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Specifications (2)
V3Oc o ) (4,5m RUE MSTZO( $-OOZS( CT ENGINEERING yy +� rr Structural Engineers A U Gr U 1 J l 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) CITY OF TIGA D 'TLDI :'-, rl VISION #17088 Structural Calculations SRUCTUR,q4 PRpFt Polygon at River Terrace (Area 3 Single—Family 1 � Plan 6373A #, GON \s Tigard, OR '9/c F 12 R�gF �� 5/08/2018 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 P h: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 P h: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG 180 Nickerson St. INC 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 180 Nickerson St. INC Suite 302 Seattle,WA 98109 (206)2854512(V),Ext.305 (206)285-0618(F) VERTICAL DESIGN: 63, 20'-0• —.. T e THICKENED 0'-103/4 56le ®S60 ]0 SLAB EDGE m rI c \1 1 , r r I\I C \1 i- , , L1'-2151 F1'-2141 I I 1 6,Y,. t 6'-1)4 t 6'-11Y4 6.4%. { s-R. t s-sy2 / r` I 11 rt1 F t 7 4x10 HDR r-' r� Al 4x1OHDR rt1 rt, r --- -e-+-----4 ---a+------+-e 9-+— --+a+-1----+��--- +� — ,r L rJ L-J �b--- L_J L 3)4'CONC.SLAB $� L_J L-J I 1 I-1'-216"1 _ �-1'-212'---• I r` T.O.S. I - 6-11/4- 6'-,Y2 6_11%' illhArli AN N2741/117 1-0.-,71/41 .--4 6'-0%' 5,_g 6$Yz i r-'1 rt1 4x10 HDR rl ,L • J J 4x10 HDR rt7 rf- El r �+I----+�-�—--+�+-----I q N+---- . +-g-+----+-.-.T--_. 0 T -I-2181 L-J L-rI - _J L_J L_JH r0'-2111 2x4 PONYWALL 10 S60 m m mm T-61/4 6-104' 6-10 j• 6•-10%' Rur 6-10%. 6-101' 6-10y' 6-101' T-6y4' 7.20 rt1 rt1 rt1rt1 rt1 CB's FT*G y 4x10 HDR rt-1 rt1 ri L_J L_J L_J L-J l•-j18•x18'1410-FTG, 'lj-J L-J L_J - MI W/52)84 EW.8OT. C TYP,LINO. m .94 TYP. -' p0 UN.O. a FINISHED FIXTURES FLOOR ABOVE 0'-0' - 30'930'x10' Is 30- '-910'FTG. W/(3305 OW,ROT. W/(31#5 OW.ROT. I 1Y_g. 13 T-0%.RT T-63%' ♦ 6'-ti'4'f 6'-1177%' 21•-]%' I .---{ POM'WALL r PONY WALL 1 560) 10'01 POSTA6B�OVE I POSTABOVE I 24'-714. m 1 I LAl �r1 rt1 r-k r -.--2 i 0 \ �---. C U J ` • Ig--i ''' OHDR •l—F�-1--- _ 94 -1_--. • L _ r_--7::. J L-J L L-�, r -1 r---- 20 2 I FURNACE -_-� I 'F .4 +3X14'ABOVE GFF 56.0 01 I FURN —ABOVE FIXTURE I- ;� PER CML.MAX -1'-2441 1 L-_J___}- ABOVE I HT-1'-SM' -1 .. .. I 1 I I IF a +3JF ABOVE GFF I I 1-1-2'/e PER CIVIL,MAX 1 L _r r-1 r-1 4x10 HDRr 1 I- 1 rl , _ Hit 5M L - -�---e-±� - 'r++J--i-LF+J --- . ----„4 4.1 �.,-_1�_, 1z-9' x s-]Yz 1z-n%' I 6•-8%i `6•d/n' so3/n• i s_/4' 4 6-834- L-. +30S'ABOVE GFF I 18 x24 2 PER CML,MAX I CRAWL N •-I-I-1'-214'1 3� 44” • ACCESS x - I gym , HT-1'-5)6' � 1'-2 - nt 2 BUNDLED 5 ' ' m m LQ - _ _,i'LAND ON ® OZ © 1R)P OF THE DOUBLE JOISTS ,. J 1t VERIFY GARAGE SLAB HEIGHT w 17 11 r-1 r-1 4z10 HDR r-1 r-1 I / WITH GRADING PLAN 600 J______4,__,_ _ r}moi. 1••I HI---1.. H----.+.3~- :a 56.0 - o. I 3 L J CB-3 LLJ LJJ L+J 3 H T 3)5'CONC.SLAB 6-6/4' FT- -2 6'-°3/4 6-d/4 6'034' ` 6-8/ OVER 4'FREE DRAINAGE I FIXTURES MATERIAL OVER I ABOV COMPACTED FILL I m 0 I- 1 I m I II I ®z 2x4 PONYWA 6 5 t 5'-]%' t 5.-73,,. I t I 6-s.L �r- L--- --- -1 F1 4x10 HDR FT-IN .1110rr4T�-I, '-r'j_� ��T STHD14v OFF PER CML Sr THDSA2 STND14 �_ =ll�--w�--+-8-��---L"'--+�.--- L J-- -T--. LI �'I NSI I©� I ,„ I 12 ---I L_ GFFPERCML J 1MP� � e = I , 560 e —II I 10 • L _-__ ..-6 5_ 5]/ t 5]y t 6 5 I S620 0 310-CONC.SLAB 74v • w1 rT1 4x10HDR FIT rT7 r' +----- ...... —4--fes-- ....... .i.. 3---. 3L_J L-J L-J LI " THICKENED SLAB EDGE 1 M SEM I J. J ✓ i \ - L J1 b • L • 1 I 1 eo r FOUNDATION PLAN RAFTERS @ (LOWER)PORCH PLATE HEIGHT AT 9.-1- 2 A I_ S9.0 a% -. NU .- • 1 1 Li_ - -4..- .. ---- i:,74.--- -ii.—A------ --- . - - L._ _,....,....4...__ .. _ 14-------36-------if,---#1 ' r +0,.TREY c EILING i-..— 1 i . INCOF'ORATE-)INTO .•• .• i I : FB 6 ,.- 0 :--*. :•.•• _ i i :: :: W q j/4 I?` I I -.1.1 e. • BOTTOM CI-ORD OF TRUSS. 9 11 12.-1. 73 . b - [ L-i-, i i s- tID / ' . . , t L' . I BAI LOON F••MED W LL+17,51 A.F F. H--: I . 11 1 , .' '. A-• 1'- --1 I1 'j1/"D - I'HDRZ"HDR 2xLEOR 11 E (7V/INDO\A EM .oca T ,wIND0W I /Tii 7 S9.0 .., . 1 _,. .urr_, _—_—,,,Akatit u_..,_"1"._ , 1...11kt.in , . . . A 1 1 i a Ts: ! I .,- 6x0,.I -- -- • .......: (2)203 I-1DR L .R SGD POST i I;-4 BOTTOM FLU BEAM i!,4(6 INTERpR i Li 1 T i--C II 0, ,,,,,PbST BEARI 4G WALI / I T, / 11 11 \ \ ,......, / c a .; CLEARSTORY . \ grA. F.- c .. ill 1 / \ , cc I 7-- \ 92,D ri 4 \ 00111/4)k 411 I a2•00.I . I , le , 1 ,•.„„,, . a S9 0 \ ---A I arrIc I EXTEND TOP .. C 1 2 ‘ ! TRUSS,TYP. • \ tir , I 6,-- .•" '!'''l .- ---1- 7- \ i E0 )-- J.. r , ___ 1—.:- a----- • .•• --( _______ EC EXIT,t1RNg-Clr 1% 6, , /--.---- . S C S9.0 I /• TRUSS,-YP. giii7 posx-, , All FB-3 GT , At:(JOST .... _ BEARING WALL EIJ,t- '''"" ""''' • -I,' 411/''"7.'s""''"''''''7'"'"''"'''-(d2 /0 1-711-(2)200 HD-Ft •:•''''' ' -. -.- . -i'l. I INT:-B107 .. /. GT-3 • ,, .. ..: .. i .. . . .•: , !! BEARING NALL!1 / i. . .. :. .. -' J —7' .: / 1--- -E --1 / / // 1 I l• , :. .: / / L. 1 :. . :i / I t-j J 7/ n I. / ! H .. .. .• .: , .-E rt i i :i •• 11 .. ii •••• :: i i / / i' t.-JA i I :. : ••'••' / i i :: 59.0 9" NV•• 1. II I , r // ' 1':'1';':‘ !I -.:'U•.A li 1•:::1';':\ I, :. .. 1 I C .•.• / i• t ..'4'.'."::'N :. :.• / I .•.• .••i D / / / .. •. / I--- C LI.. .•: , /.';':'::':':1:':':-:-:::N..ri I ••'.•' / i i .•.• 1 1 / / / I j /';';':':-:'::1'1':'::-:'"'1 , :H '':!I / / C / ii /:::y......2.....=..\ U I I / / / I I / 1 1 I / / 1,/-::::.:.:.:-...':1-:.:':-.01ki\11 1, D ,, ,1 ,I .•.• .•.• .•.• :.• :.• .• .•.• .•.• ,I :: ,, ..• .•.• ,, .. :.• :.• .••.•• :.• :.• : 416. %317 FB.5 i / ,, _ii,__ ___.5.5x11.a13_ ...... _I ... oic / / 1 1 / / / / / / / / / / / i / / / ,// / \ \ \ \ \ 9 , \ \ '''2,,, trlY4' ,, GT-4 • . • . . • . .. .: • \ % I I I LI \ '., Gll I I I 0 I •••• I: \ l'i: ."4': I r'' I : (2)200 HDR ..,-‘. \ ,io GABLE N T 1_ \ (400 FRAmID wALL+1 .• !. / I:/ / ;111 I' // F-! (3)6x.810TT0114 FLUSH ,t1,,,I:0 ,BEAM TH IN:111YWALI -4/ ABO1/E PONY!BIN PLAT! HEIGH1 AT+11195F A.F-. / // r•-••I . i i I. 1 I i - .[_ L L--- I C -E E,2J ( I-- I I Ail 41017 . .• .••: ..--4 1 I 71 T; ,, r , , ® , , u ii., u u GT Mii I „....\I! • I GABLE EIBD TRUSS :. ..4--4 L L. -- I i 9. i 2 P 1 S90 /! i .•: L-- -I 1 S90 1 I I I GABLE END TRUSS I- -I _I I , (21200 H212_,4,42.1Z.x10 H211..... 1 I L GABLE ErilD TRUSS I _J ROOF FRAMING PLAN SHEET TITLE: DEAD LOAD SUMMARY CT PROJECT# : 18055 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 General Bearn Anal SIS Ale K118055AverTerrace Polygon\Engineenng1637316373.ec6 Y ENERCALC,INC 1983-2017.Build 10171210 Ver 101712.10 � •# K1-08002997 r _ Licensee IN Description: GT-1 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 26.250 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in^4 Span#2 Span Length = 34.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 Span#3 Span Length = 2.50 ft Area= 10.0 inA2 Moment of Inertia = 100.0 iM4 D(0.05625)S(0.09375) D(0.05625)S(0.09375) D(005625)SA0.09375) b d b b b d b bdbb *ifs y • y9" !jp • --I 4. y>,. Span=26.250 ft Span=34.0 ft Span=250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=3.750 ft Load for Span Number 2 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=3.750 ft Load for Span Number 3 Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=3.750 ft DESIGN SUMMARY Maximum Bending= 17.728 k-ft Maximum Shear= 3.058 k • Load Combination +D+S+H Load Combination +0+5+1-1 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 26.250 ft Location of maximum on span 26.250 ft Maximum Deflection Max Downward Transient Deflection 0.494 in 825 Max Upward Transient Deflection -0.130 in 460 Max Downward Total Deflection 0.791 in 515 Max Upward Total Deflection -0.208 in 288 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= 26.25 ft 1 5.58 -17.73 17.73 3.06 Dsgn.L= 34.00 ft 2 13.43 -17.73 17.73 3.06 Dsgn.L= 2.50 ft 3 -0.47 0.47 0.38 +D+H Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 Dsgn.L= 34.00 ft 2 5.04 -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 Dsgn.L= 34.00 ft 2 5.04 -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 +D+Lr+H Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 Dsgn.L= 34.00 ft 2 5.04 -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 +D+S+H Dsgn.L= 26.25 ft 1 5.58 -17.73 17.73 3.06 Dsgn.L= 34.00 ft 2 13.43 -17.73 17.73 3.06 Dsgn.L= 2.50 ft 3 -0.47 0.47 0.38 +D+0.750Lr+0.750L+H Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 General Beam Analysis File=K118055 River Ten-ace-Polygon 1Engineering1637316373.ec6 y ENERCALC,INC 1983-2017,Build:10.17:12 10,Ver:10.1712.10 06002997 ' ps Description: GT-1 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 Dsgn.L= 34.00 ft 2 5.04 -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 +D+0.750L+0.750S+H Dsgn.L= 26.25 ft 1 4.70 -14.96 14.96 2.58 Dsgn.L= 34.00 ft 2 11.33 -14.96 14.96 2.58 Dsgn.L= 2.50 ft 3 -0.40 0.40 0.32 +D+0.60W+H Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 Dsgn.L= 34.00 ft 2 5.04' -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 +D+0.70E+H Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 Dsgn.L= 34.00 ft 2 5.04 -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 26.25 ft 1 2.09 -6.65 6.65 1.15 Dsgn.L= 34.00 ft 2 5.04 -6.65 6.65 1.15 Dsgn.L= 2.50 ft 3 -0.18 0.18 0.14 +D+0.750L+0.750S+0.450W+H Dsgn.L= 26.25 ft 1 4.70 -14.96 14.96 2.58 Dsgn.L= 34.00 ft 2 11.33 -14.96 14.96 2.58 Dsgn.L= 2.50 ft 3 -0.40 0.40 0.32 +0+0.750L+0.7505+0.5250E+H Dsgn.L= 26.25 ft 1 4.70 -14.96 14.96 2.58 Dsgn.L= 34.00 ft 2 11.33 -14.96 14.96 2.58 Dsgn.L= 2.50 ft 3 -0.40 0.40 0.32 +0.60D+0.60W+0.60H Dsgn.L= 26.25 ft 1 1.25 -3.99 3.99 0.69 Dsgn.L= 34.00 ft 2 3.02 -3.99 3.99 0.69 Dsgn.L= 2.50 ft 3 -0.11 0.11 0.08 +0.60D+0.70E+0.60H Dsgn.L= 26.25 ft 1 1.25 -3.99 3.99 0.69 Dsgn.L= 34.00 ft 2 3.02 -3.99 3.99 0.69 Dsgn.L= 2.50 ft 3 -0.11 0.11 0.08 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.1248 9.304 +D+S+H -0.0307 23.259 +1J+S+H 2 0.7911 18.937 0.0000 23.259 3 0.0000 18.937 +D+S+H -0.2079 2.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.293 5.702 2.417 Overall MINimum 0.291 1.283 0.544 +D+H 0.485 2.138 0.907 +D+L+H 0.485 2.138 0.907 +D+Lr+H 0.485 2.138 0.907 +D+S+H 1.293 5.702 2.417 +D+0.750Lr+0.750L+H 0.485 2.138 0.907 +D+0.750L+0.750S+H 1.091 4.811 2.040 +D+0.60W+H 0.485 2.138 0.907 +D+0.70E+H 0.485 2.138 0.907 +D+0.750Lr+0.750L+0.450W+H 0.485 2.138 0.907 +D+0.750L+0.750S+0.450W+H 1.091 4.811 2.040 +D+0.750L+0.750S+0.5250E+H 1.091 4.811 2.040 +0.60D+0.60W+0.60H 0.291 1.283 0.544 +0.60D+0.70E+0.60H 0.291 1.283 0.544 D Only 0.485 2.138 0.907 Lr Only L Only S Only 0.808 3.564 1.511 W Only E Only H Only l General Beam Analysis File=K118055River Terrace Polygon1Engineering1637316373ec6 ENERCALC INC 1983-2017,Build 1017.12.10,Ver10.1712.10 � tea.. �.. • ' Licensee ENGINEERING ...,,;. . . Description: GT-2 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 8.0 ft Area= 10.0 inA2 Moment of Inertia = 100.0 inA4 D(O 105)b S(O 175) d O b b r ,J Span=8.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.0 ft DESIGN SUMMARY Maximum Bending= 2.240k-ft Maximum Shear= 1.120 k Load Combination +0+541 Load Combination +D+S+H Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Location of maximum on span 4.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.006 in 17124 Max Upward Transient Deflection 0.000 in 0 Max Downward Total Deflection 0.009 in 10703 Max Upward Total Deflection 0.000 in 2996858 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= 8.00 ft 1 2.24 2.24 1,12 +D+H Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +D+L+H Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +0+14+1 Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +D+S+H Dsgn.L= 8.00 ft 1 2.24 2.24 1.12 +D+0.750Lr+0.750L+H Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +D+0.750L+0.750S+H Dsgn.L= 8.00 ft 1 1.89 1.89 0.95 +D+0.60W+H Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +D+0.70E+H Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 8.00 ft 1 0.84 0.84 0.42 +D+0.750L+0.750S+0.450W+H Dsgn.L= 8.00 ft 1 1.89 1.89 0.95 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 8.00 ft 1 1.89 1.89 0.95 +0.60D+0.60W+0.60H Dsgn.L= 8.00 ft 1 0.50 0.50 0.25 +0.60D+0.70E+0.60H Dsgn.L= 8.00 ft 1 0.50 0.50 0.25 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0090 4.040 0.0000 0.000 General Beam Anal sis File K\18055 River Terrace Polygon\Engineering 1637316373ec6 y ENERCALC,INC.1983 2017 Budd 10.17.12.10 Ver 10.17.1210 ,1 :.. ,,;•, 'r�u:., . , a ... 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 1.120 1.120 Overall MINimum 0.252 0.252 +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+11 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 General Beam Anal SSS' File=K\18055 River Terrace Polygon\Engineering\6373\6373.ec6 y ENERCALC,INC.1983-2017,Build 10.17.12.10,Ver:10.17.12.10 .„ ..:kW-08002997' M„r ��"� <` ....., ' �� ''.. ' �`��i��>Y` �r��\.r- \� c� c nee Fes. ENGINEERING .. • �..ti tea..� ,, G Description: GT-3 General Beam Properties Elastic Modulus 29,000.0 ksi Span#1 Span Length = 21.750 ft Area= 10.0 inA2 Moment of Inertia = 100.0 in"4 D(0.3375)8 S(0.5625) b 8 O b X ! !may4 !l yr a N P , ' J Span=21.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=22.50 ft DESIGN SUMMARY Maximum Bending = 53.220 k-ft Maximum Shear= 9.788 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 10.875 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.984 in 265 Max Upward Transient Deflection 0.016 in 16702 Max Downward Total Deflection 1.575 in 165 Max Upward Total Deflection 0.006 in 46395 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= 21.75 ft 1 53.22 53.22 9.79 +D+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+L+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+Lr+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+S+}{ Dsgn.L= 21.75 ft 1 53.22 53.22 9.79 +D+0.750Lr+0.750L+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+0.750L+0.750S+H Dsgn.L= 21.75 ft 1 44.90 44.90 8.26 +D+0.60W+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+0.70E+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+0.750Lr+0.750L+0.450W+H Dsgn.L= 21.75 ft 1 19.96 19.96 3.67 +D+0.750L+0.750S+0.450W+H Dsgn.L= 21.75 ft 1 44.90 44.90 8.26 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 21.75 ft 1 44.90 44.90 8.26 +0.60D+0.60W+0.60H Dsgn.L= 21.75 ft 1 11.97 11.97 2.20 +0.60D+0.70E+0.60H Dsgn.L= 21.75 ft 1 11.97 11.97 2.20 Overall Maximum Deflections Load Combination Span Max."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 1.5752 10.984 0.0000 0.000 File=K118055 River Terrace-Polygon\Engineering1637316373 ec6 General Beam Analysis ENERCALC,INC 19832017,Build10.1712.10,Ver 10.17.12.10 ...06002997'� �� '...,�� • ,a . .� ,.. . Licensee:G.T.ENGINEERING Description: GT-3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.788 9.788 Overall MINimum 2.202 2.202 +D+H 3.670 3.670 +D+L+H 3.670 3.670 +D+Lr+H 3.670 3.670 +D+S+H 9.788 9.788 +D+0.750Lr+0.750L+H 3.670 3.670 +D+0.750L+0.750S+H 8.258 8.258 +D+0.60W+H 3.670 3.670 +D+0.70E+H 3.670 3.670 +D+0.750Lr+0.750L+0.450W+H 3.670 3.670 +D+0.750L+0.750S+0.450W+H 8.258 8.258 +D+0.750L+0.750S+0.5250E+H 8.258 8.258 +0.60D+0.60W+0.60H 2.202 2.202 +0.60D+0.70E+0.60H 2.202 2.202 D Only 3.670 3.670 Lr Only L Only S Only 6.117 6.117 W Only E Only H Only File=K318055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 Wood Beam ENERCA{.0 INC 1983 2017 Burld 10171210 Ver 1017.1210 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-Pill 1,300.0 psi Eminbend-xx 470.0ksi 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 a a D(0.2925)S(0.4875) o e 1 � 2-2x10 Span=5.250 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=19.50 ft DESIGN SUMMARY Design Maximum Bending Stress Ratio = 0.701: 1 Maximum Shear Stress Ratio = 0.454 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb :Actual = 753.79 psi fv:Actual = 78.36 psi FB:Allowable = 1,075.25psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.625ft 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 0.033 in Ratio= 1933>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.052 in Ratio= 1208>=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 EN C i Cr Cm C t C L M fb F'b V fv F'v +0+11 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.336 0.218 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 841.50 0.54 29.39 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.302 0.196 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 935.00 0.54 29.39 150.00 +0+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.242 0.157 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 1168.75 0.54 29.39 187.50 +0+5+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 ft 1 0.701 0.454 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.69 753.79 1075.25 1.45 78.36 172.50 +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=5.250 ft 1 0.242 0.157 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 1168.75 0.54 29.39 187.50 Wood Beam File K\18055 Polygon at River Terrace(Area 3)\Engineering\637316373 ec6 ENERCALC,INC 1983 2017,Build 10 171210,Ver.10.17.1210 • #:KW-0600299r GIN Description: FB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i Cr C m C t C L 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=5.250 ft 1 0.592 0.383 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.27 636.01 1075.25 1.22 66.12 172.50 +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=5.250 ft 1 0.189 0.122 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 1496.00 0.54 29.39 240.00 +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=5.250 ft 1 0.189 0.122 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 1496.00 0.54 29.39 240.00 +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=5.250 ft 1 0.189 0.122 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.01 282.67 1496.00 0.54 29.39 240.00 +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=5.250 ft 1 0.425 0.275 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.27 636.01 1496.00 1.22 66.12 240.00 +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=5.250 ft 1 0.425 0.275 1.60 1.100 1.00 1.00 1.00 1.00 1.00 2.27 636.01 1496.00 1.22 66.12 240.00 +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=5.250 ft 1 0.113 0.073 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.60 169.60 1496.00 0.33 17.63 240.00 +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=5.250 ft 1 0.113 0.073 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.60 169.60 1496.00 0.33 17.63 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0521 2.644 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.048 2.048 Overall MINimum 1.280 1.280 +D+H 0.768 0.768 +D+L+H 0.768 0.768 +D+Lr+H 0.768 0.768 +D+S+H 2.048 2.048 +D+0.750Lr+0.750L+H 0.768 0.768 +D+0.750L+0.750S+11 1.728 1.728 +D+0.60W+H 0.768 0.768 +D+0.70E+H 0.768 0.768 +0+0.750Lr+0.750L+0.450W+11 0.768 0.768 +D+0.750L+0.750S+0.450W+H 1.728 1.728 +D+0.750L+0.750S+0.5250E+H 1.728 1.728 +0.60D+0.60W+0.60H 0.461 0.461 +0.60D+0.70E+0.60H 0.461 0.461 D Only 0.768 0.768 Lr Only L Only S Only 1.280 1.280 W Only E Only H Only Wood Beam File K:\18055 Polygon at River Terrace(Area 3)IEngineering1637316373.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.17.12.10 :1C..#.' W 0' 9 k 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 1,300.0ksi 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(0.91),S(1.51) 2-2x10 H Span=3 250 ft .H Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D=0.910, S=1.510 k @ 1.50 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.508 1 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb :Actual = 546.26psi fv:Actual = 70.44 psi FB:Allowable = 1,075.25psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.495ft 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 0.007 in Ratio= 5387>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.012 in Ratio= 3361 >=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 iCr m t CL M fb F'b V fv F'v +0+110.00 0.00 0.00 0.00 Length=3.250 ft 1 0.244 0.196 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 841.50 0.49 26.49 135.00 +D+L+1-1 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.220 0.177 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 935.00 0.49 26.49 150.00 +D+Lr+H 1.100 1.00 1.00 1,00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.176 0.141 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 1168.75 0.49 26.49 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.508 0.408 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.95 546.26 1075.25 1.30 70.44 172.50 +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=3.250 ft 1 0.176 0.141 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 1168.75 0.49 26.49 187.50 Wood Beam File K118055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 ENERCALC INC 1983 2017 Build 10171210 Ver:10.17.1210 # KW-06002997 "‘ ---Licensee CS.,ENGINEERING Description: FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t C L 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=3.250 ft 1 0.429 0.345 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.64 461.05 1075.25 1.10 59.45 172.50 +040.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.137 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 1496.00 0.49 26.49 240.00 +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=3.250 ft 1 0.137 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 1496.00 0.49 26.49 240.00 +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=3.250 ft 1 0.137 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.73 205.41 1496.00 0.49 26.49 240.00 +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=3.250 ft 1 0.308 0.248 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.64 461.05 1496.00 1.10 59.45 240.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=3.250 ft 1 0.308 0.248 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.64 461.05 1496.00 1.10 59.45 240.00 +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=3.250 ft 1 0.082 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 123.25 1496.00 0.29 15.89 240.00 +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=3.250 ft 1 0.082 0.066 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.44 123.25 1496.00 0.29 15.89 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0116 1.589 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.303 1.117 Overall MINimum 0.813 0.697 +D+H 0.490 0.420 +D+L+H 0.490 0.420 +D+Lr+H 0.490 0.420 +D+S+H 1.303 1.117 +D+0.750Lr+0.750L+H 0.490 0.420 +D+0.750L+0.750S+H 1.100 0.943 +D+0.60W+H 0.490 0.420 +D+0.70E+H 0.490 0.420 +D+0.750Lr+0.750L+0.450W+H 0.490 0.420 +D+0.750L+0.750S+0.450W+H 1.100 0.943 +D+0.750L+0.750S+0.5250E+H 1.100 0.943 +0.60D+0.60W+0.60H 0.294 0.252 +0.60D+0.70E+0.60H 0.294 0.252 D Only 0.490 0.420 Lr Only L Only S Only 0.813 0.697 W Only E Only H Only Wood Beam File K\18055 Polygon at River Terrace(Area 31Engineering16373\6373.ec6 :,KW-06002997.. ,. ' . ` '. roti,7 '- •EN,•. II• 19 Licensee C?2 10 Y9 ERCALINC 83 2 10 Ver .17.12.10 .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+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Pill 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(0.45)S(0.75) d 8 b v 2-2x10 Span=2.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=30.0 ft DESIGN SUMMARY Design ..v:.. , . Maximum Bending Stress Ratio = 0.245 1 Maximum Shear Stress Ratio = 0.182 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 262.97 psi fv:Actual = 31.37 psi FB:Allowable = 1,075.25psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 11638>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.004 in Ratio= 7274>=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 F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.117 0.087 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 841.50 0.22 11.76 135.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.105 0.078 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 935.00 0.22 11.76 150.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.084 0.063 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 1168.75 0.22 11.76 187.50 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.245 0.182 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.94 262.97 1075.25 0.58 31.37 172.50 +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=2.50 ft 1 0.084 0.063 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 1168.75 0.22 11.76 187.50 Wood Beam?r, File=K 118055 Polygon at River Terrace(Area 3)1Engineering16373\6373 ec6 ENERCALC,INC.1983 2017,Build:1017:12.10,Ver:10.17.1210 Lit.**: 1=O6OO2997y �� i et 8e e: ENGINEERING .,. Description: FB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r 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=2.50 ft 1 0.206 0.153 1.15 1.100 1.00 1.00 1.00 1.00 1.00 0.79 221.88 1075.25 0.49 26.47 172.50 +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=2.50 ft 1 0.066 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 1496.00 0.22 11.76 240.00 +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=2.50 ft 1 0.066 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 1496.00 0.22 11.76 240.00 +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=2.50 ft 1 0.066 0.049 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.35 98.61 1496.00 0.22 11.76 240.00 +0+0.750L+0.7505+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.148 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.79 221.88 1496.00 0.49 26.47 240.00 +0+0.750L+0.7505+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=2.50 ft 1 0.148 0.110 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.79 221.88 1496.00 0.49 26.47 240.00 +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=2.50 ft 1 0.040 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.21 59.17 1496.00 0.13 7.06 240.00 +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=2.50 ft 1 0.040 0.029 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.21 59.17 1496.00 0.13 7.06 240.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+1-I 1 0.0041 1.259 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.500 1.500 Overall MINimum 0.938 0.938 +D+H 0.563 0.563 +D+{-+H 0.563 0.563 +D+Lr+H 0.563 0.563 +D+S+H 1.500 1.500 +D+0.750Lr+0.750L+H 0.563 0.563 +D+0.750L+0.750S+H 1.266 1.266 +D+0.60W+H 0.563 0.563 +D+0.70E+11 0.563 0.563 +D+0.750Lr+0.750L+0.450W+H 0.563 0.563 +D+0.750L+0.750S+0.450W+H 1.266 1.266 +D+0.750L+0.750S+0.5250E+H 1.266 1.266 +0.60D+0.60W+0.60H 0.338 0.338 +0.60D+0.70E+0.60H 0.338 0.338 D Only 0.563 0.563 Lr Only L Only S Only 0.938 0.938 W Only E Only H Only Wood Beam File K\18055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 y ENERCALC,INC.1983 2017 Build 1D 1712 10 Ver 10 17 12.10 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-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(0,255)5(0.425) 8 8 b r b 2-2x10 Span=5.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=17.0 ft DESIGN SUMMARY _...... Design OK Maximum Bending Stress Ratio = 0.554 1 Maximum Shear Stress Ratio = 0.369 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 596.06 psi fv:Actual = 63.72 psi FB:Allowable = 1,075.25psi 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 = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 2567>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.037 in Ratio= 1604>=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 EN C i C r C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.266 0.177 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 841.50 0.44 23.90 135.00 +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 0.239 0.159 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 935.00 0.44 23.90 150.00 +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 0.191 0.127 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 1168.75 0.44 23.90 187.50 +0+543 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 0.554 0.369 1.15 1.100 1.00 1.00 1.00 1.00 1.00 2.13 596.06 1075.25 1.18 63.72 172.50 +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 0.191 0.127 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 1168.75 0.44 23.90 187.50 Wood Beam File K 118055 Polygon at River Terrace(Area 31Engineering1637316373.ec6 ENERCALC,INC 1983-2017,Build 10171210,Ver.10.17.1210 �m � �� :...,.. * Liceree ENGINEERING Description: FB-4 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 fv F'v +D+0.750L+0.750S+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 0.468 0.312 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.79 502.92 1075.25 0.99 53.76 172.50 +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 0.149 0.100 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 1496.00 0.44 23.90 240.00 +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 0.149 0.100 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 1496.00 0.44 23.90 240.00 +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 0.149 0.100 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.80 223.52 1496.00 0.44 23.90 240.00 +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 0.336 0.224 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.79 502.92 1496.00 0.99 53.76 240.00 +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 0.336 0.224 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.79 502.92 1496.00 0.99 53.76 240.00 +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 0.090 0.060 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 134.11 1496.00 0.27 14.34 240.00 +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 0.090 0.060 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.48 134.11 1496.00 0.27 14.34 240.00 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 0.0374 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 1.700 1.700 Overall MINimum 1.063 1.063 +D+H 0.638 0.638 +D+L+H 0.638 0.638 +D+Lr+H 0.638 0.638 +D+S+H 1.700 1.700 +D+0.750Lr+0.750L+1-1 0.638 0.638 +D+0.750L+0.750S--H 1.434 1.434 +D+0.60W+H 0.638 0.638 +D+0.70E+H 0.638 0.638 +0+0.750Lr+0.750L+0.450W-41 0.638 0.638 +D+0.750L+0.750S+0.450W+H 1.434 1.434 +D+0.750L+0.7505+0.5250E+H 1.434 1.434 +0.60D+0.60W+0.60H 0.383 0.383 +0.60D+0.70E-0.60H 0.383 0.383 D Only 0.638 0.638 Lr Only L Only S Only 1.063 1.063 W Only E Only H Only Wood Bean1 File=K\18055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 ENERCALC INC 1983 2017 Build 10 171210 Ver 10171210 Lit -0600299 .... 1 ., / Licensee .T.ENGINE.�,. 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(0.225)S(0.375) 0 b 0 0 i .; I' 5.5x13.5 Span= 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=15.0 ft DESIGN SUMMARY l . Maximum Bending Stress Ratio = 0.534 1 Maximum Shear Stress Ratio = 0.281 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,422.56psi fv:Actual = 85.55 psi FB:Allowable = 2,664.23psi 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 0.292 in Ratio= 668>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.466 in Ratio= 418>=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 CI_ M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=16.250 ft 1 0.253 0.135 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.43 533.46 2107.88 1.59 32.08 238.50 +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 0.229 0.121 1.00 1.000 1.00 1.00 1.00 1.00 0.97 7.43 533.46 2332.62 1.59 32.08 265.00 +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 0.185 0.097 1.25 1.000 1.00 1.00 1.00 1.00 0.96 7.43 533.46 2881.05 1.59 32.08 331.25 +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 0.534 0.281 1.15 1.000 1.00 1.00 1.00 1.00 0.97 19.80 1,422.56 2664.23 4.23 85.55 304.75 +0+0.750Lr+0.750L+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 0.185 0.097 1.25 1.000 1.00 1.00 1.00 1.00 0.96 7.43 533.46 2881.05 1.59 32.08 331.25 Wood Beam File K 118055 Polygon at River Terrace(Area 3)1Engineering16373\6373 ec6 ENERCALC,INC.1983-2017 Build 10171210,Ver.10.17.1210 . 800 ? Licenseen:... CENGINEERING Description: FB-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r C m C t C L M fb F'b V fv F'v +D+0.750L+0.750S+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 0.451 0.237 1.15 1.000 1.00 1.00 1.00 1.00 0.97 16.71 1,200.28 2664.23 3.57 72.18 304.75 +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 0.148 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.43 533.46 3604.99 1.59 32.08 424.00 +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 0.148 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.43 533.46 3604.99 1.59 32.08 424.00 +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 0.148 0.076 1.60 1.000 1.00 1.00 1.00 1.00 0.94 7.43 533.46 3604.99 1.59 32.08 424.00 +D+0.750L+0.7505+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 0.333 0.170 1.60 1.000 1.00 1.00 1.00 1.00 0.94 16.71 1,200.28 3604.99 3.57 72.18 424.00 +D+0.750L+0.7505+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 0.333 0.170 1.60 1.000 1.00 1.00 1.00 1.00 0.94 16.71 1,200.28 3604.99 3.57 72.18 424.00 +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 0.089 0.045 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.46 320.08 3604.99 0.95 19.25 424.00 +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 0.089 0.045 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.46 320.08 3604.99 0.95 19.25 424.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span +1J+S+H 1 0.4665 8.184 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 4.875 4.875 Overall MINimum 3.047 3.047 +D+H 1.828 1.828 +D+L+H 1.828 1.828 +D+Lr+H 1.828 1.828 +D+S+H 4.875 4.875 +D+0.750Lr+0.750L+H 1.828 1.828 +D+0.750L+0.750S+H 4.113 4.113 +D+0.60W+H 1.828 1.828 +D+0.70E+H 1.828 1.828 +D+0.750Lr+0.750L+0.450W+H 1.828 1.828 +D+0.750L+0.750S+0.450W+H 4.113 4.113 +D+0.750L+0.750S+0.5250E+H 4.113 4.113 +0.60D+0.60W+0.60H 1.097 1.097 +0.60D+0.70E+0.60H 1.097 1.097 D Only 1.828 1.828 Lr Only L Only S Only 3.047 3.047 W Only E Only H Only File=K:118055 Polygon at River Terrace(Area 3)1Engineering1637316373.ec6 Wood>Beam ENERCALC,INC.1983-2017,Build1017.1210,Ver.10:17.1210 1 KW.06002997�t. yy `" _. • . a .... G.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-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(0.12375)S(0.20625) 8 b b b b x X i 5.5x13.5 Span=24.0 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 Design OK Maximum Bending Stress Ratio = 0.664 1 Maximum Shear Stress Ratio = 0.240 : 1 Section used for this span 5.5x13.5 Section used for this span 5.5x13.5 fb:Actual = 1,706.67 psi fv:Actual = 72.99 psi FB:Allowable = 2,570.42 psi Fv:Allowable = 304.75 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 12.000ft 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 0.763 in Ratio= 377>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.221 in Ratio= 235>=235 Max Upward Total Deflection 0.000 in Ratio= 0<235 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 CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.310 0.115 0.90 0.968 1.00 1.00 1.00 1.00 0.96 8.91 640.00 2065.14 1.35 27.37 238.50 +D+{41 0.968 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.282 0.103 1.00 0.968 1.00 1.00 1.00 1.00 0.95 8.91 640.00 2273.32 1.35 27.37 265.00 +D+Lr+H 0.968 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.232 0.083 1.25 0.968 1.00 1.00 1.00 1.00 0.92 8.91 640.00 2756.07 1.35 27.37 331.25 +D+841 0.968 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.664 0.240 1.15 0.968 1.00 1.00 1.00 1.00 0.93 23.76 1,706.67 2570.42 3.61 72.99 304.75 +0+0.750Lr+0.750L+H 0.968 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.232 0.083 1.25 0.968 1.00 1.00 1.00 1.00 0.92 8.91 640.00 2756.07 1.35 27.37 331.25 Wood Beam File=K118055 Polygon at River Terrace(Area 3)\Engineering\637316373 ec6 ENERCALC INC 1983-2017,Build 1017.12.10 Ver:10.17.1210 "KVV-0 s o2J :- .1'4V; Licensee CS.,,EN N ERIN Description: FB-6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M fb F'b V fv F'v +D+0.750L+0.750S+H 0.968 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.560 0.202 1.15 0.968 1.00 1.00 1.00 1.00 0.93 20.05 1,440.00 2570.42 3.05 61.59 304.75 +D+0.60W+H 0.968 1.00 1.00 1.00 1.00 0.93 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.194 0.065 1.60 0.968 1.00 1.00 1.00 1.00 0.86 8.91 640.00 3301.34 1.35 27.37 424.00 +D+0.70E+H 0.968 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.194 0.065 1.60 0.968 1.00 1.00 1.00 1.00 0.86 8.91 640.00 3301.34 1.35 27.37 424.00 +D+0.750Lr+0.750L+0.450W+H 0.968 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.194 0.065 1.60 0.968 1.00 1.00 1.00 1.00 0.86 8.91 640.00 3301.34 1.35 27.37 424.00 +D+0.750L+0.750S+0.450W+H 0.968 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.436 0.145 1.60 0.968 1.00 1.00 1.00 1.00 0.86 20.05 1,440.00 3301.34 3.05 61.59 424.00 +0+0.750L+0.7505+0.5250E+H 0.968 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.436 0.145 1.60 0.968 1.00 1.00 1.00 1.00 0.86 20.05 1,440.00 3301.34 3.05 61.59 424.00 +0.60D+0.60W+0.60H 0.968 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.116 0.039 1.60 0.968 1.00 1.00 1.00 1.00 0.86 5.35 384.00 3301.34 0.81 16.42 424.00 +0.60D+0.70E+0.60H 0.968 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length=24.0 ft 1 0.116 0.039 1.60 0.968 1.00 1.00 1.00 1.00 0.86 5.35 384.00 3301.34 0.81 16.42 424.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+H 1 1.2207 12.088 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.960 3.960 Overall MINimum 2.475 2.475 +D+}{ 1.485 1.485 +D+L+H 1.485 1.485 +D+Lr+H 1.485 1.485 +D+S+H 3.960 3.960 +D+0.750Lr+0.750L+H 1.485 1.485 +D+0.750L+0.750S+H 3.341 3.341 +D+0.60W+H 1.485 1.485 +D+0.70E+H 1.485 1.485 +D+0.750Lr+0.750L+0.450W+H 1.485 1.485 +D+0.750L+0.750S+0.450W+H 3.341 3.341 +D+0.750L+0.750S+0.5250E+H 3.341 3.341 +0.60D+0.60W+0.60H 0.891 0.891 +0.600+0.70E+0.60H 0.891 0.891 D Only 1.485 1.485 Lr Only L Only S Only 2.475 2.475 W Only E Only H Only Wood Beam File=K\18055 Polygon at River Terrace(Area'3)\Engineering1637316373.ec6 ENERCALC,INC.1983-2017,Build:10.17.12:10,Ver:10.17.12.10 c. M.06002997 - ''% .. .._ p r 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 1,700.0ksi 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 31.20pcf Beam Bracing : Completely Unbraced D(0.08) • b b D(0.1125)bS(0.1875) b b X b b b X i • Xx) 6x8 • • • • • Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=7.50 ft Uniform Load: D=0.080, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.966: 1 Maximum Shear Stress Ratio = 0.292 : 1 Section used for this span 6x8 Section used for this span 6x8 fb:Actual = 1,105.45 psi fv:Actual = 60.52 psi FB:Allowable = 1,144.74psi Fv:Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 5.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.129 in Ratio= 929>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.262 in Ratio= 458>=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 C r C m C t C L M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.624 0.189 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.41 560.00 896.83 0.84 30.66 162.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.562 0.170 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.41 560.00 996.06 0.84 30.66 180.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.450 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.41 560.00 1243.74 0.84 30.66 225.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.966 0.292 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.75 1,105.45 1144.74 1.66 60.52 207.00 Wood Beam File=K:\18055;Polygon at River Terrace(Area 3)1Engineering16373\6373 ec6 ENERCALC,INC 1983 2017 Build 1017 1210,Ver:10.17.1210 Lic ' :. •• ,a t $ C.T.T.ENGINEERING Description: FB-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C 1 C r 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=10.0 ft 1 0.450 0.136 1.25 1.000 1.00 1.00 1.00 1.00 0.99 2.41 560.00 1243.74 0.84 30.66 225.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=10.0 ft 1 0.847 0.256 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.16 969.09 1144.74 1.46 53.05 207.00 +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=10.0 ft 1 0.352 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.41 560.00 1589.47 0.84 30.66 288.00 +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=10.0 ft 1 0.352 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.41 560.00 1589.47 0.84 30.66 288.00 +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=10.0 ft 1 0.352 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.41 560.00 1589.47 0.84 30.66 288.00 +D+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=10.0 ft 1 0.610 0.184 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.16 969.09 1589.47 1.46 53.05 288.00 +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=10.0 ft 1 0.610 0.184 1.60 1.000 1.00 1.00 1.00 1.00 0.99 4.16 969.09 1589.47 1.46 53.05 288.00 +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=10.0 ft 1 0.211 0.064 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.44 336.00 1589.47 0.51 18.39 288.00 +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=10.0 ft 1 0.211 0.064 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.44 336.00 1589.47 0.51 18.39 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S4l 1 0.2616 5.036 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.900 1.900 Overall MINimum 0.938 0.938 +D+H 0.963 0.963 +D+L+H 0.963 0.963 +D+Lr+H 0.963 0.963 +D+S+H 1.900 1.900 +D+0.750Lr+0.750L+H 0.963 0.963 +D+0.750L+0.750S+H 1.666 1.666 +D+0.60W+H 0.963 0.963 +D+0.70E+H 0.963 0.963 +D+0.750Lr+0.750L+0.450W+H 0.963 0.963 +D+0.750L+0.7505+0.450W+H 1.666 1.666 +D+0.750L+0.7505+0.5250E+H 1.666 1.666 +0.60D+0.60W+0.60H 0.578 0.578 +0.60D+0.70E+0.60H 0.578 0.578 D Only 0.963 0.963 Lr Only L Only S Only 0.938 0.938 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 8 725 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 Wood Beam File=K:'18055 Polygon at River Terrace(Area 3)\Engineering1637316373.ec6 ENERCALC,INC.1983-2017,Build 10.17.12.10,Ver:10.17.12.10 1-ic.#": ...LicenseeTENGINEERING 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 1BC 2015 Fb- 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0ksi 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(0.18)L(0.4) X a 4x10 Span 6.860 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0180, L=0.040 ksf, Tributary Width=10.0 ft DESIGN SUMMARY Design Maximum Bending Stress Ratio = 0.76a 1 Maximum Shear Stress Ratio 0.400 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 820.29 psi fv:Actual = 71.99 psi FB:Allowable = 1,067.67 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 3.430ft 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 0.054 in Ratio= 1516>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.079 in Ratio= 1045>=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 C i C r C m C t CL M fb F'b V fv Pv +D+H 0.00 0.00 0.00 0.00 Length=6.860 ft 1 0.265 0.138 0.90 1.200 1.00 1.00 1.00 1.00 0.99 1.06 254.57 962.21 0.48 22.34 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.860 ft 1 0.768 0.400 1.00 1.200 1.00 1.00 1.00 1.00 0.99 3.41 820.29 1067.67 1.55 71.99 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.860 ft 1 0.191 0.099 1.25 1.200 1.00 1.00 1.00 1.00 0.98 1.06 254.57 1329.73 0.48 22.34 225.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.860 ft 1 0.208 0.108 1.15 1.200 1.00 1.00 1.00 1.00 0.99 1.06 254.57 1225.20 0.48 22.34 207.00 +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=6.860 ft 1 0.511 0.265 1.25 1.200 1.00 1.00 1.00 1.00 0.98 2.82 678.86 1329.73 1.29 59.58 225.00 Wood Beam File K:\18055 Polygon at River Terrace(Area 3)\Engineering1637316373.ec6 ENERCALC,INC 1983-2017,Budd 10.17.12.10,Ver:10.17.12.10 ,.. 06002997 •... • tLicensee C,T.ENGINEERING,„ Description: CB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t C L M tb Pb V fv F'v +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.860 ft 1 0.554 0.288 1.15 1.200 1.00 1.00 1.00 1.00 0.99 2.82 678.86 1225.20 1.29 59.58 207.00 +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=6.860 ft 1 0.150 0.078 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.06 254.57 1692.20 0.48 22.34 288.00 +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=6.860 ft 1 0.150 0.078 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.06 254.57 1692.20 0.48 22.34 288.00 +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=6.860 ft 1 0.401 0.207 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.82 678.86 1692.20 1.29 59.58 288.00 +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=6.860 ft 1 0.401 0.207 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.82 678.86 1692.20 1.29 59.58 288.00 +D+0.750L+0.7505+0.5250E+H 1.200 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length=6.860 ft 1 0.401 0.207 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.82 678.86 1692.20 1.29 59.58 288.00 +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=6.860 ft 1 0.090 0.047 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.64 152.74 1692.20 0.29 13.40 288.00 +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=6.860 ft 1 0.090 0.047 1.60 1.200 1.00 1.00 1.00 1.00 0.98 0.64 152.74 1692.20 0.29 13.40 288.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.0787 3.455 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.989 1.989 Overall MINimum 1.372 1.372 +O+H 0.617 0.617 +D+L+H 1.989 1.989 +D+Lr+H 0.617 0.617 +D+S+H 0.617 0.617 +D+0.750Lr+0.750L+H 1.646 1.646 +D+0.750L+0.750S+H 1.646 1.646 +D+O.60W+H 0.617 0.617 +D+0.70E+H 0.617 0.617 +D+0.750Lr+0.750L+0.450W+H 1.646 1.646 +D+0.750L+0.750S+0.450W+H 1.646 1.646 +D+0.750L+0.750S+0.5250E+H 1.646 1.646 +0.60D+O.60W+0.60H 0.370 0.370 +0.60D+0.70E+O.60H 0.370 0.370 D Only 0.617 0.617 Lr Only L Only 1.372 1.372 S Only W Only E Only H Only Wood Beam File=K118055 Polygon at River Terrace(Area 3)\Engineering\6373\6373 ec6 ENERCALC,INC 1983 2017,Build 10 17 1210,Ver,1017.1210 • Lic.#:KW-08002997', T ENGIN 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+ 2250 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2250 psi Ebend-xx 1500 ksi Fc-Prll 1950 psi Eminbend-xx 792.718 ksi Wood Species : Roseburg Fc-Perp 575 psi Wood Grade : RigidLam LVL 1.5E Fv 220 psi Ft 1500 psi Density 41.81 pcf Beam Bracing : Completely Unbraced D(1.2)S(1.33) D(0.02394)L(0.0532) a a a a X X 2-1.75x11.87 Span=8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0180, L=0.040 ksf, Tributary Width=1.330 ft Point Load: D=1.20, S=1.330k@1.10ft DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.149 1 Maximum Shear Stress Ratio = 0.325 : 1 Section used for this span 2-1.75x11.87 Section used for this span 2-1.75x11.87 fb:Actual = 367.04 psi fv:Actual = 82.33 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#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 0.036 in Ratio= 2826>=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 C r Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.093 0.205 0.90 1.000 1.00 1.00 1.00 1.00 0.97 1.25 181.66 1958.88 1.12 40.54 198.00 +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 0.102 0.213 1.00 1.000 1.00 1.00 1.00 1.00 0.96 1.51 220.72 2163.26 1.30 46.86 220.00 +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 0.147 1.25 1.000 1.00 1.00 1.00 1.00 0.94 1.25 181.66 2653.08 1.12 40.54 275.00 +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 0.149 0.325 1.15 1.000 1.00 1.00 1.00 1.00 0.95 2.52 367.04 2461.27 2.28 82.33 253.00 Wood Beam File=K.118055 Polygon at River Terrace(Area 3)1Engineering1637316373.ec6 ENERCALC,INC.1983 2017,Build:10.17.12.10,Ver:10.17.1210 k-#:KV =t 02997 Licensi3eC.T.ENGINEERING Description: CB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t C L M fb F'b V fv 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 0.078 0.165 1.25 1.000 1.00 1.00 1.00 1.00 0.94 1.43 207.94 2653.08 1.25 45.28 275.00 +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 0.140 0.303 1.15 1.000 1.00 1.00 1.00 1.00 0.95 2.36 344.69 2461.27 2.12 76.62 253.00 +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 0.056 0.115 1.60 1.000 1.00 1.00 1.00 1.00 0.91 1.25 181.66 3265.69 1.12 40.54 352.00 +D+0.70E+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 0.056 0.115 1.60 1.000 1.00 1.00 1.00 1.00 0.91 1.25 181.66 3265.69 1.12 40.54 352.00 +0+0.750Lr+0.750L+0.450W+11 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 0.064 0.129 1.60 1.000 1.00 1.00 1.00 1.00 0.91 1.43 207.94 3265.69 1.25 45.28 352.00 +0+0.750L+0.7505+0.450W4l 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 0.106 0.218 1.60 1.000 1.00 1.00 1.00 1.00 0.91 2.36 344.69 3265.69 2.12 76.62 352.00 +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 0.106 0.218 1.60 1.000 1.00 1.00 1.00 1.00 0.91 2.36 344.69 3265.69 2.12 76.62 352.00 +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 0.069 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.75 109.00 3265.69 0.67 24.33 352.00 +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 0.069 1.60 1.000 1.00 1.00 1.00 1.00 0.91 0.75 109.00 3265.69 0.67 24.33 352.00 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deli Location in Span +D+0.750L+0.750S+0.5250E+H 1 0.0361 3.847 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.304 0.556 Overall MINimum 1.158 0.172 +D+H 1.146 0.257 +D+L+H 1.373 0.483 +D+Lr+H 1.146 0.257 +D+S+H 2.304 0.429 +D+0.750Lr+0.750L+H 1.316 0.427 +D+0.750L+0.750S+H 2.184 0.556 +D+0.60W+H 1.146 0.257 +D+0.70E+H 1.146 0.257 +D+0.750Lr+0.750L+0.450W+H 1.316 0.427 +D+0.750L+0.750S+0.450W+H 2.184 0.556 +D+0.750L+0.7505+0.5250E+H 2.184 0.556 +0.60D+0.60W+0.60H 0.688 0.154 +0.60D+0.70E+0.60H 0.688 0.154 D Only 1.146 0.257 Lr Only L Only 0.226 0.226 S Only 1.158 0.172 W Only E Only H Only Wood Beam Ale=K:118055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 ENERCALC,INC 1983 2017 Build 101712.10 Ver 1017.1210 tac.#:KW-06002997 ••• • ' LicenseeENGINEERING.:,` 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-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 3120pcf Beam Bracing : Completely Unbraced D(1.26, S(1.5) D(0.2125)L(0.34) b a x x ac 4x10 Span=6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=8.50 ft Point Load: D=1.260, S=1.50 k @ 1.50 ft DESIGN SUMMARYijk*Si E.A Maximum Bending Stress Ratio = 0.837: 1 Maximum Shear Stress Ratio = 0.634 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 1,027.27psi fv:Actual = 131.26 psi FB:Allowable = 1,227.30psi Fv:Allowable = 207.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 1.730ft 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 0.027 in Ratio= 2666>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.072 in Ratio= 997>=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 EN Ci Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.533 0.406 0.90 1.200 1.00 1.00 1.00 1.00 0.99 2.13 513.24 963.39 1.42 65.77 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.792 0.561 1.00 1.200 1.00 1.00 1.00 1.00 0.99 3.52 846.55 1069.18 2.18 100.96 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.385 0.292 1.25 1.200 1.00 1.00 1.00 1.00 0.99 2.13 513.24 1332.32 1.42 65.77 225.00 +D+541 1.200 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length=6.0 ft 1 0.748 0.570 1.15 1.200 1.00 1.00 1.00 1.00 0.99 3.82 917.97 1227.30 2.54 117.90 207.00 Wood Beam File=K\18055 Polygon at River Terrace(Area 3)\Engineering1637316373 ec6 ENERCALC,INC.1983 2017 Budd 10171210,Ver:10.171210 lac M-06002997 2997 ; . �,. ,, .'. ,, Licensee.:C,T.ENGINEERING ,,,... Description: CB-3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r Cm C t CL M fb F'b V fv 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=6.0 ft 1 0.569 0.410 1.25 1.200 1.00 1.00 1.00 1.00 0.99 3.15 758.51 1332.32 1.99 92.16 225.00 +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=6.0 ft 1 0.837 0.634 1.15 1.200 1.00 1.00 1.00 1.00 0.99 4.27 1,027.27 1227.30 2.83 131.26 207.00 +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=6.0 ft 1 0.302 0.228 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.13 513.24 1697.06 1.42 65.77 288.00 +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=6.0 ft 1 0.302 0.228 1.60 1.200 1.00 1.00 1.00 1.00 0.98 2.13 513.24 1697.06 1.42 65.77 288.00 +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=6.0 ft 1 0.447 0.320 1.60 1.200 1.00 1.00 1.00 1.00 0.98 3.15 758.51 1697.06 1.99 92.16 288.00 +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=6.0 ft 1 0.605 0.456 1.60 1.200 1.00 1.00 1.00 1.00 0.98 4.27 1,027.27 1697.06 2.83 131.26 288.00 +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=6.0 ft 1 0.605 0.456 1.60 1.200 1.00 1.00 1.00 1.00 0.98 4.27 1,027.27 1697.06 2.83 131.26 288.00 +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=6.0 ft 1 0.181 0.137 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.28 307.94 1697.06 0.85 39.46 288.00 +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=6.0 ft 1 0.181 0.137 1.60 1.200 1.00 1.00 1.00 1.00 0.98 1.28 307.94 1697.06 0.85 39.46 288.00 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 0.0722 2.847 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.191 1.999 Overall MINimum 1.125 0.375 +D+H 1.583 0.953 +D+L+H 2.603 1.973 +D+Lr+H 1.583 0.953 +D+S+H 2.708 1.328 +D+0.750Lr+0.750L+H 2.348 1.718 +D+0.750L+0.750S+H 3.191 1.999 +D+0.60W+H 1.583 0.953 +D+0.70E+H 1.583 0.953 +D+0.750Lr+0.750L+0.450W+H 2.348 1.718 +D+0.750L+0.750S+0.450W+H 3.191 1.999 +D+0.750L+0.750S+0.5250E+H 3.191 1.999 +0.60D+0.60W+0.60H 0.950 0.572 +0.60D+0.70E+0.60H 0.950 0.572 D Only 1.583 0.953 Lr Only L Only 1.020 1.020 S Only 1.125 0.375 W Only E Only H Only General FootingFile K:\18055 River Terrace-Polygon\Engineering\6373\6373ec6 ENERCALC INC 1983 2017,'Build 101712.10 Ver.10.17.1210 , 7 .. " ' z';'''..'`4�` NGIN ...R.. 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 q 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 Footing Thickness = 10.0 in AAA Ate ' � _. ✓1 Pedestal dimensions... k px:parallel to X-X Axis = inz. pz:parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... y at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis = Number of Bars 4.0 ReinforcingBar Size = # 3 . to Z Z ; :*y,,°,-,#F.HV**,;::;':'' '::::::::;;:::j:t::.:ir!;f,s,fkifotrsr7e'Av4';i';41L:T7f';:t74,.,'T, Numberparallel of Bars Axis = 3.0 - 1 -` Bars Reinforcing Bar Size = # 4 Bandwidth Distribution Check ACI 15.4.4.2 I Direction Requiring Closer Separation n/a "�' #Bars required within zone n/a #Bars required on each side of zone n/a xse"'°"`°° "9 t°'z -tee x Applied Loads D Lr L S W E H P:Column Load = 1.23 2.70 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft k V-x = k V-z = General Footin File K:118055River Terrace-Polygon\Engineenng16373\6373ec6 g ENERCALC INC 1983-2017,Budd 10 17 12 10Ver 10171210 tit':#'I' s • `' -“ nay ��` �..r1 �� ENGINEERING; Description • FTG-1 DESIGN SUMMARYDesign:OK,' __ Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9705 Soil Bearing 1.941 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 0.08177 Z Flexure(+X) 0.7245 k-ft/ft 8.860 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.08177 Z Flexure(-X) 0.7245 k-ft/ft 8.860 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06091 X Flexure(+Z) 0.7245 k-ft/ft 11.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06091 X Flexure(-Z) 0.7245 k-ft/ft 11.894 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.06159 1-way Shear(+X) 5.060 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06159 1-way Shear(-X) 5.060 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06159 1-way Shear(+Z) 5.060 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.06159 1-way Shear(-Z) 5.060 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1540 2-way Punching 25.301 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 0.7408 0.7408 n/a n/a 0.370 X-X,+D+L+H 2.0 n/a 0.0 1.941 1.941 n/a n/a 0.971 X-X,+D+Lr+H 2.0 n/a 0.0 0.7408 0.7408 n/a n/a 0.370 X-X,+D+S+H 2.0 n/a 0.0 0.7408 0.7408 n/a n/a 0.370 X-X,+D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.641 1.641 n/a n/a 0.821 X-X,+D+0.750L+0.750S+H 2.0 n/a 0.0 1.641 1.641 n/a n/a 0.821 X-X,+D+0.60W+H 2.0 n/a 0.0 0.7408 0.7408 n/a n/a 0.370 X-X,+D+0.70E+H 2.0 n/a 0.0 0.7408 0.7408 n/a n/a 0.370 X-X,+D+0.750Lr+0.750L+0.450W+H 2.0 n/a 0.0 1.641 1.641 n/a n/a 0.821 X-X,+D+0.750L+0.750S+0.450W+H 2.0 n/a 0.0 1.641 1.641 n/a n/a 0.821 X-X,+D+0.750L+0.7505+0.5250E+H 2.0 n/a 0.0 1.641 1.641 n/a n/a 0.821 X-X,+0.60D+0.60W+0.60H 2.0 n/a 0.0 0.4445 0.4445 n/a n/a 0.222 X-X,+0.60D+0.70E+0.60H 2.0 n/a 0.0 0.4445 0.4445 n/a n/a 0.222 Z-Z,+D+H 2.0 0.0 n/a n/a n/a 0.7408 0.7408 0.370 Z-Z,+D+L+H 2.0 0.0 n/a n/a n/a 1.941 1.941 0.971 Z-Z,+D+Lr+H 2.0 0.0 n/a n/a n/a 0.7408 0.7408 0.370 Z-Z,+D+S+H 2.0 0.0 n/a n/a n/a 0.7408 0.7408 0.370 Z-Z,+D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.641 1.641 0.821 Z-Z,+D+0.750L+0.750S+H 2.0 0.0 n/a n/a n/a 1.641 1.641 0.821 Z-Z,+D+0.60W+H 2.0 0.0 n/a n/a n/a 0.7408 0.7408 0.370 Z-Z,+D+0.70E+H 2.0 0.0 n/a n/a n/a 0.7408 0.7408 0.370 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.0 0.0 n/a n/a n/a 1.641 1.641 0.821 Z-Z,+D+0.750L+0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.641 1.641 0.821 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.641 1.641 0.821 Z-Z,+0.60D+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.4445 0.4445 0.222 Z-Z,+0.60D+0.70E--0.60H 2.0 0.0 n/a n/a n/a 0.4445 0.4445 0.222 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 FootingFile=K:118055 River Terrace Polygon\Engineering1637316373 ec6 ENERCALC INC 1983-2017,Budd 10171210,Ver 10.17.12.10 Lic.#:KW 002997"`...i ' ...,, .". ,.. .: Licensee'C.T.ENGINEERING Description: FTG-1 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface in"2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.2153 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.40D+1.60H 0.2153 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7245 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.7245 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7245 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7245 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3533 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.3533 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1845 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.1845 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3533 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.3533 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1845 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1845 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.3533 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.3533 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3533 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.3533 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3533 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.3533 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+W+0.90H 0.1384 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+W+0.90H 0.1384 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+E+0.90H 0.1384 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+E+0.90H 0.1384 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK Z-Z,+1.40D+1.60H 0.2153 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.40D+1.60H 0.2153 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7245 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.7245 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7245 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7245 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3533 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.3533 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1845 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.1845 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D-f0.50L+1.60S+1.60H 0.3533 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.3533 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.605+0.50W+1.60H 0.1845 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.1845 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3533 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.3533 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3533 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.3533 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.3533 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.3533 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+W+0.90H 0.1384 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+W+0.90H 0.1384 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+E+0.90H 0.1384 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+E+0.90H 0.1384 +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 1.50 psi 1.50 psi 1.50 psi 1.50 psi 1.50 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+1.60L+1.60H 5.06 psi 5.06 psi 5.06 psi 5.06 psi 5.06 psi 82.16 psi 0.06 0.00 +1.20D+1.60L+0.50S+1.60H 5.06 psi 5.06 psi 5.06 psi 5.06 psi 5.06 psi 82.16 psi 0.06 0.00 +1.20D+1.60Lr+0.50L+1.60H 2.47 psi 2.47 psi 2.47 psi 2.47 psi 2.47 psi 82.16 psi 0.03 0.00 +1.200+1.60Lr+0.50W+1.60H 1.29 psi 1.29 psi 1.29 psi 1.29 psi 1.29 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.605+1.60H 2.47 psi 2.47 psi 2.47 psi 2.47 psi 2.47 psi 82.16 psi 0.03 0.00 +1.20D+1.60S+0.50W+1.60H 1.29 psi 1.29 psi 1.29 psi 1.29 psi 1.29 psi 82.16 psi 0.02 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 2.47 psi 2.47 psi 2.47 psi 2.47 psi 2.47 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+0.50S+W+1.60H 2.47 psi 2.47 psi 2.47 psi 2.47 psi 2.47 psi 82.16 psi 0.03 0.00 +1.20D+0.50L+0.70S+E+1.60H 2.47 psi 2.47 psi 2.47 psi 2.47 psi 2.47 psi 82.16 psi 0.03 0.00 +0.90D+W+0,90H 0.97 Psi 0.97 psi 0.97 psi 0.97 psi 0.97 psi 82.16 psi 0.01 0.00 General FootingFile K118055 River Terrace Polygon\Engineering\637316373ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver.10.1712.10 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 0.97 psi 0.97 psi 0.97 psi 0.97 psi 0.97 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 7.52 psi 164.32psi 0.04575 OK +1.20D+0.50Lr+1.60L+1.60H 25.30 psi 164.32psi 0.154 OK +1.20D+1.60L+O.50S+1.60H 25.30 psi 164.32psi 0.154 OK +1.20D+1.60Lr+0.50L+1.60H 12.34 psi 164.32psi 0.07508 OK +1.20D+1.60Lr+0.50W+1.60H 6.44 psi 164.32psi 0.03921 OK +1.20D+0.50L+1.60S+1.60H 12.34 psi 164.32psi 0.07508 OK +1.20D+1.60S+0.50W+1.60H 6.44 psi 164.32psi 0.03921 OK +1.20D+0.50Lr+0.50L+W+1.601-1 12.34 psi 164.32psi 0.07508 OK +1.20D+0.50L+0.50S+W+1.60H 12.34 psi 164.32psi 0.07508 OK +1.20D+0.50L+O.70S+E+1.60H 12.34 psi 164.32psi 0.07508 OK +0.90D+W+O.90H 4.83 psi 164.32 psi 0.02941 OK +0.90D+E+0.90H 4.83 psi 164.32 psi 0.02941 OK General Footing File=K:118055River Terrace-Polygon\Engineenng1637316373ec6 g ENERCALC.INC.1983-2017.Build 10 1712 10 Ver.10.17.1210 ::C T ENGINEERINO. 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 = Yes 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 Footing Thickness = 10.0 in , Pedestal dimensions... x , x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in a. Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in , ,.. ,' i 1 0 Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 3 _ Bars parallel to Z Z Axis 7 gym_,. AW Number of Bars = 3.0 • 7 � Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a �� : ---� - _�--- -- ' #Bars required within zone n/a #Bars required on each side of zone n/a x-X Beckon Looking to-,,Z Applied Loads D Lr L S W E H P:Column Load = 1.94 2.0 1.125 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k General Footing File=K:118055 River Terrace Polygon\Engineering16373\6373ec6 g ENERCALC,INC.1983-2017.Build 10 17.12.10,Ver:10.17.1210 Description: FTG-2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9548 Soil Bearing 2.025 ksf 2.121 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 0.08592 Z Flexure(+X) 0.7613 k-ft/ft 8.860 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.08592 Z Flexure(-X) 0.7613 k-ft/ft 8.860 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06401 X Flexure(+Z) 0.7613 k-ft/ft 11.894 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.06401 X Flexure(-Z) 0.7613 k-ft/ft 11.894 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.06472 1-way Shear(+X) 5.317 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06472 1-way Shear(-X) 5.317 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06472 1-way Shear(+Z) 5.317 psi 82.158 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06472 1-way Shear(-Z) 5.317 psi 82.158 psi +1.20D+1.60L+0.505+1.60H PASS 0.1618 2-way Punching 26.587 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 2.121 n/a 0.0 0.9831 0.9831 n/a n/a 0.464 X-X,+D+L+H 2.121 n/a 0.0 1.872 1.872 n/a n/a 0.883 X-X,+D+Lr+H 2.121 n/a 0.0 0.9831 0.9831 n/a n/a 0.464 X-X,+D+S+H 2.121 n/a 0.0 1.483 1.483 n/a n/a 0.699 X-X,+D+0.750Lr+0.750L+H 2.121 n/a 0.0 1.650 1.650 n/a n/a 0.778 X-X,+D+0.750L+0.750S+H 2.121 n/a 0.0 2.025 2.025 n/a n/a 0.955 X-X,+D+0.60W+H 2.121 n/a 0.0 , 0.9831 0.9831 n/a n/a 0.464 X-X,+D+0.70E+H 2.121 n/a 0.0 0.9831 0.9831 n/a n/a 0.464 X-X,+D+0.750Lr+0.750L+0.450W+H 2.121 n/a 0.0 1.650 1.650 n/a n/a 0.778 X-X,+D+0.750L+0.750S+0.450W+H 2.121 n/a 0.0 2.025 2.025 n/a n/a 0.955 X-X,+D+0.750L+0.750S+0.5250E+H 2.121 n/a 0.0 2.025 2.025 n/a n/a 0.955 X-X,+0.60D+0.60W+0.60H 2.121 n/a 0.0 0.5898 0.5898 n/a n/a 0.278 X-X,+0.60D+0.70E+0.60H 2.121 n/a 0.0 0.5898 0.5898 n/a n/a 0.278 Z-Z,+D+H 2.121 0.0 n/a n/a n/a 0.9831 0.9831 0.464 Z-Z,+D+L+H 2.121 0.0 n/a n/a n/a 1.872 1.872 0.883 Z-Z,+D+Lr+H 2.121 0.0 n/a n/a n/a 0.9831 0.9831 0.464 Z-Z,+D+S+H 2.121 0.0 n/a n/a n/a 1.483 1.483 0.699 Z-Z,+D+0.750Lr+0.750L+H 2.121 0.0 n/a n/a n/a 1.650 1.650 0.778 Z-Z,+D+0.750L+0.750S+H 2.121 0.0 n/a n/a n/a 2.025 2.025 0.955 Z-Z,+D+0.60W+H 2.121 0.0 n/a n/a n/a 0.9831 0.9831 0.464 Z-Z,+D+0.70E+H 2.121 0.0 n/a n/a n/a 0.9831 0.9831 0.464 Z-Z,+D+0.750Lr+0.750L+0.450W+fi 2.121 0.0 n/a n/a n/a 1.650 1.650 0.778 Z-Z,+D+0.750L+0.750S+0.450W+H 2.121 0.0 n/a n/a n/a 2.025 2.025 0.955 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.121 0.0 n/a n/a n/a 2.025 2.025 0.955 Z-Z,+0.60D+0.60W+0.60H 2.121 0.0 n/a n/a n/a 0.5898 0.5898 0.278 Z-Z,+0.60D+0.70E+0.60H 2.121 0.0 n/a n/a n/a 0.5898 0.5898 0.278 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 File-K118055 River Terrace-Polygon\Engineering1637316373ec6 �y g ENERCALC INC.'1983 2017,Build:10.17.12.10,Ver:10.17.12110� Description: FTG-2 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 0.3395 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.40D+1.60H 0.3395 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6910 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.6910 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7613 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.7613 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.4160 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.4160 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2910 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.2910 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.6410 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.6410 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60S+0.50W+1.60K 0.5160 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.5160 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4160 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.4160 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4863 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.4863 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.5144 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.5144 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+W+0.90H 0.2183 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+W+0.90H 0.2183 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+E+0.90H 0.2183 +Z Bottom 0.216 Min Temp% 0.40 11.894 OK X-X,+0.90D+E+0.90H 0.2183 -Z Bottom 0.216 Min Temp% 0.40 11.894 OK Z-Z,+1.40D+1.60H 0.3395 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.40D+1.60H 0.3395 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6910 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.6910 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7613 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.7613 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 0.4160 -X Bottom . 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60K 0.4160 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.2910 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60K 0.2910 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.6410 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.6410 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.5160 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.5160 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.4160 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.4160 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60K 0.4863 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.4863 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5144 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 0.5144 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+W+0.90H 0.2183 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+W+0.90H 0.2183 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+E+0.90H 0.2183 -X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+0.90D+E+0.90H 0.2183 +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 2.37 psi 2.37 psi 2.37 psi 2.37 psi 2.37 psi 82.16 psi 0.03 0.00 +1.20D+0.50Lr+1.60L+1.60H 4.83 psi 4.83 psi 4.83 psi 4.83 psi 4.83 psi 82.16 psi 0.06 0.00 +1.20D+1.60L+0.50S+1.601-1 5.32 Psi 5.32 psi 5.32 psi 5.32 psi 5.32 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+1.60K 2.03 psi 2.03 psi 2.03 psi 2.03 psi 2.03 psi 82.16 psi 0.02 0.00 +1.20D+0.50L+1.60S+1.60H 4.48 Psi 4.48 psi 4.48 psi 4.48 psi 4.48 psi 82.16 psi 0.05 0.00 +1.20D+1.60S+0.50W+1.60H 3.60 psi 3.60 psi 3.60 psi 3.60 psi 3.60 psi 82.16 psi 0.04 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+0.50S+W+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+0.50L+0.70S+E+1.60H 3.59 psi 3.59 psi 3.59 psi 3.59 psi 3.59 psi 82.16 psi 0.04 0.00 +0.90D+W+0.90H 1.52 psi 1.52 psi 1.52 psi 1.52 psi 1.52 psi 82.16 psi 0.02 0.00 General FootingFile-K118055 River Terrace-Polygon\Engineering16373\6373.ec6 q ENERCALC INC 1983 2017 Build 10.17.12.10,Ver.10.17.1210 60....... ..7 \\ \ i 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!Phi*Vn Status +0.90D+E+0.90H 1.52 psi 1.52 psi 1.52 psi 1.52 psi 1.52 psi 82.16 psi 0.02 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu!Phi*Vn Status +1.40D+1.60H 11.86 psi 164.32psi 0.07215 OK +1.20D+0.50Lr+1.60L+1.60H 24.13 psi 164.32psi 0.1469 OK +1.20D+1.60L+0.505+1.60H 26.59 psi 164.32psi 0.1618 OK +1.20D+1.60Lr+0.50L+1.60H 14.53 psi 164.32psi 0.08841 OK +1.20D+1.60Lr+0.50W+1.60H 10.16 psi 164.32psi 0.06185 OK +1.20D+0.50L+1.60S+1.60H 22.39 psi 164.32psi 0.1362 OK +1.20D+1.605+0.50W+1.60H 18.02 psi 164.32psi 0.1097 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.53 psi 164.32psi 0.08841 OK +1.20D+0.50L+0.50S+W+1.60H 16.98 psi 164.32psi 0.1034 OK +1.20D+0.50L+0.705+E+1.60H 17.97 psi 164.32 psi 0.1093 OK +0.90D+W+0.90H 7.62 psi 164.32 psi 0.04639 OK +0.90D+E+0.90H 7.62 psi 164.32 psi 0.04639 OK General Footing File K118055River Terrace-Polygon\Engineering1637316373ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.1210 Lib.#:KW- 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 = Yes 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 when max.length or width is greater than Add Pedestal Wt for Soil Pressure : No = ft Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft z Footing Thickness = 10.0 in ' — i I Pedestal dimensions... x x px:parallel to X-X Axis = in pz:parallel to Z-Z Axis = in Heightin RebarCenterlineto Edge of Concrete... ,'- 1 fv &0 . at Bottom of footing = 3.0 in w Reinforcing Zz Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 • e 1 .'.,61 -. Bars parallel to Z-Z Axis e . ' Number of Bars = 3.0 f_ ▪F Reinforcing Bar Size = # 5 :g _ _� a Bandwidth Distribution Check (ACI 15.4.4.2) .,I I. Direction Requiring Closer Separation n/a #Bars required within zone 22Sesta-L #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 3.67 0.0 6.120 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k General FOOtICI File=K:\18055River Terrace-PolygonlEngineering1637316373ec6 g ENERCALC,INC 1983 2017 Build 10 171210 Ver 10 17 12 10 t Lrc .KW0294" _ a „ : ,. • � °, .LICWISee 1;C.T.ENGINEERING Description: FTG-3 DESIGN SUMMARY _` Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8303 Soil Bearing 1.761 ksf 2.121 ksf +D+S+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 0.1598 Z Flexure(+X) 1.775 k-ft/ft 11.107 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1598 Z Flexure(-X) 1.775 k-ft/ft 11.107 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.1598 X Flexure(+Z) 1.775 k-ft/ft 11.107 k-ft/ft +1.20D+0.50L+1.605+1.60H PASS 0.1598 X Flexure(-Z) 1.775 k-ft/ft 11.107 k-ft/ft +1.20D+0.50L+1.60S+1.60H PASS 0.2222 1-way Shear(+X) 18.252 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2222 1-way Shear(-X) 18.252 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2222 1-way Shear(+Z) 18.252 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.2222 1-way Shear(-Z) 18.252 psi 82.158 psi +1.20D+0.50L+1.60S+1.60H PASS 0.4154 2-way Punching 68.257 psi 164.317 psi +1.20D+0.50L+1.605+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++1 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+L+H 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+Lr+H 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+S+H 2.121 n/a 0.0 1.761 1.761 n/a n/a 0.830 X-X,+D+0.750Lr+0.750L+H 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+0.750L+0.750S+H 2.121 n/a 0.0 1.516 1.516 n/a n/a 0.715 X-X,+D+0.60W+H 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+0.70E+H 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+0.750Lr+0.750L+0.450W+H 2.121 n/a 0.0 0.7814 0.7814 n/a n/a 0.368 X-X,+D+0.750L+0.750S+0.450W+H 2.121 n/a 0.0 1.516 1.516 n/a n/a 0.715 X-X,+D+0.750L+0.750S+0.5250E+H 2.121 n/a 0.0 1.516 1.516 n/a n/a 0.715 X-X,+0.60D+0.60W+0.60H 2.121 n/a 0.0 0.4688 0.4688 n/a n/a 0.221 X-X,+0.60D+0.70E+0.60H 2.121 n/a 0.0 0.4688 0.4688 n/a n/a 0.221 Z-Z,+D+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+L+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+Lr+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+S+H 2.121 0.0 n/a n/a n/a 1.761 1.761 0.830 Z-Z,+D+0.750Lr+0.750L+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+0.750L+0.750S+H 2.121 0.0 n/a n/a n/a 1.516 1.516 0.715 Z-Z,+D+0.60W+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+0.70E+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.121 0.0 n/a n/a n/a 0.7814 0.7814 0.368 Z-Z,+D+0.750L+0.750S+0.450W+H 2.121 0.0 n/a n/a n/a 1.516 1.516 0.715 Z-Z,+D+0.750L+0.750S+0.5250E+H 2.121 0.0 n/a n/a n/a 1.516 1.516 0.715 Z-Z,+0.60D+0.60W+0.60H 2.121 0.0 n/a n/a n/a 0.4688 0.4688 0.221 Z-Z,+0.60D+0.70E+0.60H 2.121 0.0 n/a n/a n/a 0.4688 0.4688 0.221 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 FoolingFile=,K:\18055 River Terrace Polygon\Engineering16373\6373ec6 ENERCALC,INC.19�83-2017,Build:10.17.12.10,Ver:10.17.1210 licensee:GS,ENGINEERING Description: FTG-3 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 0.6423 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.40D+1.60H 0.6423 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.5505 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.5505 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.9330 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.9330 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5505 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5505 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5505 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.5505 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.775 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.775 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.775 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+1.60S+0.50W+1.60H 1.775 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5505 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5505 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9330 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.9330 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.086 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 1.086 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+0.90D+W+0.90H 0.4129 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+0.90D+W+0.90H 0.4129 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+0.90D+E+0.90H 0.4129 +Z Bottom 0.216 Min Temp% 0.3720 11.107 OK X-X,+0.90D+E+0.90H 0.4129 -Z Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.40D+1.60H 0.6423 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.40D+1.60H 0.6423 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.5505 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.5505 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60L+0.50S+1.6011 0.9330 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 0.9330 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60Lr+0.50L+1.6011 0.5505 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60Lr+0.50L+1.601-1 0.5505 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.5505 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.5505 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.775 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.775 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.775 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 1.775 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5505 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1-.20D+0.50Lr+0.50L+W+1.60H 0.5505 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9330 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.9330 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 1.086 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+0.50L+0.705+E+1.60H 1.086 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+0.90D+W-'0.90H 0.4129 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+0.90D+W+0.90H 0.4129 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+0.90D+E+0.90H 0.4129 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+0.90D+E+0.90H 0.4129 +X Bottom 0.216 Min Temp% 0.3720 11.107 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.61 psi 6.61 psi 6.61 psi 6.61 psi 6.61 psi 82.16 psi 0.08 0.00 +1.20D+0.50Lr+1.60L+1.60H 5.66 psi 5.66 psi 5.66 psi 5.66 psi 5.66 psi 82.16 psi 0.07 0.00 +1.20D+1.60L+0.50S+1.60H 9.60 Psi 9.60 psi 9.60 psi 9.60 psi 9.60 psi 82.16 psi 0.12 0.00 +1.20D+1.60Lr+0.50L+1.60H 5.66 psi 5.66 psi 5.66 psi 5.66 psi 5.66 psi 82.16 psi 0.07 0.00 +1.20D+1.60Lr+0.50W+1.60H 5.66 Psi 5.66 psi 5.66 psi 5.66 psi 5.66 psi 82.16 psi 0.07 0.00 +1.20D+0.50L+1.60S+1.60H 18.25 Psi 18.25 psi 18.25 psi 18.25 psi 18.25 psi 82.16 psi 0.22 0.00 +1.20D+1.60S+0.50W+1.60H 18.25 psi 18.25 psi 18.25 psi 18.25 psi 18.25 psi 82.16 psi 0.22 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 5.66 Psi 5.66 psi 5.66 psi 5.66 psi 5.66 psi 82.16 psi 0.07 0.00 +1.20D+0.50L+0.50S+W+1.60H 9.60 Psi 9.60 psi 9.60 psi 9.60 psi 9.60 psi 82.16 psi 0.12 0.00 +1.20D+0.50L+0.70S+E+1.60H 11.17 psi 11.17 psi 11.17 psi 11.17 psi 11.17 psi 82.16 psi 0.14 0.00 +0.90D+W+0.90H 4.25 psi 4.25 psi 4.25 psi 4.25 psi 4.25 psi 82.16 psi 0.05 0.00 General Footing• File=K118055 River Terrace-Polygon\Engineering1637316373ec6 ENERCALC INC.1983-2017.Build:10.17.12.10 Ver.10.17.1210 97 ' a, -. - ` ,. ,... Licensee C.1%ENGINEERING Description: FTG-3 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +0.90D+E+0.90H 4.25 psi 4.25 psi 4.25 psi 4.25 psi 4.25 psi 82.16 psi 0.05 0.00 Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 24.70 psi 164.32psi 0.1503 OK +1.20D+0.50Lr+1.60L+1.60H 21.18 psi 164.32psi 0.1289 OK +1.20D+1.60L+0.50S+1.60H 35.89 psi 164.32psi 0.2184 OK +1.20D+1.60Lr+0.50L+1.60H 21.18 psi 164.32psi 0.1289 OK +1.20D+1.60Lr+0.50W+1.60H 21.18 psi 164.32psi 0.1289 OK +1.20D+0.50L+1.605+1.60H 68.26 psi 164.32psi 0.4154 OK +1.20D+1.605+0.50W+1.60H 68.26 psi 164.32psi 0.4154 OK +1.20D+0.50Lr+0.50L+W+1.60H 21.18 psi 164.32psi 0.1289 OK +1.20D+0.50L+0.50S+W+1.60H 35.89 psi 164.32psi 0.2184 OK +1.20D+0.50L+0.70S+E+1.60H 41.77 psi 164.32psi 0.2542 OK +0.90D+W+0.90H 15.88 psi 164.32psi 0.09665 OK +0.90D+E+0.90H 15.88 psi 164.32psi 0.09665 OK CT ENGINEERING INC 180 Nickerson St. 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 tlig » r: i f _ l - 3 -. C x„ �.: t . .Ti r a awn USGS-Provided Output SS = 0.971 g SMS = 1.080 g Sos = 0.720 g Sl = 0.422 g SMl = 0.666 g Sol = 0.444 g For information on how the SS and S1 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. MCEa Response Spectrum Design Response Spectrum from 1..1 r.z r cam; r' ( CLK3 t ams i u�z 0.44 WU on 4).11 4t. n. fl.zo oAo Abo 0J I,e'.o 1. a IAO 1Pi Lgo X x.1 01) 0.22o 0Ari oho n1) 1151 L."10 I:4) .11)) 150 21N) Period,T(sect Period,T tsec4 For PGA,,TL, CRs, and CRL 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 MIMS 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 [1] Ss = 0.971 g From Figure 22-2(21 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 N or NCh 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: lft/s = 0.3048 m/s 11b/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 (MCE.$) 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, Fa = 1.112 Table 11.4-2: Site Coefficient F„ Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 < 0.10 S1 = 0.20 S1 = 0.30 Sr = 0.40 Si >_ 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 Si = 0.422 g, F„ = 1.578 https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-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/ x 1.080 = 0.720 g Equation (11.4-4): SD1 = 2/3 SMl = 2/3 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 TeTq g=S (0A+p;6TJT;,) — .- �a TTfTTS_S, S f f TS<TSTL:Sn—S,,#T 1 f K 1 t T>TL-S,=SD,TL/T S3!=40.444 _ _ i ! ! i ! t f 1 f i f f z € I f E I � 4 ! t 1 1 ! ! 1 1 1 T1 1 .=0.123 7,=0.617 1000 Period,T 1st) 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. NE=1..O .1 .- i i 1 � I t i a I i € I Sd f 1 f i f k F f ( i f t I � I i F i i I I I i 1 � 1 1 i F I 1 T,;=0.1_3 Ts=0,617 1.00€o itrkldw T ism) https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=mini mal&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[4] PGA = 0.425 Equation (1L8-1): 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 5 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 ,1 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[5] CRs = 0.897 From Figure 22-18161CR1 = 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 SOS < 0.167g A A A 0.167g <_ Sps < 0.33g B B C 0.33g <_ Sps < 0.509 C C D 0.50g 5 SDS D D D For Risk Category = I and SOS = 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 <_ SD1 < 0.133g B B C 0.133g <_ SD1 < 0.20g C C D 0.20g5SD1 D D D For Risk Category = I and SD1 = 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/cn2ldesign maps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 6/6 ..,2,,....w.,..' FF1 e c" wn 2121531 COM 9 :.•i SS-3 I' 1\ e e AI 9r, 0 ] e .• .• .• -- SS2 ---- : E CO 1 j 45 F-2 c 1 : r--1 .• .: : L; : i , : .• reT : : . i .._ .•• : -------'. : : .-----• , . . : . [ I nL .• 1 : / . , ....1r 11 40110,41Pra . ss-i , ,--...., = SS-4 C ' 0 i I i Tj r-1 0 1—C1 r D ca 1 : 6 : r F-1 i -If C .• • C5 i• CL.M. 05 F-3 .- 45 La: aLJ [ST7,1,1 STHD1.1 _ 'Th p, Th131,1 r ,'MD14 : 0 Go 1 •--- . : '---, F-4 F-5 i .• , i'.. '. .& ! .• ,.', I * I SS-5 0 --I 0 @ SHEAR PLAN 2015 IBC SEISMIC OVERVIEW SHEET TITLE: 2015 IBC SEISMIC OVERVIEW CT PROJECT# : 18055- Plan 6373 Step# 2015 IBC ASCE 7-10 1. OCCUPANCY CATEGORY TYPE = IT 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. = 0 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.gov/designmaps/us/application.php http://earthquake.usqs.gov/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 SMI= F„*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 Sips=2/3 *SMS Sips= 0.72 EQ 16-39 EQ 11.4-3 Sipe=2/3 *SM1 5D1= 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&W) 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&W) 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 6373 Sos= 0.72 h„ = 10.00 (ft) SD,= 0.44 X = 0.75 ASCE 7(Table 12.8-2) R= 6.5 Ct= 0.020 ASCE 7(Table 12.8-2) IE= 1.0 T= 0.112 ASCE 7(EQ 12.8-7) Si= 0.42 k = 1 ASCE 7(Section 12.8.3) TL= 6 ASCE 7(Section 11.4.5: Figure 22-12) Cs=Sos/(R/IE) 0.111 W ASCE 7(EQ 12.8-2) Cs=SDI/(T*(R/IE)) (for T<T L) 0.608 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(Sol*TO/(T2*(R/IE)) (for T>TL) 0.000 W ASCE 7(EQ 12.8-4)(MAX.) Cs=0.044* SDs . IE >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 Si>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 wX *hxk DESIGN SUM LEVEL Height (ft) h; (ft) (sgft) (ksf) (kips) (kips) Ew, *h;k Vi DESIGN Vi Roof - 10.00 10.00 4320 0.020 86.4 864.0 1.00 6.98 6.98 1st(SOG) 10.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 6.98 0.00 0.00 0.00 0 0.000 0 0.0 0.00 0.00 6.98 0.00 0.00 SUM= 86.4 864.0 1.00 6.98 3.7 E=V= 9.97 (LRFD) 0.7 E= 6.98 (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 2015 IBC ASCE 7-10 Ridge Elevation(ft)= 21.75 21.75 ft. Roof Plate Ht.= 10.00 10.00 Roof Mean Ht.= 15.88 15.88 ft. --- --- Building Width= 63.0 72.5 ft. V ult. Wind Speed 3 Sec.Gust= 110 110 mph Figure 1609 Fig. 26.5-1A thru C V asd. Wind Speed 3 Dec.Gust= 85 85 mph (EQ 16-33) Exposure= B B lw= 1.0 1.0 N/A N/A Roof Type= gable gable Ps3o A= 25.4 21.6 psf(Ult.) Figure 28.6-1 Ps3o B= -1.6 21.6 psf(Ult.) Figure 28.6-1 Ps3o c= 17.6 17.2 psf(Ult.) Figure 28.6-1 Ps3o D= 0.1 17.2 psf(Ult.) Figure 28.6-1 A= 1.00 1.00 Figure 28.6-1 Kit= 1.00 1.00 Section 26.8 windward/lee= 1.00 1.00 X*Kzt*I : 1 1 Ps=A*Kzt*I*Ps30= (Eq.28.6-1) PsA = 25.35 21.60 psf(Ult.) (Eq.28.6-1) PSB = -1.55 21.60 psf(Ult.) (Eq.28.6-1) Psc = 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.) PSB and D average= -0.8 19.4 psf(Ult.) a= 6.3 6.3 Figure 28.6-1 2a= 12.6 12.6 width-2*2a= 37.8 47.3 MAIN WIND-ASCE 7-10 CHAPTER 28 PART: I Areas(F-B) Areas(S-S) (F-B) (S-S) Wind(F-B) Wind(S-S) width factor roof---> 1.00 1.00 1.00 1.00 DIAPHR. Story Elevation Height AA 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)(sq.ft) per 28.6.4 per 28.6.4 Roof-Ridge 11.75 21.75 21.75 11.8 0 148.1 0 592.2 0 148.1 0 703.8 3.0 3.4 -0.10 7.65 Base-Roof 10.00 10.00 10.00 10.0 126 0 504 0 126 0 599 0 8.0 9.2 6.02 6.51 AF= 1370 AF= 1577 10.96 12.62 V(F-B)= 5.92 V(S-S)= 14.16 V(F-B)= 10.96 V(S-S)= 14.16 0.6V(F-B)= 6.58 0.6V(S-S)= 8.50 SHEET TITLE: 2015 IBC SHEARWALLS: PER ANSI/AF&PA SDPWS-2008 Table 4.3A CT PROJECT#: 18055- Plan 6373 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 6373 Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 6.98 kips Design Wind N-S V i= 6.58 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.98 kips Sum Wind N-S V i= 6.58 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pr= 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 LOQ of. 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 Usuni (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (Of) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) F-1 682.7 32.8 32.8 1.00 0.10 1.09 0.00 1.15 0.00 1.00 1.00 35 P6TN P6TN 33 11.52 26.77 -0.48 -0.48 10.85 32.18 -0.66 -0.66 -0.48 F-2 277.3 13.3 18.0 1.00 0.10 0.44 0.00 0.47 0.00 1.00 1.00 35 P6TN P6TN 33 4.68 5.98 -0.10 -0.10 4.41 7.18 -0.22 -0.22 -0.10 F-3 1170 26.8 26.8 1.00 0.10 1.86 0.00 1.97 0.00 1.00 1.00 74 P6TN P6TN 69 19.75 17.93 0.07 0.07 18.60 21.55 -0.11 -0.11 0.07 F-4 1131 14.3 14.3 1.00 0.10 1.80 0.00 1.91 0.00 1.00 1.00 133 P6TN P6TN 126 19.09 5.10 1.03 1.03 17.98 6.13 0.87 0.87 1.03 F-5 438 13.0 13.0 1.00 0.10 0.70 0.00 0.74 0.00 1.00 1.00 57 P6TN P6TN 54 7.39 4.22 0.26 0.26 6.96 5.07 0.15 0.15 0.26 F-6 210 7.0 11.0 1.00 0.10 0.33 0.00 0.35 0.00 1.00 1.00 51 P6TN P6TN 48 3.54 1.92 0.26 0.26 3.34 2.31 0.16 0.16 0.26 F-7 228 7.6 10.0 1.00 0.10 0.36 0.00 0.38 0.00 1.00 1.00 51 P6TN P6TN 48 3.85 1.90 0.28 0.28 3.62 2.28 0.19 0.19 0.28 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 4137 114.8 114.8 =L eff. 6.58 0.00 6.98 0.00 EV,fro 6.58 >iVEQ 6.98 Notes: * denotes with shear transfer ** denotes SB Shear Panel SHEET TITLE: LATERAL S-S(side to side) CT PROJECT#: 18055-Plan 6373 Diaph.Level: Roof Panel Height= 10 ft. Seismic V i= 6.98 kips Design Wind N-S V i= 8.50 kips Max.aspect= 3.5 SDPWS Table 4.3.4 Sum Seismic V i= 6.98 kips Sum Wind N-S V i= 8.50 kips Min.Lwall= 2.86 ft. (0.6-0.14Sds)D+0.7 p Qe 0.6D+W per SDPWS-2008 pt= 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 1-DL eff. C0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Unum OTM ROTM Unet Usom Dsum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) SS-1 958 20.5 20.5 1.00 0.20 2.08 0.00 1.71 0.00 1.00 1.00 83 P6TN P6TN 101 17.08 20.98 -0.20 -0.20 20.79 25.22 -0.22 -0.22 -0.20 SS-2 410 12.0 12.0 1.00 0.15 0.89 0.00 0.73 0.00 1.00 1.00 61 P6TN P6TN 74 7.31 5.39 0.17 0.17 8.90 6.48 0.21 0.21 0.21 SS-3 979 7.0 7.0 1.00 0.15 2.12 0.00 1.75 0.00 1.00 1.00 249 P4 P6 304 17.46 1.83 2.47 2.47 21.25 2.21 3.01 3.01 NA SS-4 834 14.5 14.5 1.00 0.20 1.81 0.00 1.49 0.00 1.00 1.00 103 P6TN P6TN 125 14.87 10.50 0.32 0.32 18.10 12.62 0.40 0.40 0.40 SS-5 735 7.0 7.0 1.00 0.10 1.60 0.00 1.31 0.00 1.00 1.00 187 P6 P6 228 13.10 1.22 1.88 1.88 15.95 1.47 2.29 2.29 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 3916 61.0 61.0 =L eff. 8.50 0.00 6.98 0.00 V wind 8.50 E V EQ 6.98 Notes: denotes with shear transfer ** denotes SB Shear Panel JOB#: 18055 ID: SS-3 w dl= 150 plf V eq 1750.0 pounds V1 eq = 875.0 pounds V3 eq = 875.0 pounds V w= 1890.0 pounds V1 w= 945.0 pounds V3 w= 945.0 pounds v hdr eq= 92.1 plf AH head = A v hdr w= 99.5 plf 0.5 V Fdrag1 eq= 553 F2 eq= 553 A Fdragl w= ' s7 F2 ,- 597 H pier= vi eq = 250.0 plf v3 eq = 250.0 plf 5.5 v1 w= 270.0 plf v3 w= 270.0 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= . F4 e•- 553 feet A Fdrag3 w= 597 F4 w= 597 P4 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 92.1 plf 4.0 EQ Wind v sill w= 99.5 plf feet OTM 17500 18900 R OTM 24368 18050 • v UPLIFT -402 50 UP sum -402 50 ' H/L Ratios: L1= 3.5 L2= 12.0 L3= 3.5 Htotal/L = 0.53 Hpier/L1= 1.57 Hpier/L3= 1.57 L total = 19.0 feet JOB#: 18055 ID: SS-5 w d1= 100 plf V eq 1310.0 pounds V1 eq = 655.0 pounds V3 eq = 655.0 pounds V w= 1420.0 pounds V1 w= 710.0 pounds V3 w= 710.0 pounds v hdr eq= 68.9 plf AH head = A v hdr w= 74.7 plf 0.5 v Fdragl eq= 414 F2 eq= 414 A Fdrag1 w= —8 F2 - 448 H pier= vi eq = 187.1 plf v3 eq = 187.1 plf 6.0 v1 w= 202.9 plf v3 w= 202.9 plf feet H total = 2w/h = 1 2w/h = 1 10 Fdrag3 eq= 4 F4 e•- 414 feet A Fdrag3 w= 448 F4 w= 448 P6 E.Q. 2w/h = 1 P6 WIND H sill = v sill eq = 68.9 plf 3.5 EQ Wind v sill w= 74.7 plf feet OTM 13100 14200 R OTM 16245 12033 UPLIFT -184 127 UP sum -184 127 H/L Ratios: L1= 3.5 L2= 12.0 L3= 3.5 Htotal/L = 0.53 4 10-I-4 10. ` Hpier/L1= 1.71 Hpier/L3= 1.71 L total = 19.0 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) Shears°°q(lbf) 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'-101/2" 10 {a�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 I. 2 to 18'rough width of opening per wind design min 1000 lbf for single or double portal on both sides of opening ,� T _ _ opposite side of sheathing Pony wall height ' } :` Fasten top plate to header Min,3$x 71-1/4,"net h.d.- i• with two rows of 16d r t steel header not allowed , . ImAll'4110. sinker nails at 3"o.c.typ • • Fasten sheathing to header with 8d common or Min.3/8"wood structural 12' galvanized box nails at 3"grid pattern as shown panel sheathing maxto • totali. Header to jack-stud strap per wind design. • wall Min 1000 lbf on both sides of opening opposite • • height side of sheathing. If needed,panel splice edges • shall occur over and be 10' ".Min.double 2x4 framing covered with min 3/8" •• nailed to common blocking max thick wood structural panel sheathing with F• EEEE .-,1 within middle 24"of portal height 8d common or galvanized box nails at 3"o.c. height.One row of 3"o.c. 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 � construction - \ Min(2)3500 lb strap-type hold-downs (embedded into concrete and nailed into framing) 1\ Min double 2x4 post(king i and jack stud).Number of . —Min reinforcing of foundation,one#4 bar `r* ., jack studs per IRC tables -. .- ' t top and bottom of footing.Lap bars 15"min. "° '"` *, R502.5(1)8(2). t 11. 1 t t [ I I i s • 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