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Specifications sit oo i -A' - 11 1 ,eNt (2 - STRUCTURAL CALCULATIONS EXTERIOR DECK PROJECT: Walton Residence 13250 SW Burnham Court Tigard OR 97221 RECEIVED MAY 6 2019 for CITY OF TIGARD BUILDING DIVISION Above All Fences, Deck, and Construction 7424 SW Fir Street Tigard OR 97223 9-ucTV9 _0:OCT(ig �t4 d PI j• , • 18346P3 James G. Pierson, Inc. ,4> OREGON 40 QiNer" R R GOO- EXPIRES: 6-30-19 James G. Pierson, Inc. Consulting Structural Engineers 610 S.W.ALDER SUITE 918 PORTLAND,OR. 97205 (503)226-1286 FAX 226-3130 May 2,2019 Page 1 of 45 Exterior Deck • Project located in Portland, Oregon GENERAL DESIGN LOADS: Project is designed in accord with requirements of the 2014 Oregon Structural Specialty Code. For this location the following design parameters apply: Occupancy Category II Seismic Site Class D,Design Category D Deck Live Load 60 PSF Floor Live Load 40 PSF Deck Load 12 PSF Wind: 120 MPH EXP B (ASCE 7-10) Allowable Soil Bearing Pressure= 1500 PSF(Assumed) Design Summary: The following calculations are for a new detached garage for property located at 13250 SW Burnham Ct. located in Tigard, Oregon. The deck will consist of a conventional wood framed floor system and wood posts. The foundation will be posts on cast in place concrete footings. The techniques and principles of structural analysis used for these calculations conform to generally accepted standards of the engineering community. These design calculations have been prepared based upon architectural drawings furnished by client. Page 2 of 45 A 7 7, '77 ; 12' 8"' ID 1* P1* f , a 121'17- B6 ai P3 I I/I (E) ECK 0T-1, ?tAtV P1 P3 toor,,,r'' -pi* iApoo‘ rtat,,is _ _ I,rojea -job no. James G. Pierson, Inc. JA)etintl Date Consulting Structural Engineers 610 S.W.Altier,Suite 918 Pordand,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 chew Sheet no. Page 3 of 45 4 6 E ' s 1 , — „ II I I 4 • • --- .... = * i---- P1 * Pl / ( i 1 i 1 i 1 1 . „. 2x8 24" 00 1 _ - ,.,....,.,....„,, - (or zx6@l6") -,..........,..,...,_ 1 , , I .... L I P3I , ' P3 I .1,. , , k } ' , I , , ; t ' r I - 1 1 i I = = , [ Ned j(}bil(1. James G. Pierson, Inc. locot). Consulting Structural Engineers ..... 610 S.NV-Aldet;Sake 918 Portland,(:)n,goll 97205 . . ,t,..,.. TA(503)2264286 Fax:(503)226-3130 ‘"'"" Sheet no Page 4 of 45 , i 0 4 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www g.ierson com 1.,...,...",,,,,, " Prinked 11 APR 2019,10:13AM FiNll#Y33tM � Lic.#:KW-06001615 ,44,,,,..,i: a s � :c�= � i 1�: 0 '` to DESCRIPTION: J1 -Hottub Bearing Joist JAMES G.PIERSON INC. CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc Pill psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling525.0 psi Density 26.840pcf Repetitive Member Stress Increase D(O_01,5n961 L(0.07998) D(0.1006) D 0.015996 L 0.!7998 •2x8 2x8 Span=6.0 ft Span=6.Oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D=0.07550 ksf,Extent=2.50-->>9.50 ft, Tributary Width=1.333 ft Load for Span Number 1 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.333 ft Load for Span Number 2 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.687 1 Maximum Shear Stress Ratio 0.520 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 685.17psi fv:Actual = 75.68 psi FB:Allowable = 997.05 psi Fv:Allowable = 145.50 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 5.397 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 4092>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.033 in Ratio= 2161>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.272 1.337 0.272 Overall MINimum 0.180 0.600 0.180 +D+H 0.092 0.737 0.092 +D+L+H 0.272 1.337 0.272 +D+Lr+H 0.092 0.737 0.092 +D+S+H 0.092 0.737 0.092 Page 5 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 I Terson com Printed 11 APR 2019,10:13AM www f TY '" LLic.#.t W-06001615 JAMES G.PIERSON INC. DESCRIPTION: J2-Joist CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft 525.0 psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling s o D(0.015996 L(0,07998) D(0.015996 L(0.07998) ,ti F. 4 .. - 3a�. ° ria i 2x6 2x6 Span=6.0 ft Span=6.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.333 ft Load for Span Number 2 Uniform Load: D=0.0120, L=0.060 ksf, Tributary Width=1.333 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.73Q 1 Maximum Shear Stress Ratio = 0.397 : 1 Section used for this span 2x6 Section used for this span 2x6 fb:Actual = 685.32psi fv:Actual = 57.83 psi FB:Allowable = 939.25 psi Fv:Allowable = 145.50 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 5.564 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio= 1786>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.048 in Ratio= 1488>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS - Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.216 0.720 0.216 Overall MINimum 0.180 0.600 0.180 +D+H 0.036 0.120 0.036 +D+L+H 0.216 0.720 0.216 +D+Lr+H 0.036 0.120 0.036 +D+S+H 0.036 0.120 0.036 +D+0.750Lr+0.750L+H 0.171 0.570 0.171 +D+0.750L+0.7505+H 0.171 0.570 0.171 +D+0.60W+H 0.036 0.120 0.036 +D+0.70E+H 0.036 0.120 0.036 Page'of 45 • 9 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www.'••ierson.com a� p& Printed:30 APR 2019 3 36PM e18- n 1 x:; k a Lic.# Kw 6001615 "" �.,, Grp.Ata(.1flrt#' � s Q', 1Q 1. 1 JAMES G.PIERS ON INC. DESCRIPTION: BM1 -Inside side Bearing Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ Load Combination ASCE 7-10 Fb- 1,050.0 psi E:Modulus of Elasticity 1,050.0 psi Ebend-xx 1,300.0 ksi Fc-Pr!! 750.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc Perp 405.0 psi Wood Grade :No.1 Fv 140.0 psi Ft 525.0 psi Density 26.840pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(601680)0.1350)01350 3� aha »�n �". ups `� 4x10 F Span=12.50 ft si Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0270, L=0.1350 k/ft Partial Length Uniform Load: D=0.04180 k/ft,Extent=2.50-->>9.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.858 1 Maximum Shear Stress Ratio = 0.357 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 918.69psi fv:Actual = 48.48 psi FB:Allowable = 1,071.00 psi Fv:Allowable = 135.80 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio= 543>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.398 in Ratio= 377>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 • Overall MAXimum 1.165 1.153 Overall MINimum 0.844 0.844 +D+H 0.321 0.309 +D+L+H 1.165 1.153 +D+Lr+H 0.321 0.309 +D+S+H 0.321 0.309 +D+0.750Lr+0.750L+H 0.954 0.942 +D+0.750L+0.750S+H 0.954 0.942 +D+0.60W+H 0.321 0.309 +D+0.70E+H 0.321 0.309 +0+0.750Lr+0.750L+0.450W+H 0.954 0.942 Page 7 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www Terson com Printed:30 APR 2019, 3:21 PM • S�twara .. . IttENE,C�OPst.O 1�1 aat,� 0 1 g,,,,r' Lic.#:Kw-06001615 JAMES G.PIERSON INC. DESCRIPTION: BM2-Central Bearing Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,050.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,050.0 psi Ebend-xx 1,300.0ksi Fc-Pill 750.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.1 Fv 140.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 525.0 psi Density 26.840pcf z 0 0.090 L . ',0) ti y 6x10 6x10 .. i Span=6.250 ft Span=6.250 ft _____.....____........ Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.090, L=0.450 k/ft Partial Length Uniform Load: D=0.4630 k/ft,Extent=3.50-->>10.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.829: 1 Maximum Shear Stress Ratio = 0.758 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 591.81 psi fv:Actual = 82.35 psi FB:Allowable = 714.00psi Fv:Allowable = 108.64 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.250ft Location of maximum on span = 6.250ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio= 5603>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.029 in Ratio= 2623>=180 Max Upward Total Deflection -0.001 in Ratio= 117290>=180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 - Overall MAXimum 1.315 6.972 1.704 Overall MINimum 1.055 3.516 1.055 +D+H 0.260 3.457 0.649 +D+L+H 1.315 6.972 1.704 +D+Lr+H 0.260 3.457 0.649 +D+S+H 0.260 3.457 0.649 +D+0.750Lr+0.750L+H 1.051 6.094 1.440 +D+0.750L+0.7505+H 1.051 6.094 1.440 +D+0.60W+H 0.260 3.457 0.649 +D+0.70E+H 0.260 3.457 0.649 +D+0.750Lr+0.750L+0.450W+H 1.051 6.094 1.440 - - Page 8 of 46 , James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www ..ierson com Prin- [[rted 30 APR 2019, 3:23PM Lic.#:KW-06001615 F JAMES G.PIERSON INC DESCRIPTION: BM3-Outside side Bearing Beam — CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,050.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,050.0 psi Ebend-xx 1,300.0ksi Fc-Pr!' 750.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.1 Fv 140.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 525.0 psi Density 26.840pcf D'i.8 si,J801 1350 , 6x10 Span=12.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Loads on all spans... Uniform Load on ALL spans: D=0.0270, L=0.1350 k/ft Partial Length Uniform Load: D=0.04180 klft,Extent=2.50-->>9.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.621: 1 Maximum Shear Stress Ratio = 0.220 : 1 Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 554.26 psi fv:Actual = 29.83 psi FB:Allowable = 892.50 psi Fv:Allowable = 135.80 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.162 in Ratio= 924>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.234 in Ratio= 642>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 - Overall MAXimum 1.165 1.153 Overall MINimum 0.844 0.844 +D+H 0.321 0.309 +D+L+H 1.165 1.153 - +D+Lr+H 0.321 0.309 +D+S+H 0.321 0.309 +D+0.750Lr+0.750L+H 0.954 0.942 +D+0.750L+0.7505+H 0.954 0.942 +D+0.60W+H 0.321 0.309 +D+0.70E+H 0.321 0.309 +0+0.750Lr+0.750L+0.450W+H 0.954 0.942 Page 9 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 MIN:..ierson•com — Printed: 2 MAY 2019,10 45AM n•c �� m k�# lic.#:Kw-06001615 .9 r 'i t :1 .-. JAMES G.PIERSOIJ INC. DESCRIPTION: BM4- CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 - Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1050 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1050 psi Ebend-xx 1300 ksi Fc-PrIl 750 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.1 Fv 140 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 525 psi Density 26.84pcf rf D(0.0350)S(0.1750) 2-2x1 2-2x12 • -2x12 Span=0.$0 ft Span=12.70 ft Span=0.$0 ft • t♦ 1 .4 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0050, S=0.0250 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.793 1 Maximum Shear Stress Ratio = 0.338 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 813.73 psi fv:Actual = 52.83 psi FB:Allowable = 1,026.38 psi Fv:Allowable = 156.17 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.297ft Location of maximum on span = 0.800 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.245 in Ratio= 623>=360 Max Upward Transient Deflection -0.048 in Ratio= 396>=360 Max Downward Total Deflection 0.302 in Ratio= 504>=180 Max Upward Total Deflection -0.060 in Ratio= 320>=180 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www.jqpierson.com � 8 � �; �: 2019. Printed. 2 M 10:48AM SA�rB ® �t tic.#:KW-06001615 JAMES G.PIERSON W C. DESCRIPTION: BM5 Roof Joist - - — CODE REFERENCES Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 850.0 psi Ebend-xx 1,300.0ksi Fc-PrIl 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.2 Fv 150.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 525.0 psi Density 26.840pcf D(0.010)S(0.050) ��, 2x8 2x8 r44 2x8 Span=1.0f- Span=9.Oft Span=1.0 M N N Applied Loads _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0050, S=0.0250 ksf, Tributary Width=2.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.547. 1 Maximum Shear Stress Ratio = 0.203 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 545.15psi fv:Actual = 33.97 psi FB:Allowable = 997.05 psi Fv:Allowable = 167.33 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.538ft Location of maximum on span = 1.000ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.126 in Ratio= 855>=360 Max Upward Transient Deflection -0.043 in Ratio= 552>=360 Max Downward Total Deflection 0.157 in Ratio= 689>=180 Max Upward Total Deflection -0.054 in Ratio= 444>=180 • James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www pierson com ted 1 MAY 2019 2:20PM . Stet.+ htENERCA€.C,' as.;Bu4 13 s Lic.#.KW-06001615 a ".:. .. JAMES G.PIERSON INC. DESCRIPTION: BM6 P3 Bearing CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,050.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,050.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 750.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :No.1 Fv 140.0 psi Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 525.0 psi Density 26.840pcf D(0.462) (0.9625) e D(0.03 L(0.1) t t , 4x10 _ �{ J Span=8.0 ft 1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.050 ksf, Tributary Width=2.0 ft Point Load: D=0.4620, S=0.9625 k @ 5.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.587 1 Maximum Shear Stress Ratio = 0.320 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 722.43 psi fv:Actual = 50.05 psi FB:Allowable = 1,231.65psi Fv:Allowable = 156.17 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.7505+H Location of maximum on span = 4.993ft Location of maximum on span = 7.241 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio= 1580>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.111 in Ratio= 868>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.864 1.160 Overall MINimum 0.361 0.602 +D+H 0.293 0.409 +D+L+H 0.693 0.809 +D+Lr+H 0.293 0.409 +D+S+H 0.654 1.010 +D+0.750Lr+0.750L+H 0.593 0.709 +D+0.750L+0.7505+H 0.864 1.160 +D+0.60W+H 0.293 0.409 +D+0.70E+H 0.293 0.409 +D+0.750Lr+0.750L+0.450W+H 0.593 0.709 +D+0.750L+0.750S+0.450W+H 0.864 1.160 Page 12 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www.jgpierson.com ik � l , u t��r „ ;,-,7N-, .0 c",2019, 7 n,..., a",- ,.', . '' ,. ..�.c.;" A, 'g ae a I l 'fie obioo,. 1--:A PM Lac.#:KW-06001615 JAMES G.PIERSON INC. DESCRIPTION: P1 Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending 1.50 Fb+ 850.0 psi Fv 150.0 psi Area 12.250 102 Cf or Cv for Compression 1.150 Ix 12.505 in^4 Cf or Cv for Tension 1.50 Fb- 850.0 psi Ft 525.0 psi Fc-PrIl 1,300.0 psi Density 26.840 pcf ly 12.505 inA4 Cm:Wet Use Factor 0.850 Fc Per Ct:Temperature Factor 1.0 P 270.0 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1,0 Nvs 15.3.2 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: - X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. - Column self weight included:29.682 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 5.0 ft,D=0.440,L=1.10 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.4534:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/FC' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Alon Y-Y Applied Axial 1.570 k 9 0.0 in at 0.0 ft above base Applied Mx 0.0 k-ft for load combination: n/a Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 282.616 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 13.0 ft Applied Design Shear 0.0 psi Allowable Shear 232.80 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.209 0.1365 PASS 0.0 ft 0.0 PASS 13.0 ft +D+L+H 1.000 0.189 0.4534 PASS 0.0 ft 0.0 PASS 13.0 ft +D+Lr+H 1.250 0.153 0.1343 PASS 0.0 ft 0.0 PASS 13.0 ft +D+S+H 1.150 0.165 0.1348 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750Lr+0.750L+H 1.250 0.153 0.3702 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750L+0.750S+H 1.150 0.165 0.3715 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.60W+H 1.600 0.120 0.1332 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.70E+H 1.600 0.120 0.1332 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.120 0.3671 PASS 0.0 ft 0.0 PASS 13.0 ft +D+0.750L+0.7505+0.450W+H 1.600 0.120 0.3671 PASS 0.0 ft 0:0 PASS 13.0 ft +D+0.750L+0.7505+0.5250E+H 1.600 0.120 0.3671 PASS 0.0 ft 0.0 PASS 13.0 ft +0.60D+0.60W+0.60H 1.600 0.120 0.07990 PASS 0.0 ft 0.0 PASS 13.0 ft Page 13 of 45 e James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM Project ID: 610 SW Alder#918 Portland OR,97205 Project Descr: 503-226-1286 www.' plerson.com _ Printed 30 APR 2019, 3 57PM Lie.#:KW-06001, ''-t..."4""211""" .a '. 1 9 -", 615 �� '1 W E€1.t; JAMES G.PIERSON INC. DESCRIPTION: P1 —" Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.120 0.07990 PASS 0.0 ft 0.0 PASS 13.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-YB Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @Base @Top @Base @Base @Top @ Base @Top +D+H 0.470 +D+L+H 1.570 +D+Lr+H 0.470 +D+S+H 0.470 +D+0.750Lr+0.750L+H 1.295 +D+0.750L+0.7505+H 1.295 0.470 +D+0.60W+H +D+0.70E+H 0.470 +D+0.750Lr+0.750L+0.450W+H 1.295 +0+0.7501+0.7505+0.450W+H 1.295 1.295 +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H 0.282 +0.60D+0.70E+0.60H 0.282 D Only Lr Only 0.470 L Only 1.100 S Only W Only E Only H Only Sketches t i c •' • (,•P' 33`.31.3 30", 3',,1.- 3, 44, 1 "'%;"'`‘i:', 41 'kl ,iiti,:;;* 11., ,,,, i I, i t ,-- —, -:,.... r > 34 4 J 3.50 in yi Page 14 of 45 James G.Pierson Inc. Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 Project Title: HT Deck www..I ierson.corn Printed: 1 MAY201926 M- aaa e 4 7'. Lic.#:KW-06001615 1N �2tti° ,> ;11:1,,; JAMES G.PIERSON INC. DESCRIPTION: P1* - Code References Calculations per 2012 NDS, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 13.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending Fb+ 850.0 psi Fv 150.0 psi Area 12.250 inA2 Cf or Cv for Compression Fb 850.0 psi Ft 525.0 psi Ix 12.505 in^4 Cf or Cv for Tension Fc-Pril 1,300.0 psi Density 26.840 psi ly 12.505 in^4 Cm:Wet Use Factor 0.850 Fc-Perp 270.0 psi Ct:Temperature Factor 1.0 cf E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Basic Kf:Built-up columns 1.0 NDS t5.3.z 1,300.0 1,300.0 1,300.0ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:29.682 lbs*Dead Load Factor AXIAL LOADS . Axial Load at 5.0 ft,D=0.440,L= 1.10k Axial Load at 13.0 ft, D=0.4620,S=0.9625 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +p+0.750L+0.750S+H Top along Y-Y k Bottom along Y-Y k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X k Bottom along X-X k Location of max.above base ft At maximum location values are... Maximum SERVICE Load Lateral Deflections... Applied Axial k Along Y-Y in at 0.0 ft above base Applied Mx k-ft for load combination: n/a Applied My k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= :1 Bendina Comaression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base ft Applied Design Shear psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @Top . Page 15 of 45 • James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 .§ ri. x WWerson corn 1 MAY 2019, 2:16PM W WOOCI CO I.Ic.#:KW06001'' ,,,,-2.1,,,,,,,':,:-..--,,,::.z.,;„7.!!,,<. yright! w ;t:. .t iM:'s 3 .; JAMES G.PIERSONi INC. DESCRIPTION: P1* Sketches «, , y I� e o /if /3•,.' 1 .... 3.5(l infi ,; y Page 16 of 45 . e James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www.'..ierson.com Pooled: 1 MAY 2019, 2:33PM a ( ' i .. F 8 Z 1l3XMw lH I i'I t . Lic.#:KW-06001615 JAMES G.PIERSON INC. DESCRIPTION: P2-Hottub Bearing Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 5.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 5.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0 Fb+ 675.0 psi Fv 140.0 psi Area 30.250 inA2 Cf or Cv for Compression 1.0 lx 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 675.0 psi Ft 350.0 psi ly 76.255 inA4 Cm:Wet Use Factor 0.850 Fc-Prll 500.0 psi Density 26.840 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1,0 UPS 15.,9.2 Basic 1,100.0 1,100.0 1,100.0 ksi Use Cr:Repetitive? No Minimum 400.0 400.0 Brace condition for deflection(buckling)along columns: - X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=10ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:28.191 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 5.0 ft,D=3.450,L=3.380 k ' Axial Load at 5.0 ft, D=0.570,L=0.40,S=0.60 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6806:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... AlongY-Y Applied Axial 7 828 k 0.0 in at 0.0 ft above base Applied Mx 0.0 k-ft for load combination: n/a Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 380.227 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 5.0 ft Applied Design Shear 0.0 psi Allowable Shear 217.280 psi -_ Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.789 0.3767 PASS 0.0 ft 0.0 PASS 5.0 ft +D+L+H 1.000 0.760 0.6806 PASS 0.0 ft 0.0 PASS 5.0 ft +D+Lr+H 1.250 0.689 0.3107 PASS 0.0 ft 0.0 PASS 5.0 ft - +D+S+H 1.150 0.717 0.3726 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750Lr+0.750L+H 1.250 0.689 0.5283 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750L+0.750S+H 1.150 0.717 0.5878 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.60W+H 1.600 0.599 0.2795 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.70E+H 1.600 0.599 0.2795 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.599 0.4752 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750L+0.7505+0.450W+H 1.600 0.599 0.5063 PASS 0.0 ft 0.0 PASS 5.0 ft +D+0.750L+0.7505+0.5250E+H 1.600 0.599 0.5063 PASS 0.0 ft 0.0 PASS 5.0 ft Page 17 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 WWW. 'ierson.com Printed 1 MAY 2019 2:33PM 'Software ctPY[i9M ENE . '019;�Buti JAMES G.PIERSON INC. Lic.#:KW-06001615 DESCRIPTION: P2-Hottub Bearing Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear RatiosLocation Load Combination C D C P Stress Ratio Status Location Stress Ratio +0.60D+0.60W+0 60H 1.600 0.599 0.1677 PASS 0.0 ft 0.0 PASSStatus 5.0 ft +0.60D+0.70E+0.60H 1.600 0.599 0.1677 PASS 0.0 ft 0.0 PASS 5.0 ft Maximum Reactions Note:Only non-zero reactions are listed. @ Base X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k•ft Mx-End Moments Load Combination @Base @ Top @Top @ Base @Base @Top @Base @Top +D+H 4.048 +D+L+H 7.828 +D+Lr+H 4.048 +D+S+H 4.648 +D+0.750Lr+0.750L+H 6.883 +D+0.750L+0.7505+H 7.333 +D+0.60W+H 4.048 +D+0.70E+H 4.048 +D+0.750Lr+0.750L+0.450W+H 6.883 +D+0.750L+0.750S+0.450W+H 7.333 +D+0.750L+0.750S+0.5250E+H 7.333 2.429 +0.60D+0.60W+0.60H +0.6OD+0.70E+0.60H 2.429 D Only Lr Only 4.048 L Only 3.780 S Only 0.600 W Only E Only H Only Sketches ,„0„ a eaac " +,)( Atititti '71 IL • � q } �: 5,50 inJ E � ___ - Page 18 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www)gpierson com Printed 1 MAY i `y,. itiRl13XM�, [ w2 1 9 217PM , ':14166004 :), ��. fir: ,,._. ... ' BeNtwar'..® NINE'l oda - e d Lic.#:KW-06001615 R , �INC.JAMES G.PIERSON IC. DESCRIPTION: P3 Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn (Used for non-slender calculations) Wood Species Hem Fir Exact Width 3.50 in Allow Stress Modification Factors Wood Grade No.2 Exact Depth 3.50 in Cf or Cv for Bending Area 12.250 inA2 Cf or Cv for Compression Fb+ 850.0 psi Fv 150.0 psi Fb 850.0 psi Ft 525.0 psi lx 12.505 inA4 Cf or Cv for Tension Fc PO 1,300.0 psi Density 26.840 pcfsi ly 12.505 inA4 Cm:Wet Use Factor 0.850 Fc-Perp 270.0 psi Ct:Temperature Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Basic Kf:Built-up columns 1.0 NDS 75.3.2 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Unbraced Length for buckling ABOUT Y-Y Axis=10 ft,K=1.0 Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 18.266 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 8.0 ft,D=0.4620,S=0.9625 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = :1 Maximum SERVICE Lateral Load Reactions. . Load Combination Top along Y-Y k Bottom along Y-Y k Goveming NDS Forumla Top along X-X k Bottom along X-X k Location of max.above base ft At maximum location values are... Maximum SERVICE Load Lateral Deflections... Applied Axial k Along Y-Y in at 0.0 ft above base Applied Mx k-ft for load combination: n/a Applied My k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= :1 Bending Compression Tension Load Combination Location of max.above base ft Applied Design Shear psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base ©Base @ Top @ Base @ Top Page 19 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 {www_jgpierson.com ood Column, k d18 tt Printed�1 MAY9 1 201 2 x . ;. p1Cu'''''9. 199 ; ° Lic.#:KW-OSOO1615 JA.:_"-f._'.",„,...:1;.:1,........° ES G.PIERSONkINC. DESCRIPTION: P3 Sketches 425,, f 425* r, '• tickill: It ,'4,%,, fZf ?t y ' ;/';# ''' f''4- ,'t'p,1/‘ !titt,',, % 0 :„. ,, I ,4 I ',ill 411114, .0 ,,,,'„, ,,,- +X C ry 4 e i 1 / I II. Y � ti � ii tl� ;' 1t I;3.50 in , � - Page 20 of 45 a * . . . . , . : : ) , 1 ,, , : - . ' --:'. • .. . . • . , . ''.. . . • . . ..• . . . . , . . . . .. . . . .-- ........- . . r-r • , (ED Z 6,ezt4 ct... el co1 i , . . ; ..„‘ . g, ---- , 1 , .,,,,t,„..„,-,,,, ..........................„,_<:\ , , . ,,,..,„ / - • • . , • . . . . . , . . . . , . • . . , . . , . .. . . ' . . • -...,„,,,,,,,,,/ , • \ / t . . ( 7,----y --) 7)CC-kt.....- -' • • • - - . • ...... . : , - ,Oi.A.t‘bi4N-11 CIA) • A'TCTTAirf m es& • • . . .. b.- scz g,. . . ...,.. , (3)4ti (s) 1) .-..--ez, , , . , ,.,..., • 10 b-p eft film : : • • 7..,-k,- 5 t;z, „„, (3)it- q • • CS 3 CcR ., 1,2-4 .1 .1, tot 14114-1, Tit i.",....., . :. ... • • ..0,„iimowasiaati, . . , . .,. . . . ,•,,c1.,,so., (41) * q ....,..... t, t.k. 2„4 LIP' €11. (AA Y rt • . . . . Joh no. James G. Pierson, Inc. palm Latino Dote Consulting Structural Engineers. . 610 S.W Alder,Suite 918 Portland,Oregori 97205 Tel:(503)226-1286 Fax:(503) 226-3130 C.lient Sheet no. Page 21 of 45 .., f James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www Pierson com Printed 11 APR 20 9 2 32 �� Otilr1 0 ,,,, ,' /.. .. �,i., I.` '''':1-:.:..,71`';',..-..,..,'...,,,71. -4,,,,,',,,, ,,,i:INC t9 91 1 ,.. ' ..... tare yrlgln 5 CRt.#r' C,t -2 i19,'BuNd a, Lie.#:KW-06001615 JAMES G.PIERSON INC. .. DESCRIPTION: Fl -B6,B7 Note: Footing Lateral loads from Risa Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel a/o Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow A Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure • Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 3.0 ft � A : Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 24.0 in ,gym= r 4o ss if y • c - Pedestal dimensions... ,. x, px:parallel to X-X Axis = •in m � pz:parallel to Z-Z Axis = in • • � Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing is Bars parallel to X-X Axis fq , Number of Bars = 8.0 • , Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis „T.-4 „ J , Number of Bars = 8.0 • ., - Reinforcing Bar Size = # 4 .' • • - Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation �” 4 ‘y#Bars required within zone n/a C W 1 F y ; s ,4''"->- #Bars required on each side of zone n!a Applied Loads D Lr L S W E H P:Column Load = 3.450 3.380 k OB:Overburden = ksf M-xx = M-zz = k-ft k-ft V-x = 2.080 k V-z = k Page 22 of 45 I 4 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www ierson com Printed rated 11 APR 2019 12 32PM ner - #i no s �_, File ,, i i C . . R RLC + 1ti 1w 1 Lic.#:KW-06001615 JAMES G.PIERSON INC. - DESCRIPTION: Fl -B6,B7 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9567 Soil Bearing 1.435 ksf 1.50 ksf +D+0.750L+0.7505+0.5250E+H about Z-. PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.873 Overturning-Z-Z 2.912 k-ft 5.454 k-ft +0.60D+0.70E+0.60H PASS 1.779 Sliding-X-X 1.456 k 2.591 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02908 Z Flexure(+X) 1.422 k-ft/ft 48.894 k-ft/ft +1.20D+0.50L+0.20S+E+1.60H PASS 0.02441 Z Flexure(-X) 1.194 k-ft/ft 48.894 k-fUft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02441 X Flexure(+Z) 1.194 k-ft/ft 48.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02441 X Flexure(-Z) 1.194 k-fUft 48.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 3.592 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H Page 23 of 45 1 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 wwwt plerson com k,',3'.' � ; y Panted 11 APR 2019, 12 31PM •'Uri• y F16�= 11 K' . !. .....,,-, M ENERc L 9 6uttl 1p 181,30 Lic.#.KW-06001615 JAMES G.PI ERSON INC. DESCRIPTION: F2-B1,b2 Note: Footing Lateral loads from Risa Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footin De th Analysis Settings p Rein = Footing base depth below soil surface = 1.80 ft Min Allow%Temp Reinf. = 0.00180 Allow press.increase per g foot ofdepth = ksf when footing base is below = Min Steel%Bending Ren. ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure • Yes Allowable pressure increase per foot ofdepth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than • Use Pedestal wt for stability,mom&shear No ft Dimensions Width parallel to X-X Axis = 2.5 ft 4 ,, Length parallel to Z Z Axis = 2.50 ft % 4� y "r Footing Thickness = 22.0 in �' �£ " vy f � Pedestal dimensions... P px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in % • �" Height - in h E°�' ...,.•;..:,.......-;,,-,,,,-',V451,- Rebar Centerline to Edge of Concrete... ! �� P ., y • at Bottom of footing = 3.0 m •,,,-,'•`"t,,%,,-•,,m•*''•>„,•••;" „:,-,,•,:,-:,•;:';',',,,',I,- --.,rfc ,,,•'.':..,;-, ''';,p,,,,,AkIA;,,,, •'.,. .- .•.' Reinforcing , , ' Bars parallel to X X Axis ,,; Number of Bars = Reinforcing Bar Size # 4 `�. ., Bars parallel to Z-Z Axis ;,' Number of Bars = g Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) -- Direction Requiring Closer Separation n/a #Bars required within zone n/a . �" '7i - ; #Bars required on each side of zone n/a o,, ' ,. - Applied Loads D Lr s L S W E H f P:Column Load = 0.440 1.10 k OB:Overburden = M-xx 0.9830 k M-zz = k-ft k-ft V-x = V-z - k Page 24 of 4,5— James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www.'..ierson.com Printed:11 APR 2019,12:31PM s_„> � &RMs ,,w.x,ae. a .41,44...„:,,,,,� @ 'I.- ID°' 9 34- .1.,,1•„„ Lic.#:KW-06001615 JAMES G.PIERSON INC. - DESCRIPTION: F2-B1,b2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8833 Soil Bearing 1.325 ksf 1.50 ksf +0.60D+0.70E+0.60H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.249 Overturning-Z-Z 1.262 k-ft 1.576 k-ft +0.60D+0.70E+0.60H PASS 2.021 Sliding-X-X 0.6881 k 1.391 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01341 Z Flexure(+X) 0.5338 k-ftlft 39.820 k-ft/ft +0.90D+E+0.90H PASS 0.007182 Z Flexure(-X) 0.2860 k-ft/ft 39.820 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.007182 X Flexure(+Z) 0.2860 k-ft/ft 39.820 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.007182 X Flexure(-Z) 0.2860 k-ft/ft 39.820 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 0.9355 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H Page 25 of 45 I • James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www •'ierson com Printed: APR 2019 12 32 54fEw&re opyt9gfrt E• 'a;. .t•,IN ."1' k9 ,:, ,d.14.1It.1• ; • Lic.#.KW-06001615 JAMES G.PIERSON INC. DESCRIPTION: F3 B3,B4,B5 Note: Footing Lateral loads from Risa Code References IBC 2012, CBC 2013,ASCE 7-10 Calculations per ACI 318-11, Load Combinations Used :ASCE 7-10 General Information Soil Design Values Material Properties fc:Concrete 28 day strength = 60.0 ksi Increase Bearing By Footing Weight 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 3,122.0 ksi Soil Passive Resistance(for Sliding) = = No Ec:Concrete Elastic Modulus = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (I) Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dep• th Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than • Use Pedestal wt for stability,mom&shear No = ft Dimensions Width parallel to X-X Axis = 3.0 ft �;. 4 Length parallel to Z ZAxis = 3.0 ft %' Footing Thickness = 24.0 in - a s Pedestal dimensions... px:parallel to X X Axis = in " `. ` pz:parallel to Z-Z Axis = in Height - in ,. , Rebar at Bottotmrline to of footing of Concrete... 3.0 in ..'„.Ar ,0fi '�: � W jy Reinforcing Y . �� Bars parallel to X X Axis , Number of Bars = 8.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 8.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation A � n/a ?1 0 w xfieoe xis�u+um E,.� ,� " #Bars required within zone n/a �, #Bars required on each side of zone n/a ,,,,�„_- Applied Loads D Lr L S W E H P:Column Load = k 3.450 3.380 OB:Overburden = ksf M-xx M-zz = k-ft k-ft 2.080 k V-x = V-z = k Page 26 of 45 James G.Pierson Inc. Project Title: HT Deck Consulting Structural Engineers Engineer: SM 610 SW Alder#918 Project ID: Portland OR,97205 Project Descr: 503-226-1286 www ••ierson com Printed 1 A 19 12 32P r z ..; ,, ' A),1 -� 3 nn rECA .'.t JAMES SO SLic.#:KW-06001615 .PIER N INC. DESCRIPTION: F3-B3,B4,B5 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9567 Soil Bearing 1.435 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.873 Overturning-Z-Z 2.912 k-ft 5.454 k-ft +0.60D+0.70E+0.60H PASS 1.779 Sliding-X-X 1.456 k 2.591 k +0.60D+0.70E+0.60H PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02908 Z Flexure(+X) 1.422 k-ft/ft 48.894 k-ft/ft +1.20D+0.50L+0.205+E+1.60H PASS 0.02441 Z Flexure(-X) 1.194 k-ft/ft 48.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02441 X Flexure(+Z) 1.194 k-ft/ft 48.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.02441 X Flexure(-Z) 1.194 k-ft/ft 48.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear(+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 3.592 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H Page 27 of 45 4/10/2019 U.S.Seismic Design Maps os ti pp -.7z.,,,t, . � Wf Ili 13250 13250 SW Burnham Ct, Tigard, OR 97223, USA Latitude, Longitude: 45.4236829, -122.77261650000003 ,,,,,s,,,,,,,,,,, t,,,,,,,.4. A...,....,,,,..4.,,,,_,..,„*.,,, , , - ..',.:U.A7.,./,' /,t; •,,,R14.4kjtkils.°;-1;i0g r.-;. ' -... ' ,:,,,."''',^ . 9 ..., . , .. ..:,7,.,.......„....,,,......................,,,„ ....., -5?.....x.f,*.......,,,,.....:.:..-,m,r,n ....":., y� ,.' AO' ,e,,z„,,,,'•;',At'4fige-,,l--'—, -.L,,\"'<4-,,',"E''.';'i' .0It,'',•r•••,i'g,.. {„+ ,�. Z yam^ , g /”',.,,'',' ' - .,r..,9 'fitad Senior Center ,,E4 i;,,,Tg:,,11,,.,,,,P,I, Avit 1.: E� M 0',1TigardCpist t` , ,,,,,,,,Apr.,.-,,,,-,-..„;,.,,,- P! -"-,,,i,T - ' `` c y am' / r Yg��1a` r%/ ,. 19 Date 4/10/2019,10:57:01 AM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil ;Type Value Description SS 0.968 MCER ground motion.(for 0.2 second period) 1 S1 0.422 MCER ground motion.(for 1.0s period) SMS 1.077 Site-modified spectral acceleration value SM1 0.666 Site-modified spectral acceleration value SDS 0.718 Numeric seismic design value at 0.2 second SA SDI 0.444 Numeric seismic design value at 1.0 second SA Type Value Description __.__..__.._.__ _..._ �._ SDC D Seismic design category Fa 1.113 Site amplification factor at 0.2 second Fv 1.578 Site amplification factor at 1.0 second PGA 0.424 MCEG peak ground acceleration FPGA 1.076 Site amplification factor at PGA , PGAM 0.456 Site modified peak ground acceleration TL 16 Long-period transition period in seconds S• sRT 0.968 Probabilistic risk-targeted ground motion.(0.2 second) S• sUH 1.08 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 2.087 Factored deterministic acceleration value.(0.2 second) S• 1 RT 0.422 Probabilistic risk-targeted ground motion.(1.0 second) Si UH 0.484 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. I 1 Si D 0.689 Factored deterministic acceleration value.(1.0 second) PGAd 0.761 Factored deterministic acceleration value.(Peak Ground Acceleration) j CRS 0.897 Mapped value of the risk coefficient at short periods i I CR1 0.871 Mapped value of the risk coefficient at a period of 1 s Page 28 of 45 — https://seismicmaps.org 1/2 S etar'' LO Pt blfh) €v L 5 CA/o-r C \/ t)S, C w 4 7 761 CS 72- W 7- Do Of 3;7 1< trixirrtA, *3. 7 /c \A) s. e6 TOTAL bik-st SHoPoz., tor-nA 6 Lc, pro,- AY-ro (2; cv (1,11 vki Z , 17 k, 50Z 4 3.- y 1045 z (-1. 78 v (9 . 471 x- 41, 7131( 2° Prolect job no. James G. Pierson, Inc. Location Data Consulting Structural Engineers 610 S.W.Alder,Suite 918 Portland,Oregon 97205 Tel: (503) 226-1286 Fax:(503)226-3130 titan Sheet no. Page 29 of 45 i •...... .. i r , , , B1 = E \ / I GL, •217.11' z.g+ r 1,411 14: : titSr CP1ST 1 2- Pt's T 1 i 7-4 47-1"'ICH A-T CA- brzit /etc-mart c , ' , 2 Project James G. Pi+erson, Inc. job no. Consulting Structural Engineers Location Dat e 610 S.W.Aider Suite 918 Portland,Oregon 97205 Tel:(503) 226-1286 Fax: (503)226-3130 Client met no. Page 30 of 45 T ..t..1 i Poi 14arrtA t_ — — — r 8 _ i •1"---- F1-1.1, y C r /7- 7 1 f , i f _ t " ---T ,;..�, James G. Pierson, Inc. Project (inn. Consulting Structural EngineersDate 610 S.W.Aide;Suite 918 Portland,Or gon 97205 Tel:(503)226-1286 Fax: (503) 226.3130 dent sheet no. Page 31 of 45 *az, \\\. 44* zi'"'""*"*(S) yq L1 . A-CA Scier-tfi Pr(A, Ptg, toe) 4 CgS ga,AcCb • Got.,t,AtAftif,.s ALL- orititRS Project no, James G. Pierson, Inc. jo Location Consulting Structural Engineers Date 610 S.W.Alder,Suite 918 Portland,Oregon 97205 TeL(503)226-1286 Fax: (503)226-3130 Client Sleet no. Page 32 of 45 Code Check (Env) • Na Calc X :0110° 75-.90 50-.75 0.-.50 = f 083k 4 2.81k 4610, � .083k Loads BLC 3,ELX Envelope Only Solution SK- 1 Apr 11, 2019 at 10:35 AM Deck bracing-X.r3d Y X 083k M8 0' 9 MP airy 2.81k M224 083k 11 IN*.4r7A 111 - 14 ict4riik �•7 Loads:BLC 3,ELX Envelope Only Solution SK-2 Apr 11, 2019 at 10:37 AM Deck bracing-X.r3d Page 34 of 45 1 : Apr 11,2019 IICompany IRISDesignuermber . 12:59 PM Job NChecked By: A.NRAFTWARKCCIUMNY Model Name : Wood Material Properties Label T .e Database S.ecies Grade CmEmod Nu Therm Dens k/ft^3 1 DF Solid Sawn Visually Gr.. Douglas Fir Larch No d Sawn r., 1 .3 .3 03 5 3 ' HF2 Solid Sawn Visually Cr.. Hem Fir No.2 1 .3 .3 .4 ,. a kt:.;awn : a Gr »t '=-Pili r: .,, .035 aiME 5 24F-1.8E DFB. Glulam NDS Table...24F 1 8E_DF BAL 1 %4. [� 4 ` � lw 1 g �� ,. ���' na ,� 1 .3 .3 .035 11 7 24F 1.8E SP B.. ,. a € ,,;, .r,� -- ,.. Glulam NDS Table...24F 1 8E SP BAL na 'sem`SIS' ,. 1 .3t �" lutar aNRS .,r,. .3 .035 Joint Coordinates and Temperatures Label X[ft] Yft� 1 61 12 0 Z ft Temp[Fl _ Detach From Di . , 11,E 12 1212 0 3 N3 12 3 p 5 N6 r X12 A 3:a ',45:..i AlleiliCarnittilignifilit.:..,c''A - 7 N7 12 5 6 0 0., y 12 11iiiIt „ N11 0 5 12 0 14..0. B7 } 00 0 2 :® 0 15 0 . ,.. B5 0 0 6 0 17 N17 6 5 6 0 yy Wood Section Sets Label Shame_ T .e Desi.n List __Material Desi.n Rul... A in2 I A in4 Izz in4 in4 1 6x6 6X6 i Column Rectan•ular HF2 T •ical 30.25 76.255 76.25�5 128.871 t i afit. ,� a a ,race 2X6 VBrace Rectan•ular HF2 T .ical 8.25 1.547 20.797 5,125, 5 6x10 6X10 Beam Rectan•ular . HF2 Typical 52.25 131.714 392.964 336.49 Wood Design Parameters Label Sha.e Len.th ft le2 ft lel ft le-bend to...le-bend bo... K A Kzz CV Cr swa z sway 1 M1 6x6 5 Lb A 3 M3 6x10 I 12 2 I 2 Lb 1/V , ii 5 M5 6x6 5 Lb 7 M8 6x6 5 "' .. . Kliii1IIIIIIi i , "� ."".;mss .. 9 M10 6x12 12 2 2 Lb gfir'7•IIT'I" �r 11 M19 Brace 17.81 _ RISA-3D Version 17.0.2 [Z:\Residential Projects 2019\HT Deck\Deck bracing -X.r3d] Page 1 Page 35 of 45 I, Company Apr 11,2019 Designer 12:59 PM Job Number Checked ff;, ,, ,, , Model Name . By: Wood Design Parameters (Continued) Label Shape Lenoth[ft le2]ft] IeJftl_le-bend to le bend bo.. K Kzz CV Cr swa z swa { 13 M20 Brace 7.81 3 15 M22 Brace 7.81 m � s M24 Brace 12 1 1 19 , ,� .. .;: , i Vis. ' .44 M26 Brace 7.81 20> ..M27 : v. :.,,,un . ,.. :' Basic Load Cases BLC Description Catet ory X Gravdy Y Gravit Z Gravit Joint Point Distribut...Area Me...Surf-ce... 1 ' DL „ ,7,77w �.,. ; 3 ELX ' ELX 3 �,.. ELS - Load Combinations Descri.tionSo PDelta S... BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac .BLC Fac...B_LC Fac...BLC Fac..BLC Fac...BLC Fac... Mil IBC 16-8 Yes DL 0M��� - I 3 IBC 16 1...Yes .� -..,/.. DL 1 ®PEMINIM___ MEINIMEIN MEM 5 IBC 16-1. Yes DL � etc 7 IBC 16-1... DL 1 ELX ®® -_--- 9 IBC 16-1... DL 1 ELX-.525 LL .75 LLS .75 ---- 11 IBC 16 1 Yes 6 E4"7141i$M77:-:‘,44 -„x5:4:;2,-41e'cillelillAiVaia,.'71LX ii7MI 13 IBC 16-1_Yes DL .6 -.7 -_.. Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft.%] No Data to Print... • Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Mag_nitude[k/ft,... End Ma nitude k/ft F__Start Location[ft,/oj End Location[ft,/o] 1 M3 I Y � � � -.03 2.5 _ � ;_ „,,,., - .;4;4wa•�.• ,„T ...zYzC..mow---u O ,,,,,,_ r - _„ e - ` 0 � ro 3 M3 Y -.07 .,; ' .�r� r g r2.5 9 5 -.07 y - 5 M6 Y -.03 03 .., .,4•, . . 12, „, ,, 7 M10 Y -.09 -.09 1_____ -.54 -.54 9 M10 Y 2.5 9.5 RISA-3D Version 17.0.2 [Z:\Residential Projects 2019\HT Deck\Deck bracing -X.r3d] Page 2 Page 36 of 45 I 'IR Company Apr 11,2019 Designer 12:59 PM Job Number Checked By: A.tArMbTRP.93f'.95 C'ff€E#;�SdY Model Name Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Maghitudelk/ft_..End MagnitudVk/ftF... Start Location ft% End Location[ft.%] 1 M3 Y 14 -.14 0 0 3 M10 Y -.45 -.45 0 p' . .,. Envelope Joint Reactions Joint _ X[k1 LC Y jk LC _ Z ]_ LC MX k-ft LC MY k-ft LC MZ k-ft LC 1 B7 max 0 14 .017 2 0 14 0 14 0 14 0 14 3 B6 max 0 14 1.626 © 0 14 0 14 0 14 0 14 5 B2 max 0 14 1.059 4 .983 14 0 14 0 14 0 14 7 B1 max 0 11 1.235 4 .983 14 0 14 LOCKED LOCKED 9 N8 max 0 14 0 0 0 14 0 14 0 14 11 B5 1 2 7.229 mi0 14 0 ' 14 0 14 0 14 EMIL iii r.. 13 B3 imaxl 0 13 5.138 2 0 14 0 14 0 14 0 14 ' Grp w % , 15 B4 I max 1.967 13 .034 2 - 0 _14, 1, 0 1,14 0 14 0 14 17 N14 max NC NC , NC NC LOCKED NC 19 Totals: Ern 1.967 13 15.749 ® 1.967 14 Envelope Member Section Forces Member Sec Axial k LC Shear k LC z Shear k LC Tot-sue k-... LC Mome... LC z-z Mome... LC OFidi'0STE 0 14 0 14 0 NEI 0 14 0 14 0 14 3 2 'max 0 .14 0 14 0 14 0 0 14 0 14 n nn 5 0 14 0 14 0 14 0 14 0 14 0 � 7 max 1.626 2 0 14 0 14 0_ 14 0 14 0 14 tun9 2 max 1.609 2 0 14 0 14 ' 0 14 0 14 0 14 i �.... ... .. .. .: 11 1 592 2 0 14 0 14 0 14 0 14 0 14 13 M3 1 788 1236 2 0 14 0 2 0 14 0 14 15 788 12 0 14 0 14 0 17 2 0 14 818 14 3 max .788 12 -.238 14 0 14 0 • 2 0 114 0 14 19 M4 1 max 1.051 4 0 14 0 14 0 14 0 14 0 14 ... : ,;.• , 11311 21 2 Imak 1.034 4 0 14 0 14 0 14 0 14 0 14 i 1 'i''''i?;"!:Q:':!::::67111111111:08131116.11110211111, i 23 -©112E1 1.017 • 4 0 14 I 0 14 ' 0 14 0 14 0 14 25 M5 MEM 1.228 4 0 In 0 14 0 14 0 14 0 13 RISA-3D Version 17.0.2 [Z:\Residential Projects 2019\HT Deck\Deck bracing -X.r3d] Page 3 Page 37 of 45 I 'IRISA Company Apr Designer 12:599 PM ,2019 Job Number Checked By: ,„„r„,„,„,,,,-„,,,,,,,,,, Model Name : Envelope Member Section Forces (Continued) Member Sec Axial k LC .. Shear k "LC z Shear k LC Tor•ue k-... LC - Mome LC z-z Mope... LC ` 27 2 SMEI 1.211 4 0 13 0 14 0 14 0 14 0 29 -©CEE 1.194 4 0 13 0 14 0 14 0 14 0 14 31 M6 REM788 14 1.236 2 0 14, 0 14 0 14 33 • • 2 maxim .788 14 0 14 0 14 ; � � ININWIpmelli 14 0 , 14 37 M8 011rEl®© 0 14 0 14 , 0 14 0 14 0 14 ' 39 2 7.196 I 14 I 14 0 14 0 14 0 14 41 3 max 7.18 2 11111ERIFIMM111111111114111M.A4 EllMillill max 5.123 2 0119,11MplIglip,M914111111111E 45 2 max 5.106 2 0 14 0 14 0 14 0 14 0 14 rri,k,11,F.77.,..,,,,,,,, ...,„..4,71",r,„:,,,,,,,, r,„,..,:iii.minmr.,-.4gnisw:xtus,-.,570...,48.,9,,,,f,:..12.,,,,...:,;-„,,,,,,:.-00 .,,,,,..,,,,,,,-.,-#,;:.-10:1Z:1-',11021:,:',:-,,,-,a,III ,,,,r1L11:''.114'''' ''''''':4130‘''''''''AF:;:4411:16"'4"1131.0 7541111116=15:7'1'14'77"::;''''0?':7''''"' '.i'4" ''''' 'I 0 .. 49 M10 1 max 1.603 m 5.061 2 ' .013 -.744 12 0 14 0 14 ®-©� 1.967 11 .154 6 .013 14 -.744 ' 12 .08 1 14 -5.708 14 .,. t %' ' A:14,ftiriiiirilli:•:' '..:,4' 1 .,• :.,...,;.;.,..e.4....bicii:Ii*:-' '..:,i,[...',;);:i.,.,,,,•,-4 ...1 55 M18 ' 1 Imax' 0 12 .006 6 0 MI 14 Q ellarillipa r 57 2 0 12 0 14 0 •14 0 14 0 14 0 pi iipilE 59 3 max .005 5 0 12 I 0 14 0 14 0 14:M.::‘J''''r-11,4,,ii.4eP,i1141-41P17Mi2tri,r,k.!',,i.',4r1,t4,14:-A-gaaA',.,3?%%1';'T..i....:64::::,,,....1....,. ' '''',0"7:,'' .2:14;,;,,,,, 0 114 ;i 7),:t ' 61 M19 1 1 max �0 14 .006 4 0 14 0 14 0 14 0 14 , w - 63 2 max 0 14 - 0 14 0 14 0 14 0 1 14 0 I 65 � � ©� �� 1 0 14 0 14 0 ' 1414 0 t 14 '�i �' ;e '� yam# ;"[.¢� i.,;. i, f1 :F 67„ M19A 1 14 0,« 14 0 14/ 0 II 14 11111Mipirri 69 —©® 0 14 0 14 0 14 0 14 0 14 0 14 71 3 max, 0 14 0 14 ' 0 , 14 0 14 0 14 0 14 1 max ., 0 © .068 5 0 ' 14 0 14 0 14 0 14 73 M 18A if.',..'':..?..;,....4 . to4ompiR m,arnotolio 2 mil.pm 14 0 . 14 111111.Wil _ Ilitil!,4-!.2. 1'.;',",•‘:L..!....i'im., ile-iiiitiii:4'i j; ii;;--i..,„..':',1.:,!:,W';‘AR.4t-kA741 , ,';',j,,.:,',,,-:, ...!4:,;:ii...M.',.0i.;45'.?!!; :•:c,i"-..,)`'''"'Igi,/...!..,,.: ',:,.'''' '','''-:'-';' i.'44.110.411.W.1!!': 14 114411ORIMINgrPlrn” - /PIMIMMIEMEI-7— --- —--IMMe.g! 79 M19B 1 max 0 14 .068 4 0 14 , 0 14 0 14 0 14 kr �..L/d .�zY- �Si, �E f 7.,i/' � .�,a.,�`'., ._,'�-. i ,"v `,,, 4 *':1,^,t_AL�:� p2 ;®. 81 2 max 0 14 0 14 014 0 14 0 14 F. ,.7'':i;-''',':'."‘'''''''''''1, mi r. 1.115;'j :.. �:; I :0 , 1 , 0 14 :,04-r-4., 1 1 0 1 -,145i_,,,,,--1 RISA-3D Version 17.0.2 [Z:\Residential Projects 2019\HT Deck\Deck bracing -X.r3d] Page 4 Page 38 of 45 IIIRISACompany Apr 11,2019 Designer 12:59 PM Job Number Checked By: „,„.,„8„,,,„„,„,,,,,„, Model Name Envelope Member Section Forces (Continued) Member Sec AxialK. LC y Sheask] LC z Shear k LC Torue k-... LC - Mome... LC z-z Mome... LC 83 3 max 0 14 0 14 0 14 0 14 0 I 14 0 14 85 M20 0M 0 1111 .006 6 0 ' 14 . 0 14 0 14 0 14 � 3 � « � 0 0 14 0 14 89 3 1213 .005 5 0 12 , 0 14 0 14 0 14 0 14 ::fit.`'; `" INIM 91 M21 1 Ma 0 14 .006 4 0 14 0 © 0 14 0 14 93 FAME 0« 14 0 14 0 114 02 0 14 0 14 , 95I i I 0 14 0 2 0„ 14 0 14 97 M22 1 max .005 4 .006 4 0 IMI I 0 I 14 99 2 CM 0 14 0 14 ' 0 14 0 14 0 14 0 14 • . 11..______”- 412.111111MMISManatillartiMINEEW .... IIIIIIIIIN011 rillarallninirRIANIIIR • 101 NIMMIMINIImax, 0 14 0 14 0 14 0 14 • 0 14 0 14 hi ' ''IJOrlAllim'a)( - '''ON -I*Cr ' '1:4R111' 1:1 I'''' '''Ir 114 TIMAMMIIIIIIIIIIIIINQII1. O''''':'''14 ' 105 1 LIIIIiIIkII9IIIIIIIILIKWILJNia o' MUM ,.: m., 2 0 X14 0 14 0 14 0 14 0 14 0 14 ®« a" Ai.: jliatrlignilillantatieUtartniltnAl ,,.,4 . 109 M22A 1 In 0 13 .068 6 0 14 0 14 0 14 0 14 . er:,..... .:,..., 111111.11, erMFIIJMMIBIIMII: 4',...,., ..,,,,, ,00! .„,......,,,T.114... ...:J".$::.;,,,i : ,, 1;1 111 uiuV wu 0 111 2 �� 0 - M0 0 , MI STRIMMAIMINITTIL.. .1 ,Zi :RiEnw.,..i.,. .111) • 0 13 0 14 0 14 0 14 0 14 115 M23A 1 ffIrg 0 12 .068 6 I 0 I 14 0 13 0 I 14 0 14 . max '"Watli 0 12 0-fm,...:, ‘ amon14 0 l4 0 torim ,,.„„ipat,..!gs - 13 0 14 - MiSMIMMT411...7A mom__ ,,..:,, ,,,,,.:,,, Rim.,, , ,,:2 ",:..i,Ro.:.r.,:.,.,..,k:„..,m; 121 M24 1 max .788 In .288 2 0 • 13 123 -© EN .983 In .288 © 0 11 0 In 0 13 1.693 11111 « "Im E # ' 125 3 max .983 12 .276,. 2 0 11 0 13 0 14 0 14 InirindrIAVEIMinDol-WallitirifitellIIIIIIIIiIIIII _,.® 127 M25 1 max .983 I -.165 13 0 m 0 2 0 14 0 14 129 2 maxi .983 12 1.333 2 0 13 !Y MINII IN Ill IIIMANINIlligriliiit IeiginillingIIIIrgfiltIIIIIIFIIIIMAIMPI2"IIIIIIIIIIIgiegialliffIIIAXIMIalikkaita,iiikiallia 3 max .788 112 1.321 2 0 13 0 2 , 0 14 0 14 133 M26 1 max 0 14 0 14 0 14 0 14 0 14 0 14 %..,. " Il9x . M. ' meg` : mss',, ainIIIICRIIIIIIIMUMPIIIIIDIRIIIIAINIIREIiIIRIIIMIABI 135 2max 0 14 0 14 0 14 0 114 0 14 0 14 IffilninIMI« 0. 0 .._ 1 il.. - {j .,;; a g: 1'�: 3 max 0 14 0 14 0 14 0 114 0 14 0 14,,,,' « 139 M27 1 max 0 14 .006 5 0 14 0 1 14 I 0 : 14 0 i 14 ' RISA-3D Version 17.0.2 [Z:\Residential Projects 2019\HT Deck\Deck bracing-X.r3d] Page 5 Page 39 of 45 I I Company . Apr 11,2019 Designer 12:59 PM �� Job Number Checked By: SFE4F114rAPC CrItirgOdYModel Name : Envelope Member Section Forces (Continued) Member Sec Axial k LC Shear k LC z Shear k LC Tor.ue k-... LC Mome LC z-z Mome... LC • nitfl 2 .-5 141 2 max 0 14 0 14 0 j 14 0 14 0 14 0 14 143 3 max .005 1 0 14 0 14 0 14 0 14 0 14 car RISA-3D Version 17.0.2 [Z:\Residential Projects 2019\HT Deck\Deck bracing -X.r3d] Page 6 Page 40 of 45 i7:7 1 �,a! f L ti 1 posc pa $. t 7koITU 1 t I F it.= �; .a., U_,� .�. . ` '.. . i I owe. • :11,1 1 . . - a� 77:1-7 ' 1 1-7 / Project job no, James G. Pierson, Inc. Consulting Structural Engineers Location °a` 610 S.W.Alae;Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503) 226-3130 tintSheet no. ., Page 41 of 45 • , , • ar ./.// a 1 , . . . . • . . 2_.)4 tot. • L4C SCU.) N,„ \ • 44` , Pr(p, Ptg- "*- • 5 I evi p•Svivse) C&S Ari A £ b • c-ot...tArvV,S _ . Ar. 441- Orl-/ER S ft:4rd James G. Pierson, Inc. job no, Date Consulting Structural Engineers Location 610 S.W.Adder,Suite 918 Portland,Oregon 97205 Tel:(503)226-1286 Fax:(503)226-3130 Client Sheet no. Page 42 of 45 2.y, DE,cfcip„Z-\\ I. (s) 12,,uq g>„(0 Project Job no. James G. Pierson, Inc. TocatnConsulting Structural Engineers " ' Date 610 5.W Alder,Suite 918 Portland,Oregon 97205 Tel: (503)226-1286 Fax (503) 226-3130 (*.tient Sheet no. Page 43 of 45 V , = a ta —, ,....._:........ L (.,S) eLt-**(...6 aria •,/ , (S)PC6Z ..i ,... . ..,,,. / \ .. „ .... , ._, . , Project -Job 110. James G. Pierson, Inc. Location Date Consulting Structural Engineers 610 S.W.Alder,Suite 918 Pordantl„Oregon 97205 .. Tel;(503)226-1286 Fax (503) 226-3130 Client Sheet 110. Page 44 of 45 teA ryl 1/\) ovolloommeme /1/ ii101 ,./// (2)2x12 et\jcr 2.RA cr- e tif 1\JOTC Knee brace w/ min spacing is required in both directions • 'loeet Job no. James G. Pierson, Inc. Loradon Date Consulting Structural Engineers 610 SNV,Alder,Suite 918 Portland,Oregon 97205 TeL (503)226-1286 Fax:(503)226-3130 Client Sheet no. Page 45 of 45