Snow (Front) Weyerhaeuser Notes @SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 8/22/2016 10:17:21 PM Zac Blodget Forte v5.1, Design Engine: V6.5.1.1 Structural Dept. LLC venable porch framing.4te (503)334-1870 zac @structuraldept.com Page 1 of 1 STRUCTURAL DEPT. LLC 1465 NE 181ST AVE #227 1 PORTLAND, OR 97230 1 503 334 1870 1 WWW.STRUCTURALDEPT.COM • VENABLE BACK PORCH 108/22/16 I PG. 2 STRUCTURALDEPARTMENT VENABLE PORCH 14054 SW SPRINGBROOK LN I TIGARD OR 97223 LATERAL CALCULATIONS STRUCTURAL DEPT. LLC ( 465 NE 181ST AVE #227 I PORTLAND, OR 97230 I 503 334 1870 I WVVW.STRUCTURALDEPT.COM 1,.... ..., _...._._ . . � _ VENABLE BACK PORCH 08f22/16 I PG. .3. li .)/)6& a . a t , I 1' l 13 ;- /Zs --- (... . ,e.t--ro. -� . ---------r.2- 5-5-ri.c,y.../0) --r 34P ' ° • 0 . 1s , q , i c„,_/_ .,4. -4.- xi ,... -- rcre-tey . -/,--- , „ — , .,..., . `7 , L = ' '^ • ... its. cy, , . , ' r I, Co (4,‘. /*-1 C ) 2- (07(5) f-'`,2:: ,.., --pc=s- }.----- ce- „--- &F-(7..,2 /%-z c rt 47 7(14:7 _ �, /61:2-?‘;73) ; 3 .3*2 1. ,.Fs Wil,,' K tC6 I Ptip .Zf‘' it,i516 K9' , ":: E/%4g1W`ie./-7C.9 . A.-k7rierngior&-/6 rc.•e1"- .tca �1s. ' -') . STRU JURAL DEPT. LLC 1465 NE 181ST AVE #227 I PORTLAND, OR 97230 1 503 334 18701 WWW.STRUCTURAL I EPT.COM • • VENABLE BACK PORCH 1 08/22/16 I PG. 4 STRUCTURAL PROJECT: VENABLE ROOF PAGE : DEPARTMENT CLIENT: VENABLE DESIGN BY : JOB NO. : 16058 DATE : REVIEW BY: Wind Analysis for Shade Open Structure Based on ASCE 7-05/ IBC 2006 VENABLE WIND LOADS INPUT DATA Exposure tate o (B,C orb p g � 0) = Importance factor, pg 73(0.87,1.0 or 1.15) I = 1.00 Category I Basic wind speed (3 sec. gust wind) V = 85 mph Topographic factor(sec.6.5.7.2,pg 26&45) KZt = 1 Flat Height of ridge H = 15 ft Roof slope 3 : 12 Roof length L = 18 ft Roof horizontal projected width B = 23 ft Effective area of component/cladding A = 10 ft2 DESIGN SUMMARY 1. Main Wind-Force Resisting System Max horizontal force/base shear = 0.72 kips Max vertical download force = 1.38 kips Max vertical uplift force = 4.36 kips Max bending moment at centroid of base = 45.85 ft-kips 2.Component and Cladding Elements Max inward pressure = 20 psf Max net outward pressure = 32 psf ANALYSIS Velocity pressure gh = 0.00256 Kh Kn Kd V21 = 11.01 psf where: qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27) Kh =velocity pressure exposure coefficient evaluated at height, t(Y(ab.6-3,Case 1,pg 79) = 0.70 Kd =wind directionality factor. (Tab. 6-4, for building, page 80) = 0.85 h = height of mean roof = 13.56 ft Main Wind-Force Resisting System (Sec. 6.5.13.2) p = ghGCN F = pAf where: G =gust effect factor. (Sec. 6.5.8, page 26). = 0.85 9 = roof angle = 14.04 degree < 45 deg. [Satisfactory] Af= roof actual area. = 213.4 ft2, front/back = 0.0 ft2, each side CN = net force coefficients. (Fig. 6-18B, page 67 & Fig. 6-18D, page 69) Check Fig. 6-18 limitation h/L= 0.75 within[0.25 , 1.0] [Satisfactory] h/B = 0.59 within[0.25 , 1.0] [Satisfactory] CLEAR WIND FLOW OBSTRUCTED WIND FLOW CASE A CASE B CASE A CASE B CNW CNL CNS CNW CNL CNS CNW CNL CNS CNW CNL CNS 1.10 -0.39 -0.80 0.11 -1.11 0.80 -1.25 -1.00 -1.20 -0.64 -1.61 0.50 p(psf) 10.29 -3.62 -7.48 1.06 -10.41 7.48 _ -11.71 -9.35 -11.23 _ -5.97 -15.09 4.68 F (kips) 2.20 -0.77 0.00 0.23 -2.22 0.00 -2.50 -2.00 0.00 -1.27 -3.22 0.00 CLEAR FLOW OBSTRUCTED CASE A CASE B CASE A CASE B Horizontal force/base shear H (kips) 0.72 0.59 -0.12 0.47 Vertical download force V(kips) 1.38 0.00 0.00 0.00 Vertical uplift force V(kips) 0.00 1.94 436 4.36 Bending moment at centroid of base M (ft-kips) -3.5 25.2 38.3 45.8 STRUCTURAL DEPT. LLC 1 465 NE 181ST AVE #227 ! PORTLAND, OR 97230 1 503 334 1870 1 WWW.STRUCTURALDEPT.COM VENABLE BACK PORCH I 08/22/16 I PG. 5 (cont'd) Component and Cladding Elements (Sec. 6.5.13.3) p= ghGCN where: CN = net force coefficients. (Fig. 6-19B, page 71) a= Max[ Min( 0.1L , 0.1B , 0.4h ) , 0.04L , 0.04B , 3ft] , (Fig. 6-19B, footnote 6) = 3.0 ft For effective area, 10 sq.ft. as given CLEAR WIND FLOW OBSTRUCTED WIND FLOW ZONE 3 ZONE 2 ZONE 1 ZONE 3 ZONE 2 ZONE 1 CN 2.18 -2.36 1.70 -1.71 1.10 -1.11 0.99 -3.41 0.80 -2.43 0.50 -1,61 p(psf) 20.41 -22.03 15.90 -16.02 10.29 -10.41 9.29 -31.86 7.48 -22.69 4.68 -15.09 \ / a N M CU M C• C C C C C N• N N N N I N 0 >_ 10 0 < 1 o STRUCTURAL DEPT. LLC 1465 NE 181ST AVE #227 I PORTLAND, OR 972301 503 334 18701 WVWV.STRUCTURALDEPT.COM r • r VENABLE BACK PORCH ( 08/22/16 I PG. 6 PROJECT: pole barn PAGE: CLIENT: ISS DESIGN BY: ZJB JOB NO. : 15037 DATE: 8/22/2016 REVIEW BY: Flagpole Footing Design Based on Chapter 18 of IBC&CBC PORCH ROOF FOOTINGS INPUT DATA&DESIGN SUMMARY IS FOOTING RESTRAINED @ GRADE LEVEL? (1=YES,O=NO) 1 yes P ---►-- LATERAL FORCE @ TOP OF POLE P= 0.2 k HEIGHT OF POLE ABOVE GRADE H= 9 ft DIAMETER OF POLE FOOTING B= 1.5 ft H LATERAL SOIL BEARING CAPACITY S= 0.2 ksf/ft ISOLATED POLE FACTOR(IBC 1804.3.1 or UBC note 3 on Tab 18.4-A) F= 1 FIRST TRIAL DEPTH =__> D= 4 ft I Use 1.5 ft dia x 2.94 ft deep footing restrained @ ground level D ANALYSIS Ti5LATERAL BEARING @ BOTTOM: �' � `(� 12') LATERAL BEARING @ D/3: S,=FS Min(D 12'1 A_234P \ J $S, 1+ 1+4.36H D _ z`4 A , FOR NONCONSTRAINED REQUIRD DEPTH: V4.25PH Bs,. ,FOR CONSTRAINED NONCONSTRAINED CONSTRAINED LATERAL FORCE @ TOP OF POLE P. => 0.20 ., k 0.20 k HEIGHT OF POLE ABOVE GRADE H => 9.0 E ft 9.0 ft DIAMETER OF POLE FOOTING B => 1.50 ft 1.50 ft LATERAL SOIL BEARING CAPACITY FS => 0.20 ksf/ft 0.20 ksf/ft 1ST TRIAL TRY D1 => 4.00 ft 4.00 ft LAT SOIL BEARING @ 1/3 D Si => 0.27 ksf 0.27 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.80 ksf 0.80 ksf CONSTANT 2.34P/(BS1) A => 1.17 - - REQD FOOTING DEPTH RQRD D=> 4.02 ft 2.52 ft 2ND TRIAL: TRY D2=> 4.01 ft 3.26 ft LAT SOIL BEARING @ 1/3 D Si => 0.27 ksf 0.22 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.80 ksf 0.65 ksf CONSTANT 2.34P/(BS1) A => 1.17 - - REQD FOOTING DEPTH RQRD D=> 4.02 ft 2.80 ft 3RD TRIAL: TRY D3=> 4.01 ft 3.03 ft LAT SOIL BEARING©1/3 D Si => 0.27 ksf 0.20 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.80 ksf 0.61 ksf CONSTANT 2.34P/(BS1) A => 1.17 - - REQD FOOTING DEPTH RQRD D=> 4.01 ft 2.90 ft 4TH TRIAL: TRY D4=> 4.01 ft 2.97 ft LAT SOIL BEARING©1/3 D Si => 0.27 ksf 0.20 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.80 ksf 0.59 ksf CONSTANT 2.34P/(BS1) A => 1.17 - - REQD FOOTING DEPTH RQRD D=> 4.01 ft 2.93 ft 5TH TRIAL: TRY D5=> 4.01 ft 2.95 ft LAT SOIL BEARING @ 1/3 D Si => 0.27 ksf 0.20 ksf LAT SOIL BEARING @ 1.0 D S3 => 0.80 ksf 0.59 ksf CONSTANT 2.34P/(BS1) A => 1.17 - - REQD FOOTING DEPTH RQRD D=> 4.01 ft 2.94 ft STRUCTURAL DEPT. LLC 1465 NE 181ST AVE #227 I PORTLAND, OR 97230 I 503 334 1870 I VWVW.STRUCTURALDEPT.COM