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/30 4' (SSU /Gs h ./B= sT20/P-ooz8 7 CT ENGINEERING Structural Engineers 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. '808.285.4512 (V) 206 285 0618 (F) AUG 1 3 2018 #17088 CITY OFTIGARD Structural Calculations INGnivisioN PRNSRUCTUF? Polygon at River Terrace (Area 3) ` � IN � Single—Family Plan 6065A . Fp, GONri§<, Tigard, OR 9% F120\15/0$/120 g RENEWS: 12/31/2018 Design Criteria: 2015 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 110(ULT); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) Polygon Northwest Company Polygon at River Terrace—Area 3 (Single-Family Homes)—Tigard, OR DESIGN SUMMARY: The proposed project is to be single-family homes. We understand that these homes are to be constructed in multiple locations throughout Tigard, Oregon. Design parameters are as noted below. The structures are one-story wood-framed. Roof framing is comprised of pre-manufactured pitched chord wood trusses. Floor framing over crawlspace is comprised of pre-manufactured wood I-joists. The foundations are conventional strip and spread footings. Wind design is based on the ASCE 7-10 MWFRS (Envelope Procedure) for 110 mph ultimate wind speed, exposure category B and with a Kzt value of 1.00. Seismic lateral design is based on the"equivalent lateral force" procedure with Ss and S1 values from ASCE 7-10 and with soil classification "D". Plywood or OSB shearwalls are the primary lateral force resisting system (R=6.5). . Codes considered: 2015 IBC and currently adopted ORSC and OSSC. CT ENGINEERING INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V),Ext.305 (206)285-0618(F) VERTICAL DESIGN: 39'5% ,,••V 16'-6%' 3 3 9 r - e 560 AN12, 0.1=1.1 MIMillii -.RR wai r 1 r I I Mari I I 1-1'-2)#"1 1 I ^ , I I . WIC"PONY WALL � 6-1%4 5''47:' S'1/d ; 5'-87/ f 54%' S'-4/- 6`25/8' III t It III 0 +-- a I-----Iii----+�i_�--- I 4x10 HDR ��_ rt-I rt'l L' PONY �-Tj4---- ��1-----+ 1----- f 31f'CONC.SLAB L_J L_J WALL--I L_J L_J L_J o _ NMI I I� II IMii 1 6'-25/8 S'-4,:- s'.4• I 5'-87/8 5'-47/8- 5'-47%8 6-28- II o rt-I rt-I I 4#I0HDR rt-1 rt 1 I -t-1 r 'I �- - ----.4....4------i-N.-1-----L- -E'er+---+-a-1—+-_"+.,,+--_—+..-F--- - 0 L_J L_J I L_J L_J L_J L- - SLOPE Mr 1 I 2x4 PONY WALL .� • kV DH 1 1 560 1 I45 1 Z J ` I 16'-7Y4' eh 4'x24'#10'FTG_'1, �.— ®7Y y W/(3)#4 EW BOT L -1 4x4 TYP.U.N.O. FTG-4 1 1--I i 18"#18'x10'FTG I-D'-214°I-I--+ 0--1 I I W/(2)#4 EW BOT. 24k24"x10"FTG / L__J TYP,U.N.O. W/(3)#4EWBOT 13 I 7-�8. 6'-q7/8' II 6'-478' m NV 6'-4]/. V-4/ 6'-478• �1 D6.0 6''6'8' 10-28' 4,-0, r 1 r -1 m --7 4x10 FOR r$1 1 CB-1 r - HDU2 J HDU2 ' • r1- _ 0 Ill FTG- - r mil \ /s FIXTURES I :UNDLED POM WALL 1-2Sb ---- ABOVE STUDS ABOVE .33i.ABOVE GFF r -7 PER CML,MAX. \ / HT-1'-51c I-0'-2141 a \ / FINISHED FLOOR °' • I-1'-244"1 '<i, IMES h - �I3' / \ FIXTURE ABOVE 1'-254.1 ,O / \ f/0 FURNACE ABOVE PONY 56.0 / 5 f 7-/1 1[ L-- E__ 14-93._ ./__\. S'JI4 6'-q1/• I 6•-4%- 6.dti- Tes- 7-7y. I d 20 V r T, rT� 4x10 FOR rT/ \'/ ? rtz_ _y_wo J TOf ISO ATLAB— L_J L_J L_J -J 11 r - • • J 2 t r. 1 N 1 +33F ABOVE GFF m I-1-218 PER CML,MAX m 2 BUNDLED ST DS HT-1'-51'e' _�, ABOVE SHALL 'ND I.�I, ON TOP OF TR: I-1'-2441 I-1'-254"1 • CBgµl DOUBLE JOISTS '^ 7-17/' 6'-4%8' 6'-4* 6-48' 6,4A- acc ss 7-17'' RAGE L1 rT1 rT, rT1 410 HDR rT, - IJ © VERIFYSLAB HEIGHT 1 --1 - HGAHT& -- - —_-•{••�F-----�g{�_--'>�-�B�---- '_J C j777.2 - _ '� 3 FOOTING G DEPTH 1-1 L-J L_J L_J L-J CB_3 L 1 V L Li Oo W/GRADING PLAN V 24'#24x00" G I W/(3)#4 E ROT I 31f'CONC.SLAB A al OVER FREEDRAINAGE 7-.7) MATERIAL OVER 1 4191 .t COMPACTED COMPACTED FILL m 11 g rt1 56.0 -I-- I 6'-TE 6-1y' 6'-1y' 6'-TY,- 6'-iYq' L__I 8.-333- f i 2x4 PONY WALL rt-1rTl I-Tl OHDRrT7 rT ^— --- + i-B-I.- -----1-61-1----.4,--1-8-1.---i--+.66-4—r-----1 - _ -.� I L-J _J L-J - g �' �_- _7 ABOVEFIXTUIr =1� I �� S HD14 06 I GFF PER CML I ®0 /lc C71:7J 11-STHC�STHD 44 JL4 MEM.. I o I� I I id 1=5I la i I i—r ?; DO 1 I1 II a T `10. 1T Iio g �� I -/ -LL\-�-'L-A--1 1376"CONCSLAB I ® �,p I I\I I -J Iitl LII4 -�� 12'1T 8'd' 1 R'-10- 6'-9' 10'. 20-3' ♦♦♦ 60-0 FOUNDATION PLAN 6x6 POST : 9. 0KW 9. 1 r- (a2x10H)R (.)2.10 HIR - --'T2r2100-PIDR- .:;1.L`.). Y!S (2)2x10HOR-- - 5.5Xl?.5GLE HDR HUCa10 FB-2 x ...... FB-6 i I ✓• I �10`-8 TR.S CEILIN• • • •1 INCORPORATED IN• BOTTOM CHORD 0 TRUSS. A 1 t 12._51. 2,r 20 :,f o V o_ 1 II `•E • FB-9 RT L- 1 P 1 ' i „................ ......" - ®�------• )2x10 ,,R NI G _._......-_.....-_-_1-: 4x4 POf 2 i\\ 'ACCESS i D2 ::::::::::::: :: :::::::. i C7 / 1 KW T € Z : . �IF. m m I1.: � } L.L 1' '. \ LL • • • T-3 i % GI • P B,..., .. —L:: �_ • • 1 T �- \\ Q... c - - k I --\ / K 1 -c � // 1 Em TOd\ XTE 0TOP C. S,TYP. c /CHO"D OF E%TSND CHORD TRUS',TVP. • (Z)2 O HDR \ C / 1... \ • •7 // } C —1 / i (1 • • / • • :::. \ I } 1 G :::. \ 1 / i::'r:r: rr:rr:: \ rl I. • • !I r .......` i il, .w..�.':: �. 1 ......... .... ....... I � 4 I 4� ' I 1 ims,,, —1(/ (3)6ti wiTTTOM FLUSH ``'_1 ...... ........... .:.'7:.'::. - 1 i� BEAN WITH PONV WILL HEIGHT AT.19-0AF- 1 � 11 ( ABO\E,PONY TOP PLATE ;. I'I __P'I zz LE0j(2)2 E;I x11 HDR :: - - 9 ':':"rr: FB-5 S �•I>::.:: ... .. .. 5.5 X 13.5 GLB HDR x10 HDR (2)2x0 HDR g T Et- I )2x10 HDR fir' © 1--- -- - Id1 L LE END TR SS 1 - C� QI /HUC410 I U HDR 4X11 ✓/ 12x10 HDR. (2)_2210 HDR_ - HDR _ L GABLED TRUSS 4au4 POST 9. ROOF FRAMING PLAN SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 18055 - Plan 6065 ROOF Roofing -asphalt shingles 3.5 psf Misc. 0.9 psf 5/8" plywood (O.S.B.) 2.2 psf Trusses at 24"o.c. 3.0 psf Insulation 1.0 psf (1) 5/8" gypsum ceiling 2.8 psf Misc./Mech. 1.6 psf ROOF DEAD LOAD 15.0 PSF din' K;\18055 River Terace-PolygonlEngineering\6065\6065 ec6 „r,',BA � earn naYSIS ENERCALC INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06©02997 '_h • ' Licensee RIND Description: GT-1 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 62.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0-04125)8(0.06875) b b b b b ��f x 5, j j j yyy v Fi • /// ;,, . Span=62-oft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=2.750 ft DESIGN SUMMARY Maximum Bending= 52.855 k-ft Maximum Shear= 3.410 k Load Combination +D+S+H Load Combination +D+5+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 31.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 7.945 in 93 Max Upward Transient Deflection 0.126 in 5899 Max Downward Total Deflection 12.712 in 58 Max Upward Total Deflection 0.045 in 16388 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Overall MAXimum Envelope Dsgn.L= 62.00 ft 1 52.86 52.86 3.41 +D+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+L+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+Lr+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+S+H Dsgn.L= 62.00 ft 1 52.86 52.86 3.41 +D+0.750Lr+0.750L+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+0.750L+0.750S+H Dsgn.L= 62.00 ft 1 44.60 44.60 2.88 +D+0.60W+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+0.70E+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 62.00 ft 1 19.82 19.82 1.28 +D+0.750L+0.750S+0.450W+H Dsgn.L= 62.00 ft 1 44.60 44.60 2.88 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 62.00 ft 1 44.60 44.60 2.88 +0.60D+0.60W+0.60H Dsgn.L= 62.00 ft 1 11.89 11.89 0.77 +0.60D+0.70E+0.60H Dsgn.L= 62.00 ft 1 11.89 11.89 0.77 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+1-1 1 12.7117 31.310 0.0000 0.000 GeneralBeam Anal SIS " "4 f"' 4 `r 4/r�` File=K:\18055 River Terrace Polygon\Engineering\6ti65\6065, y ENERCALC,INC.1983-2017,8tdd:10.17.12.10,Ven10.171210 'r Lic.#:KW-06002997 �'. .<.. a ^ \ x � i c // any . ..� � .. ,..�i ,...:Licensee:C.T.ENGINEERING Description: GT-1 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.410 3.410 Overall MINimum 0.767 0.767 +D+H 1.279 1.279 +D+L+H 1.279 1.279 +D+Lr+H 1.279 1.279 +D+S+H 3.410 3.410 +D+0.750Lr+0.750L+H 1.279 1.279 +D+0.750L+0.750S+H 2.877 2.877 +D+0.60W+H 1.279 1.279 +D+0.70E+H 1.279 1.279 +D+0.750Lr+0.750L+0.450W+H 1.279 1.279 +D+0.750L+0.750S+0.450W+H 2.877 2.877 +D+0.750L+0.750S+0.5250E+H 2.877 2.877 +0.60D+0.60W+0.60H 0.767 0.767 +0.60D+0.70E+0.60H 0.767 0.767 D Only 1.279 1.279 Lr Only L Only S Only 2.131 2.131 W Only E Only H Only GenralB earn A I File K:118055River Terrace-Polygon\Engineeringi606516065.ec8 ;-,,;,yeleENERCALC,INC.1983-2017,Build.10.17.12.10,Ver:10.17.tZ.1fi Lic.#:KW-06002997 ` Licensee.C.T.ENGINEERING Description: GT-2 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 7.750 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 D(0.16875)b S(0.28125) b O b b ) >• - Span=7.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=11.250 ft DESIGN SUMMARY Maximum Bending = 3.379 k-ft Maximum Shear= 1.744 k Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 3.875ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.008 in 11720 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.013 in 7325 Max Upward Total Deflection 0.000 in 2051051 Maximum Forces&Stresses:for Load Combinations Max Stress Ratios Summaryof Moment Values (k-ft) Shear Values k Load Combination (- ) ( ) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 7.75 ft 1 3.38 3.38 1.74 +D+}1 Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+L+H Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+Lr+H Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+S+H Dsgn.L= 7.75 ft 1 3.38 3.38 1.74 +D+0.750Lr+0.750L+H Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+0.750L+0.750S+H Dsgn.L= 7.75 ft 1 2.85 2.85 1.47 +D+0.60W+H Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+0.70E+H Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 7.75 ft 1 1.27 1.27 0.65 +D+0.750L+0.750S+0.450W+H Dsgn.L= 7.75 ft 1 2.85 2.85 1.47 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 7.75 ft 1 2.85 2.85 1.47 +0.60D+0.60W+O.60H Dsgn.L= 7.75 ft 1 0.76 0.76 0.39 +0.60D+0.70E+0.60H Dsgn.L= 7.75 ft 1 0.76 0.76 0.39 Overall Maximum Deflections Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0127 3.914 0.0000 0.000 General Beam'Analysis File=K:118055 River Terrace-PolygonAEngineering16065t6065.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.1017.12.10 Lic.#:KW-06002997; Licensee:C.T.ENGINEERING Description: GT-2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.744 1.744 Overall MINimum 0.392 0.392 +D+H 0.654 0.654 +D+L+H 0.654 0.654 +D+Lr+H 0.654 0.654 +D+S+H 1.744 1.744 +D+0.750Lr+0.750L+1-1 0.654 0.654 +D+0.750L+0.750S+H 1.471 1.471 +D+0.60W+H 0.654 0.654 +D+0.70E+H 0.654 0.654 +D+0.750Lr+0.750L+0.450W+H 0.654 0.654 +D+0.750L+0.7505+0.450W+H 1.471 1.471 +D+0.750L+0.750S+0.5250E+H 1.471 1.471 +0.60D+0.60W+0.60H 0.392 0.392 +0.60D+0.70E+0.60H 0.392 0.392 D Only 0.654 0.654 Lr Only L Only S Only 1.090 1.090 W Only E Only H Only Pile IL118055 River Terrace-Polygon\Engineering\606516065 ec6 General Beam Analysis''' ENERCALC,INC.1983-2017,Bald:1a.17.12.10,Ver:10.1712.10 # - "., .:. 9 ,. ..u., N , . . ... . ENGINEERING - Description: GT-3 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 11.250 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(0.27)O S(0.45) b O b b X // • • q k l Span=11.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=18.0 ft DESIGN SUMMARY Maximum Bending= 11.391 k-ft Maximum Shear= 4.050 k Load Combination +D+S+H Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 5.625 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.056 in 2394 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.090 in 1496 Max Upward Total Deflection 0.000 in 419086 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn.L= 11.25 ft 1 11.39 11.39 4.05 +D+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+L+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+Lr+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+S+H Dsgn.L= 11.25 ft 1 11.39 11.39 4.05 +D+0.750Lr+0.750L+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+0.750L+0.750S+H Dsgn.L= 11.25 ft 1 9.61 9.61 3.42 +D+0.60W+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+0.70E+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 11.25 ft 1 4.27 4.27 1.52 +D+0.750L+0.750S+0.450W+H Dsgn.L= 11.25 ft 1 9.61 9.61 3.42 +0+0.750L+0.7505+0.5250E+H Dsgn.L= 11.25 ft 1 9.61 9.61 3.42 +0.60D+0.60W+0.60H Dsgn.L= 11.25 ft 1 2.56 2.56 0.91 +0.60D+0.70E+0.60H Dsgn.L= 11.25 ft 1 2.56 2.56 0.91 Overall Maximum Deflectons Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0902 5.681 0.0000 0.000 General Beam Analysis e` File=K.118055River Terrace Polygon\Eng ineenng16065\6065.ec6 ENERCALC,INCs1983-2017,Buitd 10.17.12.10,Ver.10:17.12.10 KW-06002997 e f , Licensee:C.T.ENGINEERING Description: GT-3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.050 4.050 Overall MINimum 0.911 0.911 +D+H 1.519 1.519 +D+L+H 1.519 1.519 +D+Lr+H 1.519 1.519 +D+S+H 4.050 4.050 +D+0.750Lr+0.750L+H 1.519 1.519 +D+0.750L+0.750S+H 3.417 3.417 +D+0.60W+H 1.519 1.519 +D+0.70E+H 1.519 1.519 +D+0.750Lr+0.750L+0.450W+H 1.519 1.519 +D+0.750L+0.750S+0.450W+H 3.417 3.417 +D+0.750L+0.750S+0.5250E+H 3.417 3.417 +0.60D+0.60W+0.60H 0.911 0.911 +0.60D+0.70E+0.60H 0.911 0.911 D Only 1.519 1.519 Lr Only L Only S Only 2.531 2.531 W Only E Only H Only Wood Beam File=K 118055 Polygon at River Terrace(Area 3)1Engineeriing1606518065.ec6 ENERCAL { C 1983-2017,Buitd10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi 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 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.05625)S(0.09375) b b b b b 4x10 Span= 12.750 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=3.750 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.625 1 Maximum Shear Stress Ratio = 0.227 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 732.83 psi fv:Actual = 39.13 psi FB:Allowable = 1,173.00 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 6.375ft Location of maximum on span = 12.005ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.187 in Ratio= 818>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.299 in Ratio= 511>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.299 0.109 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 918.00 0.32 14.67 135.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.269 0.098 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 1020.00 0.32 14.67 150.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.216 0.078 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 1275.00 0.32 14.67 187.50 +0+5+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.625 0.227 1.15 1.200 1.00 1.00 1.00 1.00 1.00 3.05 732.83 1173.00 0.84 39.13 172.50 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.216 0.078 1.25 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 1275.00 0.32 14.67 187.50 Wood Beam File=K118055 Polygon at R ver Terrace{Area 3)vEngineenngv6065160655.ec6 ENERCALC,INC.1983-2017,Buildh10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002997' Licensee:C.T.ENGINEERING Description: FB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.527 0.191 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.57 618.32 1173.00 0.71 33.02 172.50 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.168 0.061 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 1632.00 0.32 14.67 240.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.168 0.061 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 1632.00 0.32 14.67 240.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.168 0.061 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.14 274.81 1632.00 0.32 14.67 240.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.379 0.138 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.57 618.32 1632.00 0.71 33.02 240.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.379 0.138 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.57 618.32 1632.00 0.71 33.02 240.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.101 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 164.89 1632.00 0.19 8.80 240.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.750 ft 1 0.101 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.69 164.89 1632.00 0.19 8.80 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.2989 6.422 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.956 0.956 Overall MINimum 0.598 0.598 +D+H 0.359 0.359 +D+L+H 0.359 0.359 +D+Lr+H 0.359 0.359 +D+S41 0.956 0.956 +D+0.750Lr+0.750L+H 0.359 0.359 +D+0.750L+0.750S+H 0.807 0.807 +D+0.60W+H 0.359 0.359 +D+0.70E+H 0.359 0.359 +D+0.750Lr+0.750L+0.450W+H 0.359 0.359 +D+0.750L+0.750S+0.450W+H 0.807 0.807 +D+0.750L+0.750S+0.5250E+H 0.807 0.807 +0.60D+0.60W+0.60H 0.215 0.215 +0.60D+0.70E+0.60H 0.215 0.215 D Only 0.359 0.359 Lr Only L Only S Only 0.598 0.598 W Only E Only H Only WOOd Beate File=K:A18055 Polygon at River Terrace(Area 3)1Engineeriing1606516065.ec6 ENERCALC,INC.1983-2017,Buid:10.17.12.10,Ver10.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-PI 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 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.27)S(2.13) , , 2-2x10 .44 L Span=5.0ft Applied Loads 3, Service loads entered.Load Factors will be applied for calculations. Point Load: D=1.270, S=2.130 k @ 3.50 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.929 1 Maximum Shear Stress Ratio = 0.746 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 998.94 psi fv:Actual = 128.65 psi FB:Allowable = 1,075.25 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.504ft Location of maximum on span = 3.504 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 1997>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.048 in Ratio= 1251 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.443 0.356 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 841.50 0.89 48.05 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.399 0.320 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 935.00 0.89 48.05 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.319 0.256 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 1168.75 0.89 48.05 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.929 0.746 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.56 998.94 1075.25 2.38 128.65 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.319 0.256 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 1168.75 0.89 48.05 187.50 Wood Beath File=Ky18055 Polygon at River Terrace(Area 3jvEngineeringvfi66516065.ec6 ENERCALC,INC.'1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Lic.#,:KW-06002997Licensee:C.T.ENGINEERING Description. FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.784 0.629 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.00 842.49 1075.25 2.01 108.50 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.249 0.200 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 1496.00 0.89 48.05 240.00 +DA0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.249 0.200 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 1496.00 0.89 48.05 240.00 +0+0.750Lr+0.750L+0.450W+11 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.249 0.200 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.33 373.13 1496.00 0.89 48.05 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.563 0.452 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.00 842.49 1496.00 2.01 108.50 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.563 0.452 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.00 842.49 1496.00 2.01 108.50 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.150 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.88 1496.00 0.53 28.83 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.150 0.120 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.88 1496.00 0.53 28.83 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +1.3+5+-I 1 0.0479 2.755 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.020 2.380 Overall MINimum 0.639 1.491 +D+H 0.381 0.889 +D+L+H 0.381 0.889 +D+Lr+H 0.381 0.889 +D+S+H 1.020 2.380 +D+0.750Lr+0.750L+H 0.381 0.889 +D+0.750L+0.750S+H 0.860 2.007 +D+0.60W+H 0.381 0.889 +D+0.70E+H 0.381 0.889 +D+0.750Lr+0.750L+0.450W+H 0.381 0.889 +D+0.750L+0.750S+0.450W+H 0.860 2.007 +D+0.750L+0.750S+0.5250E+H 0.860 2.007 +0.60D+0.60W+0.60H 0.229 0.533 +0.60D+0.70E+0.60H 0.229 0.533 D Only 0.381 0.889 Lr Only L Only S Only 0.639 1.491 W Only E Only H Only Wood Beam File K118056 Polygon at River Ten-ace(Area 3)1Engineering1606516065.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lit.#:KW-06002997 Licensee:C.T.ENGINEERING' Description: FB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1.52)S(2.53) D(0.16725)S(0.27875) 6 b b b 3.5x11.875 Span=13.0 ft 1. Applied Loads Service loads entered.Load Factors will be applied for calculations. Point Load: D=1.520, S=2.530 k @ 3.750 ft Uniform Load: D=0.0150, S=0.0250 ksf,Extent=3.750->>13.0 ft, Tributary Width=11.150 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.867 1 Maximum Shear Stress Ratio = 0.515 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb:Actual 2,394.04 psi fv:Actual = 156.97 psi FB:Allowable 2,760.O0psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.412ft 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 0.343 in Ratio= 454>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.549 in Ratio= 284>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V N F'v +D+H 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.416 0.247 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 2160.00 1.63 58.90 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.374 0.222 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 2400.00 1.63 58.90 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.299 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 3000.00 1.63 58.90 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.867 0.515 1.15 1.000 1.00 1.00 1.00 1.00 1.00 16.41 2,394.04 2760.00 4.35 156.97 304.75 Wood BeamFile=K118055 Polygon at River Terrace(Area3)1Engineering1606516065.ec6 ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver:10.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.299 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 3000.00 1.63 58.90 331.25 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.732 0.435 1.15 1.000 1.00 1.00 1.00 1.00 1.00 13.85 2,020.09 2760.00 3.67 132.45 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.234 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 3840.00 1.63 58.90 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.234 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 3840.00 1.63 58.90 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.234 0.139 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.16 898.22 3840.00 1.63 58.90 424.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.526 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.85 2,020.09 3840.00 3.67 132.45 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.526 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 13.85 2,020.09 3840.00 3.67 132.45 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.140 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 538.93 3840.00 0.98 35.34 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=13.0 ft 1 0.140 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 538.93 3840.00 0.98 35.34 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.5492 6.263 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.349 3.826 Overall MINimum 2.718 2.391 +D+H 1.632 1.435 +D+L+H 1.632 1.435 +D+Lr+H 1.632 1.435 +D+S+H 4.349 3.826 +D+0.750Lr+0.750L+H 1.632 1.435 +D+0.750L+0.750S+H 3.670 3.228 +D+0.60W+H 1.632 1.435 +D+0.70E+H 1.632 1.435 +D+0.750Lr+0.750L+0.450W+H 1.632 1.435 +D+0.750L+0.7505+0.450W+H 3.670 3.228 +D+0.750L+0.750S+0.5250E+H 3.670 3.228 +0.60D+0.60W+0.60H 0.979 0.861 +0.60D+0.70E+0.60H 0.979 0.861 D Only 1.632 1.435 Lr Only L Only S Only 2.718 2.391 W Only E Only H Only Wood Beam File=K 118055 Polygon at River Terrace(Area 3)\Engineer ng16085i6065.ec6 ENERCPLC,INCi.1983-2017,Build 10.17.12.10,Ver.1p.17.12.10 Lic..#:KW-06002997 Licensee: .7:ENGINEERING Description. FB-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb 850.0 psi Ebend xx 1,300.0ksi 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 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.168)S(0.28) b8 8 8 • • • • • • • • • 2-2x10 • Span=5.0 ft Applied Loads -` Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=11.20 ft DESIGN SUMMARY Desi•n O} Maximum Bending Stress Ratio = 0.365 1 Maximum Shear Stress Ratio = 0.243 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 392.70 psi fv:Actual 41.98 psi FB:Allowable = 1,075.25 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000ft Span 4 where maximum occurs = Span 41 Span#where maximum occurs = Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio= 3896>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 2435>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V d FN i r m Ct L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.175 0.117 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 841.50 0.29 15.74 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.157 0.105 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 935.00 0.29 15.74 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.126 0.084 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 1168.75 0.29 15.74 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.365 0.243 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.40 392.70 1075.25 0.78 41.98 172.50 +0+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.126 0.084 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 1168.75 0.29 15.74 187.50 Wood Beam File 1.118055 Polygon at River Terrace(Area 3)vEngineering v6065v6065.ec6 ENERCAIC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.308 0.205 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.18 331.34 1075.25 0.66 35.42 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.098 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 1496.00 0.29 15.74 240.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.098 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 1496.00 0.29 15.74 240.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.098 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.53 147.26 1496.00 0.29 15.74 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.221 0.148 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.18 331.34 1496.00 0.66 35.42 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.221 0.148 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.18 331.34 1496.00 0.66 35.42 • 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.059 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 88.36 1496.00 0.17 9.45 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.059 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 88.36 1496.00 0.17 9.45 240.00 Overall Maximum Deflections Load Combination Span Max.°"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0246 2.518 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.120 1.120 Overall MINimum 0.700 0.700 +D+H 0.420 0.420 +D+L+H 0.420 0.420 +D+Lr+H 0.420 0.420 +D+S+H 1.120 1.120 +D+0.750Lr+0.750L+H 0.420 0.420 +D+0.750L+0.750S+H 0.945 0.945 +D+0.60W+H 0.420 0.420 +D+0.70E+H 0.420 0.420 +D+0.750Lr+0.750L+0.450W+H 0.420 0.420 +D+0.750L+0.750S+0.450W+H 0.945 0.945 +D+0.750L+0.750S+0.5250E+H 0.945 0.945 +0.60D+0.60W+0.60H 0.252 0.252 +0.60D+0.70E+0.60H 0.252 0.252 D Only 0.420 0.420 Lr Only L Only S Only 0.700 0.700 W Only E Only H Only WOOd Beam File=K118055 Polygon at River Terrace(Area 3)\Engineeringl6065\6065.ec6 ENERCALG,INC.1983-2017,Build:10.17.12.10,Ver:10.17,12.10 Lic #:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination iBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.36)5(0.6) X d b b X 5.5x13.5 Span= 16.250 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=24.0 ft DESIGN;,SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.854 1 Maximum Shear Stress Ratio = 0.449 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 2,276.09 psi fv:Actual = 136.87 psi FB:Allowable = 2,664.23 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.125ft 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 0.466 in Ratio= 418>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.746 in Ratio= 261>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces& Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Fb V fv Fv .'D+H 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.405 0.215 0.90 1.000 1.00 1.00 1.00 1.00 0.98 11.88 853.54 2107.88 2.54 51.33 238.50 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.366 0.194 1.00 1.000 1.00 1.00 1.00 1.00 0.97 11.88 853.54 2332.62 2.54 51.33 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.296 0.155 1.25 1.000 1.00 1.00 1.00 1.00 0.96 11.88 853.54 2881.05 2.54 51.33 331.25 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.854 0.449 1.15 1.000 1.00 1.00 1.00 1.00 0.97 31.69 2,276.09 2664.23 6.78 136.87 304.75 +D+0.750Lr+0.750L++i 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.296 0.155 1.25 1.000 1.00 1.00 1.00 1.00 0.96 11.88 853.54 2881.05 2.54 51.33 331.25 d B Cil File K 118055 Polygon at River Terrace(Area 3)\Engineeriing 60656065.ec6 Woo €NERCALC,INC.1983-2017,Build:10.17.12.10,Ver10.17.12.10 Lic.#:KW-1)6802997 Licensee:G.T.ENGINEERING Description: FB-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CEN C i Cr Cm C t CL M fb F'b V N F'v +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.721 0.379 1.15 1.000 1.00 1.00 1.00 1.00 0.97 26.74 1,920.45 2664.23 5.72 115.49 304.75 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.237 0.121 1.60 1.000 1.00 1.00 1.00 1.00 0.94 11.88 853.54 3604.99 2.54 51.33 424.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.237 0.121 1.60 1.000 1.00 1.00 1.00 1.00 0.94 11.88 853.54 3604.99 2.54 51.33 424.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.237 0.121 1.60 1.000 1.00 1.00 1.00 1.00 0.94 11.88 853.54 3604.99 2.54 51.33 424.00 +D+0.750L+0.7505+0.450W4I 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.533 0.272 1.60 1.000 1.00 1.00 1.00 1.00 0.94 26.74 1,920.45 3604.99 5.72 115.49 424.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.533 0.272 1.60 1.000 1.00 1.00 1.00 1.00 0.94 26.74 1,920.45 3604.99 5.72 115.49 424.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.142 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.13 512.12 3604.99 1.52 30.80 424.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.142 0.073 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.13 512.12 3604.99 1.52 30.80 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.7463 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.800 7.800 Overall MINimum 4.875 4.875 +D+H 2.925 2.925 +D+L+H 2.925 2.925 +D+Lr+H 2.925 2.925 +D+S+H 7.800 7.800 +D+0.750Lr+0.750L+H 2.925 2.925 +D+0.750L+0.750S+H 6.581 6.581 +D+0.60W+H 2.925 2.925 +D+0.70E+H 2.925 2.925 +D+0.750Lr+0.750L+0.450W+H 2.925 2.925 +D+0.750L+0.7505+0.450W+H 6.581 6.581 +D+0.750L+0.750S+0.5250E+H 6.581 6.581 +0.60D+0.60W+0.60H 1.755 1.755 +0.60D+0.70E+0.60H 1.755 1.755 D Only 2.925 2.925 Lr Only L Only S Only 4.875 4.875 W Only E Only H Only WOOd � File=K118055 Polygon at River Terrace(Area 3)IEngineering1606516085.ec6 ENERCALC,INC.1983-2017,Build:10.17.1210,Ver1O.17.12.10 Lic.#:KW-08002997 Licensee:C.T.ENGINEERING Description: FB-6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-PrIl 1,650.0 psi Eminbend-xx 950.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi Ft 1,100.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.12375)S(0.20625) a b .. b X X X. (x) 5.5x13.5 Span=20.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=8.250 ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.452 1 Maximum Shear Stress Ratio = 0.195 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,185.19 psi fv:Actual = 59.37 psi FB:Allowable = 2,624.93 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 10.000ft 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 0.368 in Ratio= 652>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.589 in Ratio= 407>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.213 0.093 0.90 0.986 1.00 1.00 1.00 1.00 0.97 6.19 444.44 2089.28 1.10 22.26 238.50 +D+L+H 0.986 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.193 0.084 1.00 0.986 1.00 1.00 1.00 1.00 0.96 6.19 444.44 2307.21 1.10 22.26 265.00 +D+Lr+H 0.986 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.157 0.067 1.25 0.986 1.00 1.00 1.00 1.00 0.94 6.19 444.44 2829.40 1.10 22.26 331.25 +D+S+H 0.986 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.452 0.195 1.15 0.986 1.00 1.00 1.00 1.00 0.95 16.50 1,185.19 2624.93 2.94 59.37 304.75 +D+0.750Lr+0.750L+H 0.986 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.157 0.067 1.25 0.986 1.00 1.00 1.00 1.00 0.94 6.19 444.44 2829.40 1.10 22.26 331.25 Wood Beam File=1018055 Polygon at River Terrace(Area 3)1Engineering1606516065.ec6 ENERCALC,INC.1983-2017,Build:1017.12.10,Ver.10,17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN CI Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 0.986 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.381 0.164 1.15 0.986 1.00 1.00 1.00 1.00 0.95 13.92 1,000.00 2624.93 2.48 50.09 304.75 +D+0,60W+4-I 0.986 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.128 0.053 1.60 0.986 1.00 1.00 1.00 1.00 0.91 6.19 444.44 3482.04 1.10 22.26 424.00 +D+0.70E+H 0.986 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.128 0.053 1.60 0.986 1.00 1.00 1.00 1.00 0.91 6.19 444.44 3482.04 1.10 22.26 424.00 +D+0.750Lr+0.750L+0.450W+H 0.986 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.128 0.053 1.60 0.986 1.00 1.00 1.00 1.00 0.91 6.19 444.44 3482.04 1.10 22.26 424.00 +D+0.750L+0.750S+0.450W+H 0.986 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.287 0.118 1.60 0.986 1.00 1.00 1.00 1.00 0.91 13.92 1,000.00 3482.04 2.48 50.09 424.00 +D+0.750L+0.750S+0.5250E+H 0.986 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.287 0.118 1.60 0.986 1.00 1.00 1.00 1.00 0.91 13.92 1,000.00 3482.04 2.48 50.09 424.00 +0.60D+0.60W+0.60H 0.986 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.077 0.032 1.60 0.986 1.00 1.00 1.00 1.00 0.91 3.71 266.67 3482.04 0.66 13.36 424.00 +0.60D+0.70E+0.60H 0.986 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=20.0 ft 1 0.077 0.032 1.60 0.986 1.00 1.00 1.00 1.00 0.91 3.71 266.67 3482.04 0.66 13.36 424.00 Overall Maximum Deflections Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.5887 10.073 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.300 3.300 Overall MINimum 2.063 2.063 +D+H 1.238 1.238 +D+L+H 1.238 1.238 +D+Lr+H 1.238 1.238 +D+S+H 3.300 3.300 +D+0.750Lr+0.750L+1-I 1.238 1.238 +D+0.750L+0.750S+H 2.784 2.784 +D+0.60W+H 1.238 1.238 +D+0.70E+H 1.238 1.238 +D+0.750Lr+0.750L+0.450W+H 1.238 1.238 +D+0.750L+0.750S+0.450W+H 2.784 2.784 +0+0.750L+0.7505+0.5250E+H 2.784 2.784 +0.60D+0.60W+0.60H 0.743 0.743 +0.60D+0.70E+0.60H 0.743 0.743 D Only 1.238 1.238 Lr Only L Only S Only 2.063 2.063 W Only E Only H Only �� ��arn File=K\18055 Polygon at River Terrace(Area 3)IEngineening1606516065.ec6 ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver.10.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-PrIl 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(0.08) o D(0.066 S(0.11) b b •• Y x 6x8 • Span=7.0 ft I. Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=4.40 ft Uniform Load: D=0.080, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.318 1 Maximum Shear Stress Ratio = 0.130 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 364.92 psi fv:Actual = 26.87 psi FB:Allowable = 1,146.28 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.387 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection • Max Downward Transient Deflection 0.018 in Ratio= 4619>=360 •• Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.042 in Ratio= 1984>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FIV Ci Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.232 0.095 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 897.75 0.42 15.33 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.209 0.085 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 997.21 0.42 15.33 180.00 +0+Lr4l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.167 0.068 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 1245.59 0.42 15.33 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.318 0.130 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.57 364.92 1146.28 0.74 26.87 207.00 Wood Beath File=K:118055 Polygon at River Terrace(Area 3)\Engineering1606516065.ec6 ENERCAIC,INC.1983x2017,Build;10,17.12.IQ,VeC111.t7.12.10 Lica#:KW-06002997 Licensee;C.T.ENGINEERING Description: FB-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb Ft V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.167 0.068 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 1245.59 0.42 15.33 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.284 0.116 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.40 325.72 1146.28 0.66 23.99 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.131 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 1592.64 0.42 15.33 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.131 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 1592.64 0.42 15.33 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.131 0.053 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.89 208.12 1592.64 0.42 15.33 288.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 325.72 1592.64 0.66 23.99 288.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.205 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.40 325.72 1592.64 0.66 23.99 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 124.87 1592.64 0.25 9.20 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.078 0.032 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.54 124.87 1592.64 0.25 9.20 288.00 Overall Maximum Deflections Load Combination Span Max."=Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0423 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.896 0.896 Overall MINimum 0.385 0.385 +D+}{ 0.511 0.511 +D+L+H 0.511 0.511 +D+Lr+H 0.511 0.511 +D+S+H 0.896 0.896 +D+0.750Lr+0.750L+H 0.511 0.511 +D+0.750L+0.750S+H 0.800 0.800 +D+0.60W+H 0.511 0.511 +D+0.70E+H 0.511 0.511 +D+0.750Lr+0.750L+0.450W+H 0.511 0.511 +D+0.750L+0.750S+0.450W+H 0.800 0.800 +D+0.750L+0.750S+0.5250E+H 0.800 0.800 +0.60D+0.60W+0.60H 0.307 0.307 +0.60D+0.70E+0.60H 0.307 0.307 D Only 0.511 0.511 Lr Only L Only S Only 0.385 0.385 W Only E Only H Only �m ;s File=K'Ut8055 Polygon at River Terrace(Area 3) \80 i c Wood Beam 4--- Cs � iii, �:4_ RCALG,INC.1983-2017,8�iild 1fI.�'(4�"Yei`:113:4��:'Ct� tic.4:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,000.0 psi Ebend-xx 1,700.0 ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0_08) b o D(0.09)bS(0.15) b v v v b X X 6x8 .. Span=7.750 ft • Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=6.0 ft Uniform Load: D=0.080, Tributary Width=1.0 ft DESIGN SUMMARY Design U Maximum Bending Stress Ratio = 0.488 1 Maximum Shear Stress Ratio = 0.183 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 559.13 psi fv:Actual = 37.85 psi FB:Allowable = 1,145.92 psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.875ft Location of maximum on span = 7.128 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 2496>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.079 in Ratio= 1170>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V N F'v ±D+H 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.331 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.28 297.04 897.53 0.55 20.11 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.298 0.112 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.28 297.04 996.94 0.55 20.11 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.239 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.28 297.04 1245.15 0.55 20.11 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.488 0.183 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.40 559.13 1145.92 1.04 37.85 207.00 Wood Beath File=K\18055Polygon at River Terrace(Area 3)1Engineering1606516065.ec6 ENERCALC,INC.1983-2017,Build 10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.239 0.089 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.28 297.04 1245.15 0.55 20.11 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.431 0.161 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.12 493.60 1145.92 0.92 33.41 207.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.187 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.28 297.04 1591.90 0.55 20.11 288.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.187 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.28 297.04 1591.90 0.55 20.11 288.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.187 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.28 297.04 1591.90 0.55 20.11 288.00 +1J+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.310 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.12 493.60 1591.90 0.92 33.41 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.310 0.116 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.12 493.60 1591.90 0.92 33.41 288.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.112 0.042 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.77 178.22 1591.90 0.33 12.06 288.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=7.750 ft 1 0.112 0.042 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.77 178.22 1591.90 0.33 12.06 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0795 3.903 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.240 1.240 Overall MINimum 0.581 0.581 +D+H 0.659 0.659 +D+L+H 0.659 0.659 +D+Lr+H 0.659 0.659 +0+5+11 1.240 1.240 +D+0.750Lr+0.750L+H 0.659 0.659 +D+0.750L+0.750S+H 1.095 1.095 +D+0.60W+FI 0.659 0.659 +D+0.70E+H 0.659 0.659 +D+0.750Lr+0.750L+0.450W+H 0.659 0.659 +D+0.750L+0.750S+0.450W+H 1.095 1.095 +D+0.750L+0.750S+0.5250E+H 1.095 1.095 +0.60D+0.60W+0.60H 0.395 0.395 +0.60D+0.70E+0.60H 0.395 0.395 D Only 0.659 0.659 Lr Only L Only S Only 0.581 0.581 W Only E Only H Only Wood Beam File=K318055 Polygon at River Terrace(Area 3)vEngineenng16065\6065.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10 Vecifl.17.12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FB-9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi 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 525.0 psi Density 26.830 pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0_19875)S(0.33125) b b b b b `. 2-2x10 Span=7.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=13.250 ft DESIGN SUMMARY Desi:n OK Maximum Bending Stress Ratio = 0.847. 1 Maximum Shear Stress Ratio = 0.454 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 910.56 psi fv:Actual = 78.31 psi FB:Allowable = 1,075.25 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 3.500ft Location of maximum on span = 6.234 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.070 in Ratio= 1200>=360 Max Upward Transient Deflection0.000 in Ratio= 0<360 Max Downward Total Deflection 0.112 in Ratio= 750>=240 Max Upward Total Deflection0.000 in Ratio= 0<240 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FNC i C r Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.406 0.218 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 841.50 0.54 29.37 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.365 0.196 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 935.00 0.54 29.37 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.292 0.157 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 1168.75 0.54 29.37 187.50 +D+5+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.847 0.454 1.15 1.100 1.00 1.00 1.00 1.00 1.00 3.25 910.56 1075.25 1.45 78.31 172.50 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.292 0.157 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 1168.75 0.54 29.37 187.50 0 i 7 File K118055 Polygon at River Terrace(Area 3)tEngineerir g1606546065.ec6 Wood Beam s` ,<i NERCALC INC.1983-2017,8uild:10.17.12.10,Vec10.17,12.10 Lic.#,:KW-06002997 Licensee:C .ENGINEERING Description FB-9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.715 0.383 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.74 768.29 1075.25 1.22 66.08 172.50 +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.228 0.122 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 1496.00 0.54 29.37 240.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.228 0.122 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 1496.00 0.54 29.37 240.00 +D+0.750Lr+0.750L+0.450W++1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.228 0.122 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.22 341.46 1496.00 0.54 29.37 240.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.514 0.275 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.74 768.29 1496.00 1.22 66.08 240.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.514 0.275 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.74 768.29 1496.00 1.22 66.08 240.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.137 0.073 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 204.88 1496.00 0.33 17.62 240.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=7.0 ft 1 0.137 0.073 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 204.88 1496.00 0.33 17.62 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1120 3.526 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.855 1.855 Overall MiNimum 1.159 1.159 +D+H 0.696 0.696 +D+L+H 0.696 0.696 +D+Lr+H 0.696 0.696 +D+S+H 1.855 1.855 +D+0.750Lr+0.750L+H 0.696 0.696 +D+0.750L+0.750S+H 1.565 1.565 +D+0.60W+H 0.696 0.696 +D+0.70E+H 0.696 0.696 +0+0.750Lr+0750L+0.450W+H 0.696 0.696 +D+0.750L+0.750S+0.450W+H 1.565 1.565 +D+0.750L+0.750S+0.5250E+H 1.565 1.565 +0.60D+0.60W+0.60H 0.417 0.417 +0.60D+0.70E+0.60H 0.417 0.417 D Only 0.696 0.696 Lr Only L Only S Only 1.159 1.159 W Only E Only H Only STUDS&POSTS CAPACITY Post Type Species width Height Fc E Mult Fc* c' le/d Fce Fce/Fc Fc' Load DF Bear'g Max. Load HF Bear'g Max. Load DF Plate HF Plate 4x4 DF No. 2 1 3.5 8 1350 1600000 1.15 1553 0.8 27 1748 1.126 1134 13890 8477 8477 5493 5493 4x4 DF No. 2 1 3.5 10 1350 1600000 1.15 1553 0.8 34 1119 0.721 885 10836 8477 8477 5493 5493 4x4 DF No. 2 1 3.5 12 1350 1600000 1.15 1553 0.8 41 777 0.500 674 8253 8477 8253 5493 5493 4x4 DF No. 2 1 3.5 14 1350 1600000 1.15 1553 0.8 48 571 0.368 519 6355 8477 6355 5493 5493 4x4 DF No. 2 1 3.5 16 1350 1600000 1.15 1553 0.8 55 437 0.282 408 4998 8477 4998 5493 4998 6x6 DF No. 1 1 5.5 8 1000 1600000 1 1000 0.8 17 4317 4.317 947 28641 20195 20195 13087 13087 6x6 DF No. 1 1 5.5 10 1000 1600000 1 1000 0.8 22 2763 2.763 910 27542 20195 20195 13087 13087 6x6 DF No. 1 1 5.5 11 1000 1600000 1 1000 0.8 24 2283 2.283 887 26839 20195 20195 13087 13087 6x6 DF No. 1 1 5.5 14 1000 1600000 1 1000 0.8 31 1410 1.410 795 24038 20195 20195 13087 13087 6x6 DF No. 1 1 5.5 16 1000 1600000 1 1000 0.8 35 1079 1.079 717 21679 20195 20195 13087 13087 4X6 DF No. 2 1 3.5 8 1350 1600000 1.15 1553 0.8 27 1748 1.126 1134 21827 12852 12852 8328 8328 4X6 DF No. 2 1 3.5 10 1350 1600000 1.15 1553 0.8 34 1119 0.721 885 17028 12852 12852 8328 8328 4X6 DF No. 2 1 3.5 12 1350 1600000 1.15 1553 0.8 41 777 0.500 674 12968 12852 12852 8328 8328 2x4 HF Stud 1 3.5 8 800 1200000 1.05 840 0.8 27 1311 1.561 688 3612 4102 3612 2658 2658 2x4 SPS stud 1 3.5 13 725 1200000 1.05 761 0.8 27 1311 1.722 639 3357 4102 3357 2658 2658 2x6 HF No. 2 1 5.5 8 1300 1300000 1.1 1430 0.8 17 3508 2.453 1282 10578 6445 6445 4177 4177 2x6 SPF No. : 1 5.5 8 1150 1400000 1.1 1265 0.8 17 3777 2.986 1162 9585 6445 6445 4177 4177 4X8 DF No. 2 1 3.5 8 1350 1600000 1.15 1553 0.8 27 1748 1.126 1134 28773 15859 15859 10277 10277 4X8 DF No. 2 1 3.5 10 1350 1600000 1.15 1553 0.8 34 1119 0.721 885 22446 15859 15859 10277 10277 W oOd BeamFile 1G'118055 Polygon'at River Terrace(Area 3)\Engineeriingi606516065.ec6 ENERCALC,INC,1983.2017,Buid:10.17.12.10,Vec10,17.12.10 LIC.#:KW-06002997 Licensee:C.T.ENGINEERING Description: CB-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade ; No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.1755)L(0.468) • • • 7 _ • • c o b o 3 • • • } 4x10 Span=6.50 ft • • • Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=11.70 ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.76S 1 Maximum Shear Stress Ratio = 0.413 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 817.08 psi fv:Actual = 74.26 psi FB:Allowable = 1,068.31 psi Fv:Allowable 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.250ft Location of maximum on span = 5.741 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio= 1523>=360 • • Max Upward Transient Deflection 0.000 in Ratio= 0<360 • Max Downward Total Deflection 0.070 in Ratio= 1108>=240 • Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses,,for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr 0 m C t 0 L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.231 0.125 0.90 1.200 1.00 1.00 1.00 1.00 0.99 0.93 222.84 962.71 0.44 20.25 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.765 0.413 1.00 1.200 1.00 1.00 1.00 1.00 0.99 3.40 817.08 1068.31 1.60 74.26 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.167 0.090 1.25 1.200 1.00 1.00 1.00 1.00 0.99 0.93 222.84 1330.83 0.44 20.25 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.182 0.098 1.15 1.200 1.00 1.00 1.00 1.00 0.99 0.93 222.84 1226.09 0.44 20.25 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.502 0.270 1.25 1.200 1.00 1.00 1.00 1.00 0.99 2.78 668.52 1330.83 1.31 60.76 225.00 ��� BeamFile=K\18055 Polygon atRiiverTerrace(Area 3)1Engineering1606516065.ec6 WENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17,12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: CB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.545 0.294 1.15 1.200 1.00 1.00 1.00 1.00 0.99 2.78 668.52 1226.09 1.31 60.76 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.132 0.070 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.93 222.84 1694.28 0.44 20.25 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.132 0.070 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.93 222.84 1694.28 0.44 20.25 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.395 0.211 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.78 668.52 1694.28 1.31 60.76 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.395 0.211 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.78 668.52 1694.28 1.31 60.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.395 0.211 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.78 668.52 1694.28 1.31 60.76 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.079 0.042 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.56 133.70 1694.28 0.26 12.15 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.50 ft 1 0.079 0.042 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.56 133.70 1694.28 0.26 12.15 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0704 3.274 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.091 2.091 Overall MINimum 1.521 1.521 +D+H 0.570 0.570 +D+L+H 2.091 2.091 +D+Lr+H 0.570 0.570 +D+S+H 0.570 0.570 +D+0.750Lr+0.750L+H 1.711 1.711 +D+0.750L+0.750S+H 1.711 1.711 +D+0.60W+H 0.570 0.570 +D+0.70E+H 0.570 0.570 +D+0.750Lr+0.750L+0.450W+H 1.711 1.711 +D+0.750L+0.7505+0.450W+H 1.711 1.711 +D+0.750L+0.750S+0.5250E+H 1.711 1.711 +0.60D+0.60W+0.60H 0.342 0.342 +0.60D+0.70E+0.60H 0.342 0.342 D Only 0.570 0.570 Lr Only L Only 1.521 1.521 S Only W Only E Only H Only file=K Wood Beam K:118055 Polygon at River Terrace(Area 3)\Engineering\606516065.ec6 ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver.10.17.12.10 Lic.Al:KW-06002997 Licensee:C.T.ENGINEERING Description: CB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2,250.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2,250.0 psi Ebend-xx 1,500.0 ksi Fc-PrIl 1,950.0 psi Eminbend-xx 792.72 ksi Wood Species : Roseburg Fc-Perp 575.0 psi Wood Grade : RigidLam LVL 1.5E Fv 220.0 psi Ft 1,500.Opsi Density 41.810pcf Beam Bracing : Completely Unbraced D(1.2)S(1.33) • D(0-01995)L(0.0532) 8 0 0 0 0 x x i • • i 2-1.75x11.87 Span=8.50 ft F H Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=1.330 ft Point Load: D=1.20, S=1.330 k @ 1.10 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.14& 1 Maximum Shear Stress Ratio = 0.324 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 ft):Actual = 364.64 psi fv:Actual = 81.86 psi FB:Allowable = 2,461.27 psi Fv:Allowable = 253.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.117ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio= 6489>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.035 in Ratio= 2877>=240 • Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb Pb V N F'v +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.092 0.202 0.90 1.000 1.00 1.00 1.00 1.00 0.97 1.23 179.26 1958.88 1.11 40.07 198.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.100 0.211 1.00 1.000 1.00 1.00 1.00 1.00 0.96 1.49 216.70 2163.26 1.29 46.38 220.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.068 0.146 1.25 1.000 1.00 1.00 1.00 1.00 0.94 1.23 179.26 2653.08 1.11 40.07 275.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.148 0.324 1.15 1.000 1.00 1.00 1.00 1.00 0.95 2.50 364.64 2461.27 2.27 81.86 253.00 Wood BsaT11 File=K'118055Polygon at River Terrace(Area 3)vEngineeringt606516085.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver..10.17.12.10 Lie.#:KW-06002997 Licensee:C.T.ENGINEERING Description CB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr Cm C t CL M fb F'b V N F'v +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.163 1.25 1.000 1.00 1.00 1.00 1.00 0.94 1.40 204.52 2653.08 1.24 44.81 275.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.139 0.301 1.15 1.000 1.00 1.00 1.00 1.00 0.95 2.35 342.29 2461.27 2.11 76.15 253.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.055 0.114 1.60 1.000 1.00 1.00 1.00 1.00 0.91 1.23 179.26 3265.69 1.11 40.07 352.00 +D+0.70E++1 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.055 0.114 1.60 1.000 1.00 1.00 1.00 1.00 0.91 1.23 179.26 3265.69 1.11 40.07 352.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.063 0.127 1.60 1.000 1.00 1.00 1.00 1.00 0.91 1.40 204.52 3265.69 1.24 44.81 352.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.105 0.216 1.60 1.000 1.00 1.00 1.00 1.00 0.91 2.35 342.29 3265.69 2.11 76.15 352.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.105 0.216 1.60 1.000 1.00 1.00 1.00 1.00 0.91 2.35 342.29 3265.69 2.11 76.15 352.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.033 0.068 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.74 107.56 3265.69 0.67 24.04 352.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.033 0.068 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.74 107.56 3265.69 0.67 24.04 352.00 Overall Maximum Deflections Load Combination Span Max."='Defl Location in Span Load Combination Max."+"Defl Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0354 3.816 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.287 0.539 Overall MINimum 1.158 0.172 +D+H 1.129 0.240 +D+L+H 1.356 0.466 +D+Lr+H 1.129 0.240 +D+S+H 2.287 0.412 +D+0.750Lr+0.750L+H 1.299 0.410 +D+0.750L+0.750S+H 2.167 0.539 +D+0.60W+H 1.129 0.240 +D+0.70E+H 1.129 0.240 +D+0.750Lr+0.750L+0.450W+H 1.299 0.410 +D+0.750L+0.750S+0.450W+H 2.167 0.539 +D+0.750L+0.750S+0.5250E+H 2.167 0.539 +0.60D+0.60W+0.60H 0.678 0.144 +0.60D+0.70E+0.60H 0.678 0.144 D Only 1.129 0.240 Lr Only L Only 0.226 0.226 S Only 1.158 0.172 W Only E Only H Only Wood Beim ,=File=K:118055 Polygon at River Terrace(Area 3)vEngineeringl606516065.ec6 ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver:10.17.12.10 Lic.11:KW-06002997 licensee:C.T.ENGINEERING Description: CB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-PrIl 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(1.1)S(1.485) D(0.135)L(0.36) d d d x • • As 4x10 Span=6.250 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=9.0 ft Point Load: D=1.10, S=1.485 k @ 0.50 ft DESIGN SUMMARY - Design OK Maximum Bending Stress Ratio = 0.607. 1 Maximum Shear Stress Ratio = 0.325 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 649.10 psi fv:Actual = 58.48 psi FB:Allowable = 1,068.75 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.943ft Location of maximum on span = 5.497 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span 4 1 Maximum Deflection Max Downward Transient Deflection 0.034 in Ratio= 2228>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.053 in Ratio= 1426>=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb Ft V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.240 0.117 0.90 1.200 1.00 1.00 1.00 1.00 0.99 0.96 231.50 963.05 0.41 18.92 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.607 0.325 1.00 1.200 1.00 1.00 1.00 1.00 0.99 2.70 649.10 1068.75 1.26 58.48 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.174 0.084 1.25 1.200 1.00 1.00 1.00 1.00 0.99 0.96 231.50 1331.58 0.41 18.92 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.287 0.118 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.46 351.94 1226.70 0.53 24.42 207.00 Wood Bean? File K 118055 Polygon at River Terri(Area 3)\Engineering1608516065.ec6 ENERCALC,INC.1983-2017,Build:10,17.12.10,Ver:10.17.12.10 #:KW-06002997 Licensee:C.T.ENGINEERING Description: CB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V N F'v +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.408 0.216 1.25 1.200 1.00 1.00 1.00 1.00 0.99 2.26 543.86 1331.58 1.05 48.59 225.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.504 0.255 1.15 1.200 1.00 1.00 1.00 1.00 0.99 2.57 617.82 1226.70 1.14 52.72 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.137 0.066 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.96 231.50 1695.69 0.41 18.92 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.137 0.066 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.96 231.50 1695.69 0.41 18.92 288.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.321 0.169 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.26 543.86 1695.69 1.05 48.59 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.364 0.183 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.57 617.82 1695.69 1.14 52.72 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.364 0.183 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.57 617.82 1695.69 1.14 52.72 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.082 0.039 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.58 138.90 1695.69 0.24 11.35 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.250 ft 1 0.082 0.039 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.58 138.90 1695.69 0.24 11.35 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.0526 3.079 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.302 1.635 Overall MINimum 1.366 0.119 +D+H 1.434 0.510 +D+L+H 2.559 1.635 +D+Lr+H 1.434 0.510 +D+S+H 2.800 0.629 +D+0.750Lr+0.750L+H 2.278 1.354 +D+0.750L+0.750S+H 3.302 1.443 +D+0.60W+H 1.434 0.510 +D+0.70E+H 1.434 0.510 +D+0.750Lr+0.750L+0.450W+H 2.278 1.354 +D+0.750L+0.750S+0.450W+H 3.302 1.443 +D+0.750L+0.750S+0.5250E+H 3.302 1.443 +0.60D+0.60W+0.60H 0.860 0.306 +0.600+0.70E+0.60H 0.860 0.306 D Only 1.434 0.510 Lr Only L Only 1.125 1.125 S Only 1.366 0.119 W Only E Only H Only General Foo tin File=K118055FRiver Terrace-?oIygon\Enginee�ins'~6O6 O65.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Vee.1017,12.10 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 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 = 1.50 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 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 = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft z Footing Thickness = 10.0 in Pedestal dimensions... _ { 'i�� ;w x px:parallel to X-X Axis = in -_fl /// w' _ pz:parallel to Z-Z Axis _ in a Height in % ''` Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing ,...6- Bars . -Bars parallel to X-X Axis _ Number of Bars - 4.0 �� , Reinforcing Bar Size = # 3 ,-i • c ` ,`ri c t*1,1 t14�� Z, Bars parallel to Z-Z Axis r ' 4. t '� ��� " Number of Bars = 3.0kr" ▪ "r -,k ' r, Reinforcing Bar Size = # 4 : .� `.4 & . --':'''''71.7.i` ` . _ Bandwidth Distribution Check (ACI 15A.4.2) .i,l ;a,� ` ` Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a x-xsec0onLooking to*Z .,,y,,.,,,a. Applied Loads D Lr L S W E H P:Column Load = 1.140 3.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k 8 fl f'P1I F OO�(t1 g File=K118055 River Terrace-Polygon\Engineeringt6065I6065.ec6 ENLRC iLC,INC.1583-2017,Btrild:10.17.12.10 Ver.10.17.12.10 Lie #:KW-06002997Vic. sENGINEERING Description: FTG-1 DESIGN SUMMARY ,...: �OK ... \ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9805 Soil Bearing 1.961 ksf 2.0 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding 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 0.08702 Z Flexure(+X) 0.7710 k-ft/ft 8.860 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.08702 Z Flexure(-X) 0.7710 k-ft/ft 8.860 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06482 X Flexure(+Z) 0.7710 k-ft/ft 11.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06482 X Flexure(-Z) 0.7710 k-ft/ft 11.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06554 1-way Shear(+X) 5.385 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06554 1-way Shear(-X) 5.385 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06554 1-way Shear(+Z) 5.385 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06554 1-way Shear(-Z) 5.385 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1639 2-way Punching 26.925 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results , Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.6275 0.6275 n/a n/a 0,314 X-X,+D+L+H 2.0 n/a 0.0 1.961 1.961 n/a n/a 0.981 X-X,+D+Lr+H 2.0 n/a 0.0 0.6275 0.6275 n/a n/a 0.314 X-X,+D+S+H 2.0 n/a 0.0 0.6275 0.6275 n/a n/a 0.314 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814 X-X,+D+0.60W+H 2.0 n/a 0.0 0.6275 0.6275 n/a n/a 0.314 X-X,+D+0.70E+H 2.0 n/a 0.0 0.6275 0.6275 n/a n/a 0.314 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814- X-X. .814X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.628 1.628 n/a n/a 0.814 X-X.+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3765 0.3765 n/a n/a 0,188 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3765 0.3765 n/a n/a 0.188 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.6275 0.6275 0.314 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.961 1.961 0.981 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.6275 0.6275 0.314 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.6275 0.6275 0,314 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z.+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.6275 0.6275 0.314 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.6275 0.6275 0.314 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.628 1.628 0.814 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.3765 0.3765 0,188 Z-Z.+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.3765 0.3765 0.188 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding General Footing FileK:\18055River Terrace-Polygon\Engineering\6065\6065.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lit.#'KEW 06002997 ,' ' :; ,° Licensee:C.T.ENGINEERING Description: FTG-1 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in"2 inA2 inA2 k-ft X-X.+1.40D+1.60H 0.1995 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.40D+1.60H 0.1995 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.7710 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.7710 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.7710 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7710 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3585 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3585 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.1710 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1710 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3585 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3585 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.1710 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1710 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.3585 +2 Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.3585 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3585 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3585 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3585 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3585 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+W+0.90H 0.1283 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+W+0.90H 0.1283 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X.-"0.90D+E+0.90H 0.1283 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+E+0.90H 0.1283 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK Z-Z.+1.40D+1.60H 0.1995 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.40D+1.60H 0.1995 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.7710 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 0.7710 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.7710 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.7710 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3585 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3585 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.1710 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1710 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3585 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 0.3585 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.200+1.60S+0.50W+1.60H 0.1710 -X Bottom 0.216 Min Temo% 0.2933 8.860 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.1710 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3585 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1,60H 0.3585 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3585 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.3585 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.3585 -X Bottom 0.216 Min Temo% 0.2933 8.860 OK Z-Z.+1.20D+0.50L+0.70S+E+1.60H 0.3585 +X Bottom 0.216 Min Temo% 0.2933 8.860 OK Z-Z,+0.90D+W+0,90H 0.1283 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+0.90D+W+0.90H 0.1283 +X Bottom 0.216 Min Temo% 0.2933 8.860 OK Z-Z.+0.90D+E+0.90H 0.1283 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z.+0.90D+E-0.90H 0.1283 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 1.39 psi 1.39 psi 1.39 psi 1.39 psi 1.39 psi 82.16 qsi 0.02 0.00 +1.20D+0.50Lr+1.60L+1.60H 5.39 psi 5.39 psi 5.39 psi 5.39 psi 5.39 psi 82.16 psi 0.07 0.00 +1.20D+1.60L+0.50S+1.60H 5.39 psi 5.39 psi 5.39 psi 5.39 osi 5.39 psi 82.16 osi 0.07 0.00 +1.20D+1.60Lr+0.50L+1.60H 2.50 psi 2.50 psi 2.50 psi 2.50 psi 2.50 psi 82.16 psi 0.03 0.00 +1.20D+1.60Lr+0.50W+1.60H 1.19 osi 1.19 psi 1.19 osi 1.19 osi 1.19 osi 82.16 psi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 2.50 osi 2.50 psi 2.50 psi 2.50 psi 2.50 psi 82.16 psi 0.03 0.00 +1.20D+1.60S+0.50W+1.60H 1.19 osi 1.19 osi 1.19 psi 1.19 psi 1.19 osi 82.16 osi 0.01 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 2.50 psi 2.50 psi 2.50 psi 2.50 psi 2.50 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+0.50S+W+1.60H 2.50 osi 2.50 psi 2.50 psi 2.50 psi 2.50 osi 82.16 psi 0.03 0.00 +1.20D+0.50L+0.70S+E+1.60H 2.50 psi 2.50 osi 2.50 psi 2.50 psi 2.50 osi 82.16 psi 0.03 0.00 +0.90D+W+0.90H 0.90 osi 0.90 psi 0.90 osi 0.90 psi 0.90 psi 82.16 psi 0.01 0.00 General Footing File=Ky18°569Xiver Terrace-PolygonvEngineering16065v6065.ec6 ENERCALC,INC.1983-2017,Build:10.17.12:10 Ver:10.17.12.10 Lic.#:KW-06002997 Licensee CS/ENGINEERING Description: FTG-1 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 0.90 psi 0.90 psi 0.90 psi 0.90 psi 0.90 psi 82.16 psi 0.01 0.00 Two-Way..Punching.,Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 6.97 psi 164.32 psi 0.0424 OK +1.20D+0.50Lr+1.60L+1.60H 26.93 psi 164.32osi 0.1639 OK +1.200+1.60L+0.50S+1.60H 26.93 psi 164.32osi 0.1639 OK +1.200+1.60Lr+0.50L+1.60H 12.52 psi 164.32 psi 0.07619 OK +1.20D+1.60Lr+0.50W+1.60H 5.97 psi 164.320si 0.03634 OK +1.20D+0.50L+1.605+1.60H 12.52 psi 164.320si 0.07619 OK +1.20D+1.605+0.50W+1.60H 5.97 psi 164.32osi 0.03634 OK +1.20D+0.50Lr+0.50L+W+1.60H 12.52 psi 164.32 psi 0.07619 OK +1.20D+0.50L+0.50S+W+1.60H 12.52 psi 164.32 psi 0.07619 OK +1.20D+0.50L+0.70S+E+1.60H 12.52 psi 164.32 psi 0.07619 OK +0.90D+W+0.90H 4.48 psi 164.32osi 0.02726 OK +0.90D+E+0.90H 4.48 psi 164.32osi 0.02726 OK File=K:118055 River Terrace-Polygon1Engineering16O6516065.ec6 General Footing . .. - IENERCALC,INC.1983-2017,8ui1d:10.17.12.10,Uer.10:17.12.10 Lic.#:KW-06002997Licensee:C.T.ENGINEERING Description: FTG-2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 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 = 1.50 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 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 = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 10.0 in 3 j„ S Pedestal dimensions... X X px:parallel to X-X Axis = pz:parallel to Z-Z Axis - in I Height in Rebar Centerline to Edge of Concrete... • ' at Bottom of footing = 3.0 in - ' � , l 2 s' Reinforcing 2'47 Bars parallel to X-X Axis Number of Bars = 3 v f nl > Reinforcing Bar Size = # 4 7 � ` ,� e, -e • fIYl i,V W4liBars parallel to Z-Z Axis z g z i Number of Bars = 3.0 �v-, ReinforcingBar Size = # 4 ` ''s & ,if �`�• " ' ; ngigBandwidth Distribution Check (ACI 15.4.4.2) o- - ' ' � y ' f ¢ Direction Requiring Closer Separation n/a �_ i — -----� .,1.1tr --i ttg a�Fy .- -n h #Bars required within zone n/a #Bars required on each side of zone n/a x-x Section Looking to-,2 n x Applied Loads D Lr L S W E H P:Column Load = 1.90 2.2 1.50 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k General'Footing File K\18055 River Terrace 9 9 Poly on1En ineenng16065L6065ec6 9 ENERCALC INC 1983 2017 Build 1017 1210 Ver:10.17 12 10 Lk-; W 36002997 :_ Licensee:CS.ENGINEERING,.,.. Description. FTG-2 DESIGN SUMMARY :: Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6450 Soil Bearing 1.290 ksf 2.0 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 n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding 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 0.09044 Z Flexure(+X) 0.8188 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1,60H PASS 0.09044 Z Flexure(-X) 0.8188 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.09044 X Flexure(+Z) 0.8188 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.09044 X Flexure(-Z) 0.8188 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.09966 1-way Shear(+X) 8.188 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.09966 1-way Shear(-X) 8.188 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.09966 1-way Shear(+Z) 8.188 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.09966 1-way Shear(-Z) 8.188 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1851 2-way Punching 30.411 psi 164.317 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+H 2.0 n/a 0.0 0.5958 0.5958 n/a n/a 0,298 X-X.+D+L+H 2.0 n/a 0.0 1.146 1.146 n/a n/a 0,573 X-X,+D+Lr+H 2.0 n/a 0.0 0.5958 0.5958 n/a n/a 0.298 X-X.+D+S+H 2.0 n/a 0.0 0.9708 0.9708 n/a n/a 0.485 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.008 1.008 n/a n/a 0.504 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.290 1.290 n/a n/a 0,645 X-X.+D+0.60W+H 2.0 n/a 0.0 0.5958 0.5958 n/a n/a 0.298 X-X,+D+0.70E+H 2.0 n/a 0.0 0.5958 0.5958 n/a n/a 0.298 X-X,+D+0,750Lr+0.750L+0,450W+H 2.0 n/a 0.0 1.008 1.008 n/a n/a 0.504 X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.290 1.290 n/a n/a 0.645 X-X,+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.290 1.290 n/a n/a 0.645 X-X.+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.3575 0.3575 n/a n/a 0.179 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3575 0.3575 n/a n/a 0.179 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.5958 0.5958 0.298 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.146 1.146 0.573 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.5958 0.5958 0.298 Z-Z.+D+S+H 2.0 0.0 n/a n/a n/a 0.9708 0.9708 0,485 Z-Z.+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.008 1.008 0.504 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.290 1.290 0.645 Z-Z.+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.5958 0.5958 0.298 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.5958 0.5958 0.298 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.008 1.008 0.504 Z-Z.+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.290 1.290 0.645 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.290 1.290 0.645 Z-Z.+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.3575 0.3575 0,179 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.3575 0.3575 0.179 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding General Footing X,18t195R rTertare Pn MEngi °� ,;' cr4E ALC,INC.1983,2017 J3at%VAN)Ver1017.12.1{ KW-06002997' . Licensee:C.T.ENGINEERING Description: FTG-2 Footing Flexure Mu Side Tension As R d Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^22 in"2 in"2 k-ft Status X-X,+1.40D+1.60H 0.3325 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.40D+1.60H 0.3325 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.7250 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.7250 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.8188 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.8188 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X X.+1.20D+1.60Lr+0.50L+1.60H 0.4225 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.4225 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2850 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2850 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50L+1.60S+1.60H 0.7225 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.7225 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5850 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5850 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4225 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4225 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.5163 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5163 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50L+0.70S+E+1.60H 0.5538 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.5538 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+0.90D+W+0.90H 0.2138 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+0.90D+W+0.90H 0.2138 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+0.90D+E+0.90H 0.2138 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+0.90D+E+0.90H 0.2138 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.40D+1.60H 0.3325 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.40D+1.60H 0.3325 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7250 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7250 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.8188 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.8188 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.4225 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60Lr+0.50L+1.60H 0.4225 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.2850 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.2850 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7225 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.7225 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.5850 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.5850 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.4225 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0,4225 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.5163 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.5163 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5538 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5538 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+W+0,90H 0.2138 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+W+0,90H 0.2138 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+E+0.90H 0.2138 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+0.90D+E+0.90H 0.2138 +X Bottom 0.216 Min Temp% 0.30 9.053 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 3.33 psi 3.33 psi 3.33 psi 3.33 psi 3.33 psi 82.16 psi 0.04 0.00 +1.20D+0.50Lr+1.60L+1.60H 7.25 psi 7.25 psi 7.25 psi 7.25 psi 7.25 psi 82.16 psi 0.09 0.00 +1.20D+1.60L+0.505+1.60H 8.19 psi 8.19 psi 8.19 psi 8.19 Dsi 8.19 psi 82.16 psi 0.10 0.00 +1.20D+1.60Lr+0.50L+1.60H 4.23 psi 4.23 psi 4.23 psi 4.23 psi 4.23 psi 82.16 psi 0.05 0.00 +1.20D+1.60Lr+0.50W+1.60H 2.85 psi 2.85 psi 2.85 psi 2.85 psi 2.85 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+1.60S+1.60H 7.23 psi 7.23 psi 7.23 psi 7.23 psi 7.23 psi 82.16 psi 0.09 0.00 +1.20D+1.605+0.50W+1.60H 5.85 psi 5.85 psi 5.85 psi 5.85 psi 5.85 psi 82.16 psi 0.07 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 4.23 psi 4.23 psi 4.23 psi 4.23 psi 4.23 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+0.50S+W+1.60H 5.16 psi 5.16 psi 5.16 psi 5.16 psi 5.16 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+0.70S+E+1.60H 5.54 psi 5.54 psi 5.54 psi 5.54 psi 5.54 psi 82.16 psi 0.07 0.00 +0.90D+W+0.90H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 82.16 psi 0.03 0.00 General Footing Fie K\18055 River Terrace Polygon\Engineenngt6065t6065ec6 g ENERCALC INC 1983-2017,Budd 901712.10 Ver 10.1712 10 .#.K 46002997 // Licensee:C.T.ENGINEERING Description: FTG-2 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 2.14 psi 2.14 psi 2.14 psi 2.14 psi 2.14 psi 82.16 psi 0.03 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 12.35 psi 164.32 psi 0.07516 OK +1.20D+0.50Lr+1.60L+1.60H 26.93 psi 164.32Dsi 0.1639 OK +1.20D+1.60L+0.505+1.60H 30.41 psi 164.32osi 0.1851 OK +1.20D+1.60Lr+0.50L+1.60H 15.69 DSi 164.32Dsi 0.0955 OK +1.20D+1.60Lr+0.50W+1.60H 10.59 psi 164.32osi 0.06442 OK +1.200+0.50L+1.605+1.60H 26.84 psi 164.32 psi 0.1633 OK +1.20D+1.60S+0.50W+1.60H 21.73 psi 164.32osi 0.1322 OK +1.20D+0.50Lr+0.50L+W+1.60H 15.69 psi 164.32osi 0.0955 OK +1.20D+0.50L+0.50S+W+1.60H 19.18 psi 164.32 psi 0.1167 OK +1.20D+0.50L+0.70S+E+1.60H 20.57 psi 164.32 psi 0.1252 OK +0.90D+W+0.90H 7.94 psi 164.32osi 0.04832 OK +0.90D+E+0.90H 7.94 psi 164.32osi 0.04832 OK General Footing le K'\18055 River Terrace-Polygon\Engineerau 1651606 g ,, ENERCAL�,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 Lic.#:KW-06002997Licensee:C.T.ENGINEERING Description: FTG-3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 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 = 1.50 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 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 = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 10.0 in 1 Pedestal dimensions... X ," l,M, ' ,,, " px:parallel to X-X Axis = in r pz:parallel to Z-Z Axis = in Height - in 1 Rebarat Bottomroffootingge of Concrete... 3.0 in /,, . v'�✓� ..7„,-,/,,-;e;:::-../..„mer r S: Z W Reinforcing 2.,4:. Bars parallel to X-X Axis Number of Bars = 3.0 ' 7 +: 7 "'� ReinforcingBar Size = # 4 451 `" ` R� lF z ', x'a. �a $4 ."fixr a' : 11..,, & 3 -, ms i' "`¢" a e"",,.,'"5.4.., x `I� , �xY444,r.�,17,PA Bars parallel to Z Z Axis 9 �tl 0� ip,< Number of Bars = 3.0 "4h 4 s x v -, w � x Reinforcing Bar Size = # 4 t 14,' 1 ,44 d Bandwidth Distribution Check (ACI 15.4.4.2) .1?-;.,13:4-:v;° Direction Requiring Closer Separation n/a ,� � . :�,P r e . ,,; a�,2 , ,xM y , -gym. - . #Bars required within zone n/a #Bars required on each side of zone n/a x� °°`°°w°g to za Applied Loads D Lr L S W E H P:Column Load = 3.0 3.0 2.720 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k General Fooling File=1(318055 River Terrace-Polygon\Engineering16065\6II65.ec6 ENERCALC,INC.1983-2017,Build 10 17 12.10 Ver:10.17.12.10 Lic. ...KW46002997 - C.:1".ENGINEERING Description: FTG-3 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9715 Soil Bearing 1.943 ksf 2.0 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 n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding 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 0.1348 Z Flexure(+X) 1.220 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1348 Z Flexure(-X) 1.220 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1348 X Flexure(+Z) 1.220 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1348 X Flexure(-Z) 1.220 k-ft/ft 9.053 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1485 1-way Shear(+X) 12.20 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1485 1-way Shear(-X) 12.20 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1485 1-way Shear(+Z) 12.20 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1485 ' 1-way Shear(-Z) 12.20 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.2758 2-way Punching 45.314 psi 164.317 psi +1.20D+1.60L+0.505+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 2.0 n/a 0.0 0.8708 0.8708 n/a n/a 0.435 X-X.+D+L+H 2.0 n/a 0.0 1.621 1.621 n/a n/a 0.811 X-X,+D+Lr+H 2.0 n/a 0.0 0.8708 0.8708 n/a n/a 0.435 X-X.+D+S+H 2.0 n/a 0.0 1.551 1.551 n/a n/a 0.776 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.433 1.433 n/a n/a 0.717 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.943 1.943 n/a n/a 0.972 X-X,+D+0.60W+H 2.0 n/a 0.0 0.8708 0.8708 n/a n/a 0.435 X-X,+D+0.70E+H 2.0 n/a 0.0 0.8708 0.8708 n/a n/a 0.435 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.433 1.433 n/a n/a 0.717 X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.943 1.943 n/a n/a 0.972 X-X.+D+0.750L+0.750S+0.5250E+H 2.0 n/a 0.0 1.943 1.943 n/a n/a 0.972 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.5225 0.5225 n/a n/a 0.261 X-X.+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.5225 0.5225 n/a n/a 0.261 Z-Z,+D++1 2.0 0.0 n/a n/a n/a 0.8708 0.8708 0.435 Z-Z.+D+L+H 2.0 0.0 n/a n/a n/a 1.621 1.621 0.811 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.8708 0.8708 0.435 Z-Z,+D+5+1-1 2.0 0.0 n/a n/a n/a 1.551 1.551 0.776 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.433 1.433 0.717 Z-Z.+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.943 1.943 0.972 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.8708 0.8708 0.435 Z-Z.+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.8708 0.8708 0.435 Z-Z.+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.433 1.433 0.717 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.943 1.943 0.972 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.943 1.943 0.972 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.5225 0.5225 0.261 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.5225 0.5225 0.261 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Genera! Footing File K:118055Rivet Terrace-PolyganlEngineenng\6065\6065.ec6 ti ENERCAWG,INC.1983-2017,BuiId;10.17.12.10 Ver.1017..1210 Lic.#:KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-3 Footing Flexure Mu Side Tension As R d Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface inA2Q' in^2 inA2 k-ft Status X-X,+1.40D+1.60H 0.5250 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.40D+1.60H 0.5250 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 1.050 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.050 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+1.60L+0.50S+1.60H 1.220 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+1.60L+0.50S+1.60H 1.220 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6375 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.6375 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.450 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.450 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.182 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50L+1.60S+1.60H 1.182 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+1.60S+0.50W+1.60H 0.9940 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9940 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.6375 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 0.6375 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.8075 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.8075 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.8755 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.8755 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+0.90D+W+0.90H 0.3375 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+0.90D+W+0.90H 0.3375 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+0.90D+E+0.90H 0.3375 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+0.90D+E+0.90H 0.3375 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.40D+1.60H 0.5250 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.40D+1.60H 0.5250 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50Lr+1.60L+1.60H 1.050 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 1.050 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.220 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 1.220 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6375 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.6375 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.450 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 0.450 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50L+1.60S+1.60H 1.182 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.182 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.9940 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.9940 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6375 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.6375 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.8075 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.8075 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.8755 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50L+0.70S+E+1.60H 0.8755 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+0.90D+W+0.90H 0.3375 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+W+0,90H 0.3375 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+E+0.90H 0.3375 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+0.90D+E+0.90H 0.3375 +X Bottom 0.216 Min Temp% 0.30 9.053 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.40D+1.60H 5.25 psi 5.25 psi 5.25 psi 5.25 psi 5.25 psi 82.16 psi 0.06 0.00 +1.200+0.50Lr+1.60L+1.60H 10.50 psi 10.50 psi 10.50 psi 10.50 psi 10.50 psi 82.16 psi 0.13 0.00 +1.20D+1.60L+0.505+1.60H 12.20 psi 12.20 psi 12.20 psi 12.20 psi 12.20 psi 82.16 psi 0.15 0.00 +1.20D+1.60Lr+0.50L+1.60H 6.38 Psi 6.38 psi 6.38 psi 6.38 psi 6.38 psi 82.16 psi 0.08 0.00 +1.20D+1.60Lr+0.50W+1.60H 4.50 psi 4.50 psi 4.50 psi 4.50 psi 4.50 psi 82.16 psi 0.05 0.00 +1.20D+0.50L+1.60S+1.60H 11.82 psi 11.82 psi 11.82 psi 11.82 psi 11.82 psi 82.16 psi 0.14 0.00 +1.20D+1.60S+0.50W+1.60H 9.94 psi 9.94 psi 9.94 psi 9.94 psi 9.94 psi 82.16 psi 0.12 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 6.38 psi 6.38 psi 6.38 psi 6.38 psi 6.38 psi 82.16 psi 0.08 0.00 +1.20D+0.50L+0.50S+W+1.60H 8.08 psi 8.08 psi 8.08 psi 8.08 psi 8.08 psi 82.16 psi 0.10 0.00 +1.20D+0.50L+0.70S+E+1.60H 8.76 psi 8.76 psi 8.76 psi 8.76 psi 8.76 psi 82.16 psi 0.11 0.00 +0.90D+W+0,90H 3.38 psi 3.38 psi 3.38 psi 3.38 psi 3.38 psi 82.16 psi 0.04 0.00 General Footing Hite X.A18O55R'iverTerrace-PotygonhEngineering1606516O65ec6 ENERCALGINC 1983-2017 Budd 11.17.12.10 Ver 10 .ic-#,"FM=08 ,% „- Licensee:C.T.ENGINEERING Description: FTG-3 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 3.38 Psi 3.38 psi 3.38 psi 3.38 psi 3.38 psi 82.16 psi 0.04 0.00 Two-Way"Punching';Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 19.50 psi 164.32osi 0.1187 OK +1.20D+0.50Lr+1.60L+1.60H 39.00 psi 164.32psi 0.2373 OK +1.20D+1.60L+0.50S+1.60H 45.31 psi 164.32osi 0.2758 OK +1.20D+1.60Lr+0.50L+1.60H 23.68 psi 164.32psi 0.1441 OK +1.20D+1.60Lr+0.50W+1.60H 16.71 psi 164.32psi 0.1017 OK +1.20D+0.50L+1.605+1.60H 43.88 psi 164.32psi 0.2671 OK +1.20D+1.60S+0.50W+1.60H 36.92 psi 164.32psi 0.2247 OK +1.20D+0.50Lr+0.50L+W+1.60H 23.68 psi 164.32psi 0.1441 OK +1.20D+0.50L+0.50S+W+1.60H 29.99 psi 164.32 psi 0.1825 OK +1.20D+0.50L+0.70S+E+1.60H 32.52 psi 164.32psi 0.1979 OK +0.90D+W+O.90H 12.54 psi 164.32psi 0.07629 OK +0.90D+E+0.90H 12.54 psi 164.32psi 0.07629 OK File K 1806,5 River Te7ace 13OW)—,POW) it g16065t6065 General Footing ; '.�` r ;ENER ,INC.19 4tai7,B, iO.1712.1O,Ver1u.1L z _., LIG.*:KW-06002997 Licensee:C.T.ENGINEERING Description: FTG-4 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 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 = 1.50 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 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 = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Z Footing Thickness = 10.0 in Pedestal dimensions... x px:parallel to X-X Axis = in - pz:parallel to Z-Z Axis = in s Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in z Reinforcing 2-0 Bars parallel to X-X Axis Number of Bars = 3.0 � Reinforcing Bar Size = # 4 p} ;r s���� ; x Bars parallel to Z-Z Axis 3 " " , il' ''.:;•;.,4-*` �; " Number of Bars = 3.0 x , 1. . , , ,, .,� .E; , °- ii, ' 1 411,0 Reinforcing Bar Size = # 4 ;� 1•fwe<- . z Fwi - , I 4 ,A7' Bandwidth Distribution Check (ACI 15.4.4.2)1 4 ,77,,,T,'-',.:',,,� , 11 Direction Requiring Closer Separation n/a ,atwira ,n, * #Bars required within zone n/a X-X ng #Bars required on each side of zone n/a Section`°°ki to Z =-, °`.:.nn.; Applied Loads D Lr L S W E H P:Column Load = 1.94 3.230 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k File=K:118055 River Terrace-Polygon\En lineering1606516065.ec6 General Footing ENERCALC,INC 1983-2017,Build10.17.12.10,Vec10.1712.10 L C.#:KW4OO2997Ll taltee:C.T.ENGINEERING Description: FTG-4 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7065 Soil Bearing 1.413 ksf 2.0 ksf +D+541 about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding 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 0.1035 Z Flexure(+X) 0.9370 k-ft/ft 9.053 k-ft/ft +1.200+0.50L+1.60S+1.60H PASS 0.1035 Z Flexure(-X) 0.9370 k-ft/ft 9.053 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1035 X Flexure(+Z) 0.9370 k-ft/ft 9.053 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1035 X Flexure(-Z) 0.9370 k-ft/ft 9.053 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1140 1-way Shear(+X) 9.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1140 1-way Shear(-X) 9.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.1140 1-way Shear(+Z) 9.370 psi 82.158 psi +1.200+0.50L+1.60S+1.60H PASS 0.1140 1-way Shear(-Z) 9.370 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2118 2-way Punching 34.803 psi 164.317 psi +1.20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+0++1 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0.303 X-X,+D+L+H 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0.303 X-X,+D+Lr+H 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0.303 X-X,+D+S+H 2.0 n/a 0.0 1.413 1.413 n/a n/a 0.707 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0.303 X-X.+D+0.750L+0.750S+H 2.0 n/a 0.0 1.211 1.211 n/a n/a 0.606 X-X,+D+0.60W+H 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0,303 X-X,+D+0.70E+H 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0.303 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 0.6058 0.6058 n/a n/a 0.303 X-X.+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.211 1.211 n/a n/a 0.606 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.211 1.211 n/a n/a 0.606 X-X.+0.600+0.60W+0.60H 2.0 n/a 0.0 0.3635 0.3635 n/a n/a 0,182 X-X.+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.3635 0.3635 n/a n/a 0.182 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 1.413 1.413 0.707 Z-Z.+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.211 1.211 0.606 Z-Z.+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z.+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 0.6058 0.6058 0.303 Z-Z.+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.211 1.211 0.606 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.211 1.211 0.606 Z-Z.+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.3635 0.3635 0.182 Z-Z,+0.60D+0.70E+0.60H 2.0 0.0 n/a n/a n/a 0.3635 0.3635 0.182 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... _ Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Genera( Footing fra%' File K118055River Terrace-Polygon\Engineering1606516065.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17,12.10 Lit.#',.:KW-06002997 ;, Licensee C,T ENGINEERING Description: FTG-4 Footing Flexure ?' Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi`Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.3395 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.40D+1.60H 0.3395 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.2910 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 0.2910 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.4929 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+1.60L+0.50S+1.60H 0.4929 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2910 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.2910 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2910 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+1.60Lr+0.50W+1.60H 0.2910 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.9370 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.9370 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9370 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.9370 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2910 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.2910 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4929 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50L+0.50S+W+1.60H 0.4929 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.5736 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+1.20D+0.50L+0.70S+E+1.60H 0.5736 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+0.90D+W+0.90H 0.2183 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+0.90D+W+0.90H 0.2183 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X.+0.90D+E+0.90H 0.2183 +Z Bottom 0.216 Min Temp% 0.30 9.053 OK X-X,+0.90D+E+0.90H 0.2183 -Z Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.40D+1.60H 0.3395 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.40D+1.60H 0.3395 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.2910 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.2910 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.4929 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60L+0.50S+1.60H 0.4929 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.200+1.60Lr+0.50L+1.60H 0.2910 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.2910 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.2910 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.2910 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.9370 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.9370 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 0.9370 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.9370 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.2910 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z.+1.20D+0.50Lr+0.50L+W+1.60H 0.2910 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.4929 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.4929 +X Bottom 0.216 Min Temp°A° 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5736 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5736 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+W+0.90H 0.2183 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+W+0.90H 0.2183 +X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+E+0.90H 0.2183 -X Bottom 0.216 Min Temp% 0.30 9.053 OK Z-Z,+0.90D+E+0.90H 0.2183 +X Bottom 0.216 Min Temp% 0.30 9.053 OK One Way Shear Load Combination... Vu®-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi4Vn Status +1.40D+1.60H 3.40 psi 3.40 psi 3.40 psi 3.40 psi 3.40 psi 82.16 psi 0.04 0.00 +1.20D+0.50Lr+1.60L+1.60H 2.91 psi 2.91 psi 2.91 psi 2.91 psi 2.91 psi 82.16 psi 0.04 0.00 +1.20D+1.60L+0.50S+1.60H 4.93 psi 4.93 psi 4.93 psi 4.93 psi 4.93 psi 82.16 psi 0.06 0.00 +1.20D+1.60Lr+0.50L+1.60H 2.91 psi 2.91 psi 2.91 psi 2.91 psi 2.91 psi 82.16 psi 0.04 0.00 +1.20D+1.60Lr+0.50W+1.60H 2.91 psi 2.91 psi 2.91 psi 2.91 psi 2.91 psi 82.16 psi 0.04 0.00 +1.20D+0.50L+1.60S+1.60H 9.37 psi 9.37 psi 9.37 psi 9.37 psi 9.37 psi 82.16 psi 0.11 0.00 +1.20D+1.605+0.50W+1.60H 9.37 psi 9.37 psi 9.37 psi 9.37 psi 9.37 psi 82.16 psi 0.11 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 2.91 psi 2.91 psi 2.91 psi 2.91 psi 2.91 psi 82.16 psi 0.04 0.00 +1.20D+0.50L+0.506+W+1.60H 4.93 psi 4.93 psi 4.93 psi 4.93 psi 4.93 psi 82.16 psi 0.06 0.00 +1.20D+0.50L+0.70S+E+1.60H 5.74 psi 5.74 psi 5.74 psi 5.74 psi 5.74 psi 82.16 psi 0.07 0.00 +0.90D+W+0.90H 2.18 psi 2.18 psi 2.18 psi 2.18 psi 2.18 psi 82.16 psi 0.03 0.00 General FO© I11 Fie=K118055 River Terrace-Polygon\Engineering1606516065,ec6 9 ENERCALC,INC.1983-2017,Build10.17.12.10,Ver:10.17.1210 Lk.. KW-06002997 Lie �' ' �� � k�" "g��,��,,�;......, Lit�sthi�t,,, C.T.ENG .,. 1NG,;'. Description: FTG-4 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+0.90H 2,18 osi 2.18 psi 2.18 psi 2.18 osi 2.18 osi 82.16 psi 0.03. 0.00 Two-Way'"Punching.Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 12.61 qsi 164.32osi 0.07674 OK +1.20D+0.50Lr+1.60L+1.60H 10.81 psi 164.32osi 0.06578 OK +1.20D+1.60L+0.50S+1.60H 18.31 osi 164.32osi 0.1114 OK +1.20D+1.60Lr+0.50L+1.60H 10.81 psi 164.32osi 0.06578 OK +1.20D+1.60Lr+0.50W+1.60H 10.81 psi 164.32osi 0.06578 OK +1.20D+0.50L+1.60S+1.60H 34.80 osi 164.32osi 0.2118 OK +1.20D+1.60S+0.50W+1.60H 34.80 psi 164.32osi 0.2118 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.81 psi 164.32osi 0.06578 OK +1.20D+0.50L+0.50S+W+1.60H 18.31 psi 164.32osi 0.1114 OK +1.20D+0.50L+0.70S+E+1.60H 21.31 psi 164.32osi 0.1297 OK +0.90D+W+0.90H 8.11 psi 164.32osi 0.04933 OK +0.90D+E+0.90H 8.11 osi 164.32osi 0.04933 OK CT ENGINEERING 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)285-4512(V),Ext.305 (206)285-0618(F) LATERAL DESIGN: 3/29/2018 Design Maps Summary Report Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42525°N, 122.76567°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III , 4,, ,itife/A1471,!.. "' 7. �% • • / / teYz r Av rt-/ ,�� / / Seri r*,� To ., b 9 �f trl % 'moi; • • • 19'x// j is q 1 �i :s e • %// USGS-Provided Output SS = 0.971 g SMS = 1.080 g SOS = 0.720 g Sl = 0.422 g SM1 = 0.666 g SOl = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. ACE, Response Spectrum Design Response Spectrum I.1" 03.: r0/,4 0.`x', 1t Ya cla Oa, 0.10 -' 4$ 1 { 032 0,44 6.24 0.115 0.22 0.11. Ole 0 0 0.2, 0.)3 0..1-0 0x0:, 1 0 1.20 I.1a; 1,0,,1-.1 1.80 /1.00r.'�. 0.40r r,%� r7;+-a IF" 1.3'1 I,.40 1 f 7 1 .� 210 Period,T tux) Period. T(see) For PGAM,TL, CRS, and CRI values, please view the detailed report. Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied, as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sit... 1/1 3/29/2018 Design Maps Detailed Report rg tilos Design Maps Detailed Report ASCE 7-10 Standard (45.42525°N, 122.76567°W) Site Class D - "Stiff Soil", Risk Category I/II/III Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and 1.3 (to obtain S1). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 PA SS = 0.971 g From Figure 22-2[2] S1 = 0.422 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs Nor NC,, s„ A. Hard Rock >5,000 ft/s N/A N/A B. Rock 2,500 to 5,000 ft/s N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/s <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics: • Plasticity index PI > 20, • Moisture content w > 40%, and • Undrained shear strength s� < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: 1ft/s = 0.3048 m/s 1Ib/ft2 = 0.0479 kN/m2 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 1/6 3/29/2018 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCEii) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss <- 0.25 Ss = 0.50 Ss = 0.75 Ss = 1.00 Ss >_ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss For Site Class = D and Ss = 0.971 g, F. = 1.112 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 5 0.10 S1 = 0.20 S1 = 0.30 S1 = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class = D and S1 = 0.422 g, F. = 1.578 https://earthquake.usgs.gov/cn2/desig nmaps/us/report.php?template=mini mal&latitude=45.42524799781644&long itude=-122.76567391702233&sitecl... 2/6 3/29/2018 Design Maps Detailed Report Equation (11.4-1): SMS = FaSs = 1.112 x 0.971 = 1.080 g Equation (11.4-2): SM1 = F„S1 = 1.578 x 0.422 = 0.666 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): SDS = 2/3 SMs = 2/3 x 1.080 = 0.720 g Equation (11.4-4): Sol = % SM1 = % x 0.666 = 0.444 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[3] TL = 16 seconds Figure 11.4-1: Design Response Spectrum I<TT:Sy=S (GA+06TIT ) =0.jz€) Ta5T5Ts:S,=S TS<TSTL:Sn—'SolIT T>TL:Sa=So,TL./T' � t i � E I —0.44 1 1 I € € f I l i [ t 1 t f 1 I 1 t + 1 € 1 € i f 1 t 1 t 1 1 1 1 I 1 I 1 T =0.123 Tq=0.617 1.0Y0 Pfr1ad T(se0 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 3/6 3/29/2018 Design Maps Detailed Report Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. Sps=1.,OS0 -_ a ! 2 G 1 1 I 1 r4 1 I I Ii I I 1 1 I I S 1 I i f f 1 3 E � � f � 1 T 1 ! 7,.=0.1_3 =0 617 1.000 Period,T ) https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 4/6 3/29/2018 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7(47 PGA = 0.425 Equation (11.8-1): PGA,, = FPGAPGA = 1.075 x 0.425 = 0.457 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.425 g, FPGA = 1.075 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[51 CRS = 0.897 From Figure 22-18[63 CR1 = 0.871 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 5/6 3/29/2018 Design Maps Detailed Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDS I or II III IV SDS < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g 5 SDS < 0.50g C C D 0.50g 5 SDS D D D For Risk Category = I and SDS = 0.720 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDi I or II III IV SDI < 0.067g A A A 0.067g <_ SDI < 0.133g B B C 0.133g <_ SDi < 0.20g C C D 0.20g < Soi D D D For Risk Category = I and Sin = 0.444 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 6/6 Eli 6) EH 7 ss-1 1 II jU 6 F-3 F-7 8 ED = ,J ;-.,j .• -P :7_ .• : 1 6— F-2 I 0 ei 11= 0 , . i_.,-.„ HOU2—\ SS-2 ...: / 1 CID 11 -3 ... ... :• , . m-----' L ,.Nos .• c._ E i_ „ F-6 .........,__, I, r k 8 -: F-5 1 6 F-1 - ::// = J • SS-3 . STHDld STHD14 ArHD1,4,D14 . ---7 SS-4 F-4 Mt cow ...kvx °4110 • ,..::,:iiii.,,,,...:.' SS-5 1 0 e 7 . 7 El 1 G SHEAR PLAN 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT# : 18055- Plan 6065 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = ft Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class- Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.971 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= 122.77 W http://earthquake.usgs.govidesignmaps/us/application.php http://earthquake.usqs.qov/hazards/ 6. Site Coefficient(short period) Fa= 1.112 Figure 1613.5.3(1) Table 11.4-1 7. Site Coefficient(1.0 second) Fv= 1.580 Figure 1613.5.3(2) Table 11.4-2 SMs= Fa*Ss SMs= 1.08 EQ 16-37 EQ 11.4-1 SM1= Fv*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3*SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3*SMI SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&VV) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor no= 3.0 N/A Table 12.2-1 14.(E&VV) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: Front to Back: IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 18055-Plan 6065 Sips= 0.72 h„ = 10.00 (ft) SiD = 0.44 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 C,= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.112 ASCE7(EQ12.8-7) S1= 0.42 k = 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5: Figure 22-12) Cs=SDs/(R/IE) 0.111 W ASCE 7(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<TL) 0.608 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SDI*TL)/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044* SDs .1s >0.01 0.010 W ASCE 7(EQ 12.8-5)(MIN.) Cs=(0.5 S,)/(R/IE) 0.032 W ASCE 7(EQ 12.8-6)(MIN.if S1>0.6g) CONTROLLING DESIGN BASE SHEAR= 0.111 W VERTICAL DISTRIBUTION OF SEISMIC FORCES PER ASCE 7-10 SECTION 12.8.3 (EQ 12.8-11) (EQ 12.8-12) C,„ = DIAPHR. Story Elevation Height AREA DL w, w, *h,k w, *hXk DESIGN SUM LEVEL Height (ft) h, (ft) (sqft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 10.00 10.00 3870 0.020 77.4 774.0 1.00 6.28 6.28 1st(BOG) 10.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 6.28 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 6.28 0.00 0.00 SUM= 77.4 774.0 1.00 6.28 3.7 E=V= 8.98 (LRFD) 0.7 E= 6.28 (ASD) SHEET TITLE: MAIN WIND FORCE RESISTING SYSTEM USING LOADS FROM ASCE 7-10 CHAPTER 28,PART 2 (Front-Back)(side-side) F-B S-S ASCE 7-10 Ridge Elevation(ft)= 23.00 23.00 ft. Roof Plate Ht.= 10.00 10.00 Roof Mean Ht.= 16.50 16.50 ft. -- Building Width= 60.0 64.5 ft. V u/t. Wind Speed 3 Sec.Dust= 110 110 mph Fig. 26.5-1A thru C V asd. Wind Speed 3 Sec.Gust= 85 85 mph Exposure= B B lw= 1.0 1.0 N/A Roof Type= gable gable Psao A= 25.4 21.6 psf(Ult.) Figure 28.6-1 Psao B= -1.6 21.6 psf(Ult.) Figure 28.6-1 Psao c= 17.6 17.2 psf(Ult.) Figure 28.6-1 Ps30 D= 0.1 17.2 psf(Ult.) Figure 28.6-1 = 1.00 1.00 Figure 28.6-1 K�1= 1.00 1.00 Section 26.8 *Ict*I : 1 1 Ps =A*Kzt*I*Poo= (Eq.28.6-1) PSA = 25.35 21.60 psf(Ult.) (Eq.28.6-1) Ps B = -1.55 21.60 psf(Ult.) (Eq.28.6-1) Ps c = 17.55 17.20 psf(Ult.) (Eq.28.6-1) Ps D= 0.05 17.20 psf(Ult.) (Eq.28.6-1) Ps A and C average= 21.5 19.4 psf(Ult.) PS B and D average= -0.8 19.4 psf(Ult.) a= 6 6 Figure 28.6-1 2a= 12 12 width-2*2a= 36 40.5 MAIN WIND-ASCE 7-10 CHAPTER 28 PART Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) width factor ro, 1.00 1.00 1.00 1.00 DIAPHR. Story =levatio Height AB Ac AD AA AB Ac AD Min Wind Min Wind WIND Vi(F-B'WIND Vi(S-S) LEVEL Height (ft) hi(ft) h(ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) (sq.ft) per 28.6.4 per 28.6.4 Roof-Ridge 13.00 23.00 23.00 13.0 156 0 624 0 156 0 682.5 3.1 3.4 -0.11 7.55 Base-Roof 10.00 10.00 10.00 10.0 0 480 0 120 0 525 0 7.9 8.5 5.73 5.81 0.00 0.00 AF= 1380 AF= 1484 11.04 11.87 V(F-B 5.63 V(S 13.37 _ (kips) (kips) (kips) (kips) V(F-E 11.04 V(S-S 13.37 0.6V(I 6.62 0.6V(: 8.02 SHEET TITLE: 2015 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2008 Table 4.3A CT PROJECT#: 18055- Plan 6065 SHEATHING THICKNESS tsheathing = 7/16" NAIL SIZE nail size= 0.131"dia.X 2.5"long STUD SPECIES SPECIES= H-F or SPF SPECIFIC GRAVITY S.G. = 0.43 ANCOR BOLT DIAMETER Anc. Bolt dia. = 0.625 ASD F.O.S. = 2.0 SHEARWALL TYPE Table 4.3A Seismic Table 4.3A Wind 7/16"w/8d common V seismic V s allowable V wind V w allowable (15/32"values per (SDPWS-2008) modify per S. G. (SDPWS-2008) modify per S. G. footnote 2) (divide by 2.0 FOS) (divide by 2.0 FOS) (for ASD) (for ASD) --- 0 1 0 1 P6TN 150 150 150 150 P6 520 242 730 339 P4 760 353 1065 495 P3 980 456 1370 637 P2 1280 595 1790 832 2P4 1520 707 2130 990 2P3 1960 911 2740 1274 2P2 2560 1190 3580 1665 N.G. 10000 4650 10000 4650 GYPSUM THICKNESS tsheathing = 1/2" NAIL SIZE nail size= 1 1/4"long No.6 Type S or W Response Modification Coef. R= 6.5 SHEARWALL TYPE Table 2306.4.7 Seismic Wind 1/2"w/1 1/4"screw V allowable V s allowable V w allowable Blocked (PER 2009 IBC) modify G7 125 R>2 not allowed R>2 not allowed G4 150 R>2 not allowed R>2 not allowed 2G7 250 R>2 not allowed R>2 not allowed 2G4 300 R>2 not allowed R>2 not allowed SHEET TITLE: LATERAL-F-B(front to back) CT PROJECT#: 18055-Plan 6065 Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 6.28 kips Design Wind N-S V i= 6.62 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.28 kips Sum Wind N-S V i= 6.62 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) F-1 506 15.0 15.0 1.00 0.10 0.92 0.00 0.87 0.00 1.00 1.00 58 P6TN P6TN 61 8.74 5.62 0.22 0.22 9.22 6.75 0.17 0.17 0.22 F-2 404.8 12.0 12.0 1.00 0.10 0.74 0.00 0.70 0.00 1.00 1.00 58 P6TN P6TN 61 6.99 3.59 0.30 0.30 7.37 4.32 0.27 0.27 0.30 F-3 327.2 9.7 9.7 1.00 0.10 0.60 0.00 0.57 0.00 1.00 1.00 58 P6TN P6TN 61 5.65 2.35 0.37 0.37 5.96 2.82 0.35 0.35 0.37 F-4 507.1 8.8 8.8 1.00 0.10 0.92 0.00 0.88 0.00 1.00 1.00 100 P6TN P6TN 105 8.76 1.93 0.84 0.84 9.24 2.32 0.85 0.85 0.85 F-5 1268 22.0 22.0 1.00 0.10 2.31 0.00 2.19 0.00 1.00 1.00 100 P6TN P6TN 105 21.91 12.08 0.46 0.46 23.09 14.52 0.40 0.40 0.46 F-6 624 32.3 32.3 1.00 0.10 1.14 0.00 1.08 0.00 1.00 1.00 33 P6TN P6TN 35 10.78 25.96 -0.48 -0.48 11.36 31.20 -0.63 -0.63 -0.48 F-7 NA 17.5 17.5 1.00 0.10 2.21 0.00 2.09 0.00 1.00 1.00 120 P6TN P6TN 126 20.95 7.64 0.79 0.79 22.08 9.19 0.77 0.77 0.79 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -- 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3637 117.3 117.3=L eff. 8.83 0.00 8.38 0.00 EVnd 8.83 EVEQ 8.38 Notes: denotes with shear transfer - denotes SB Shear Panel SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 18055-Plan 6065 Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 6.28 kips Design Wind N-S V i= 8.02 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.28 kips Sum Wind N-S V i= 8.02 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pi= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall I-DL eft C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) SS-1 1581 18.0 18.0 1.00 0.20 3.52 0.00 2.76 0.00 1.00 1.00 153 P6 P6 195 27.56 16.18 0.66 0.66 35.17 19.44 0.91 0.91 NA SS-2 442 10.8 10.8 1.00 0.15 2.67 0.00 0.77 0.00 1.00 1.00 72 P6TN P6 249 7.71 4.33 0.34 0.34 26.73 5.20 2.14 2.14 2.14 SS-3 482.6 4.5 4.5 1.00 0.20 1.07 0.00 0.84 0.00 1.00 0.90 208 P6 P6 239 8.41 1.01 1.93 1.93 10.74 1.22 2.48 2.48 NA SS-4 643.5 6.0 6.0 1.00 0.20 1.43 0.00 1.12 0.00 1.00 1.00 187 P6 P6 239 11.22 1.80 1.77 1.77 14.31 2.16 2.28 2.28 NA SS-5 455.8 4.3 4.3 1.00 0.20 1.01 0.00 0.79 0.00 1.00 0.85 220 P6 P6 239 7.95 0.90 1.97 1.97 10.14 1.08 2.53 2.53 NA 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1,00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 --- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.0 0.0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 -- --- 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3605 43.5 43.5 =L eff. 9.71 0.00 6.28 0.00 EVwind 9.71 EVEQ 6.28 Notes: denotes with shear transfer denotes SB Shear Panel JOB#: 18055 ID: SS-1 w dl= 200 plf V eq 2760.0 pounds V1 eq = 1226.7 pounds V3 eq = 1533.3 pounds V w= 3120.0 pounds V1 w= 1386.7 pounds V3 w= 1733.3 pounds ► ► v hdr eq= 83.6 plf �H head = A v hdr w= 94.5 plf 0.5 `, Fdrag1 eq= 558 F2 eq= 697 Fdrag1 w= 0 F2 - 788 H pier= v1 eq = 153.3 plf v3 eq = 153.3 plf 6.0 v1 w= 173.3 plf v3 w= 173.3 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= .: F4 e•- 697 feet A Fdrag3 w= 630 F4 w= 788 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 83.6 plf 3.5 EQ Wind v sill w= 94.5 plf feet OTM 27600 31200 R OTM 98010 72600 UPLIFT -2371 -1394 UP sum -2371 -1394 H/L Ratios: L1= 8.0 L2= 15.0 L3= 10.0 Htotal/L= 0.30 10-4 1� Hpier/L1= 0.75 4 Hpier/L3= 0.60 L total = 33.0 feet JOB#: 18055 ID: SS-3 w d1= 200 plf V eq 840.0 pounds V1 eq = 466.7 pounds V3 eq = 373.3 pounds V w= 950.0 pounds V1 w= 527.8 pounds V3 w= 422.2 pounds ► v hdr eq= 70.0 plf A H head = A v hdr w= 79.2 plf 0.5 v Fdragl eq= 292 F2 eq= 233 Fdrag1 w= .0 F2 , - 264 H pier= v1 eq = 224.0 plf v3 eq= 280.0 plf 6.0 v1 w= 211.1 plf v3 w= 211.1 plf feet H total = 2w/h = 0.83333 2w/h = 0.66667 10 Fdrag3 eq= : F4 e.- 233 feet A Fdrag3 w= 330 F4 w= 264 P4 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 70.0 plf 3.5 EQ Wind v sill w= 79.2 plf feet OTM 8400 9500 R OTM 12960 9600 T UPLIFT -422 -9 UP sum -422 -9 H/L Ratios: L1= 2.5 L2= 7.5 L3= 2.0 Htotal/L = 0.83 1 0 41 0 1 ► Hpier/L1= 2.40 Hpier/L3= 3.00 L total = 12.0 feet JOB#: 18055 ID: SS-4 w dl= 200 plf V eq 1120.0 pounds V1 eq = 560.0 pounds V3 eq = 560.0 pounds V w= 1270.0 pounds V1 w= 635.0 pounds V3 w= 635.0 pounds v hdr eq= 131.8 plf --0- A ►• H head = A v hdr w= 149.4 plf 0.5 v Fdragl eq= 165 F2 eq= 165 Fdragl w= ;7 F2 , - 187 H pier= v1 eq = 186.7 plf v3 eq = 186.7 plf 6.0 v1 w= 211.7 plf v3 w= 211.7 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= s F4 e.-- 165 feet A Fdrag3 w= 187 F4 w= 187 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 131.8 plf 3.5 EQ Wind v sill w= 149.4 plf feet OTM 11200 12700 R OTM 6503 4817 UPLIFT 614 1031 UP sum 614 1031 H/L Ratios: L1= 3.0 L2= 2.5 L3= 3.0 Htotal/L = 1.18 ol--4 o•i Hpier/L1= 2.00 Hpier/L3= 2.00 L total = 8.5 feet JOB#: 18055 ID: SS-5 w dl= 200 plf V eq 790.0 pounds V1 eq = 395.0 pounds V3 eq = 395.0 pounds V w= 900.0 pounds V1 w= 450.0 pounds V3 w= 450.0 pounds v hdr eq= 66.8 plf • H head = A v hdr w= 76.1 plf 0.5 `, Fdrag1 eq= 251 F2 eq= 251 Fdrag1 w= :6 F2 , - 286 H pier= v1 eq = 254.0 plf v3 eq = 254.0 plf 6.0 v1 w= 208.3 plf v3 w= 208.3 plf feet H total = 2w/h = 0.72 2w/h = 0.72 10 Fdrag3 eq= . F4 e•- 251 feet A Fdrag3 w= 286 F4 w= 286 P4 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 66.8 plf 3.5 EQ Wind v sill w= 76.1 plf feet OTM 7900 9000 R OTM 12574 9314 UPLIFT -439 -30 UP sum -439 -30 H/L Ratios: L1= 2.2 L2= 7.5 L3= 2.2 Htotal/L = 0.85 Hpier/L1= 2.78 Hpier/L3= 2.78 L total = 11.8 feet Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid-Base , Minimum Width Maximum Height Allowable Design (ASD)Values per Frame Segment (in.) (ft) Shear (Ibf) Deflection(in.) Load Factor 8 850 (1190 WIND) 0.33 3.09 16 10 625 (875 WIND) 0.44 2.97 8 1,675 (2345 WIND) 0.38 2.88 24 10 1,125 (1575 WIND) 0.51 3.42 1'-10 1/2" 8 1520 EQ(2128 WIND) 1'-10 1/2" 10 fah�1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading (a) Design values are based on the use of Douglas-fir or Southern pine framing.For other species of framing,multiply the above shear design value by the specific gravity adjustment factor=(1-(0.5-SG)),where SG=specific gravity of the actual framing.This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal-frame segment(one vertical leg and a portion of the header).For multiple portal-frame segments,the allowable shear design values are permitted to be multiplied by the number of frame segments(e.g.,two=2x,three=3x,etc.). (d) Interpolation of design values for heights between 8 and 10 feet,and for portal widths between 16 and 24 inches,is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration,the tabulated design shear values are permitted to be multiplied by a factor of 1.15.This factor is permitted to be used cumulatively with the wind-design adjustment factor in Footnote(e)above. Figure 1. Construction Details for APA Portal-Frame Design with Hold Downs Extent of header with double portal frames(two braced wall panels) - . Extent of header with single portal frame • (one braced wall panels) Header to jack-stud strap �• 2'to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening t 1 = - opposite side of sheathing Pony . wall ; height J. ; s Fasten top plate to header Min.e x 11-1/4 header • with two rows of 16d steel header.not allowed ://sinker nails at 3"o.c.typ t Fasten sheathing to header with 8d common or Min.3/8"wood structural max galvanized box nails at 3"grid pattern as shown a /panel sheathing total Header to jack-stud strap per wind design. • j wall Min 1000 lbf on both sides of opening opposite • height • side of sheathing. If needed,panel splice edges shall occur over and be l0' ••Min.double 2x4 framing covered with min 3/8" ; nailed to common blocking max • thick wood structural panel sheathing with 1,,i within middle 24"of portal height . 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.t. in all framing(studs,blocking,and sills)typ. nailing is required in each panel edge. Min length of panel per table 1 Typical portal frame a construction Min(2)3500 lb strap-type hold-downs • (embedded into concrete and nailed into framing) , Min double 2x4 post(king and jack stud).Number of • t, Min reinforcing of foundation,one#4 bar 1 jack studs per IRC tables 1 1 top and bottom of footing.Lap bars 15"min. a 1 R502.5O&(2). .—._..-.......-.—_—.- -i,i% mss r•»l—f:: —\\_, —.....-. Min footing size under opening is 12"x 12".A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. device(embedded into Min(1)5/8"diameter anchor bolt installedper IRC R403.1.6- concrete and nailed into framing) with 2"x 2"x 3/16"plate washer 2 ©2014 APA-The Engineered Wood Association