Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Specifications (3)
15140 SW ,G(06414 Ave. REL--1;1:1:41.44; b1 MT2ot g_oa28q CT ENGINEERING Structural Engineers AUG 13 z 01 g 180 Nickerson Street Suite 302 Seattle, WA 98109 INC. 206.285.4512 (V) 206.285.0618 (F) on- BITILMGDIVISION #17088 Structural Calculations S�FtUCTUR4 PROF Polygon at River Terrace (Area 3) < 9GI►vF ,, Single—Family 4tj Plan 6373B F•GON Tigard, OR 9% F12RpRFC 5/08/C01 `�� RENEWS: 12/31/2018 Design Criteria: 2015 IBC (2014 ORSC, OSSC) ASCE 7-10 Wind Speed: 110(ULT); Kzt=1 .0 Seismic: Ss=0.972, S1 =0.423, SDC=D Roof Snow Load = 25 psf Site Class = D, Soil Bearing = 2000 psf Client: Polygon Northwest Company 703 Broadway Street, Suite 510 Vancouver, WA 98660 Ph: 360.695.7700 Fax: 360.693.4442 Architect: Milbrandt Architects 25 Central Way, Suite 210 Kirkland, WA 98033 Ph: 425.454.7130 Fax: 425.646.0945 CT ENGINEERINGG 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 INC 180 Nickerson St. Suite 302 Seattle,WA 98109 (206)285-4512(V),Ext.305 (206)285-0618(F) VERTICAL DESIGN: 63-0• 2a0' �l 23'-10' ' 00 THICKENED r0'-104x1 Itk i- 1 ® 7 ` r �� SLAB EDGE 56.0 r I I\I 1 r ISI N 1\I kr-2w11-1.-2%,12tbl I Y —1 ' Y F r 1 6,11%. 6422 6'-t1Y4 , • c-6Y2 S.A. 6AY2 � - H r71 rtl 410 HDR H § OI H 4x10 HDR rt1 rt, ---- —I--6-}------',"'e.'1-a�---'}"nt--�---{.s. _ 35S'CONCSLAB ``Il`� a}— 1�I \ ---I a 1 F-e----� P L_J L_J rI L_J L__I H 1 . 1 - w" 1 I fit'-21b"�• 1 T.O.S. I _ w 1 6'-n%' 6•-1Y2 6'-n%4 ILS, ��0 I-o'-7v.'� .--1 6-e1• t s•A. i seYz' I- Li rT1 rt1 dx10 HDR rl L J' 4X10 HDR rt-1 rt1 IJ +- —r$}—_I_0_fal—l--+at----- —1` ,_fr}----•__} --y.�.._---}ti_1—_-p 1'-21b1 L_J L_J z-J L_J L_J e 1-0'-2y1 2x4 PONYWALL He 4 m m m m LT-6 • i 6-10 ' i 6-10Y4 { 6'-toy iour 6-1014. i 6-10/4. FTiG' s-toy' i 6-10y' i Tfiy' LI rI1 rI1 rt1 1-11-1-1rt1 rt1 CB T440 HDR rI1 FI1 rl/ • ----f — -a-4---- 4 } + —.---- 6-+--- ---4-e-1------ I- -1---- r--- I -- 1.-- --}�'4'----�+-I.-r-- I •-i---", L_J L_J L_J L_J LJJ LJ LJ diik VOW IJ /(2warm'FTG. OW EW.BOT. p- TYP,U.N.O. 4 VP. -' @z U.N.O. FINISHED FIXTURES FLOOR ABOVE o _ g / 30'x30-x10' 7- 30".0'Y10'FTG. W/(3)RS EW.BOT. W/(31N5 EW.BOT. I tr-r T-0Ya' Tai• s-nt/n' ♦ 6'n7]/6 n'-]Y' ~� 13 PONY WALL PONY WALL t3 ; ' 560 wig POST ABOVE I 1I POST ABOVE z4'-]%• 56.0 L _ ~#-1 4. 410 HDR rt1 r � \ Ls ' _----_ r'-' rt-J L L L-�-, T -�- r--- 20 2 1 I 1 FUTAACE ---� / ," � 56.0 DI 1 MRN 1 ABOVE FIXTURE 1- m -t-2w I L--�—J--1 a .. I HT SW m I A v .314'ABOVE GFF 1 - ,-�I k1'-2%., ! _ e PER CML MAX. I 1 _ TIr- L S r-1 r-1 410 HD11. 1 r-1 1- m HT-1'-5J6' I �F---�-- a+�-rte+moi-- - 1 a I ---��}----.H�1®-. L L EJ L J L+J L+J L+J Ll 1 / 12-9' S-]�' 12.11y' I 6'"634 6-P3�1 6'-03�p' I s-B q. 1' 18'x24' ♦ ' �•ABOVE GEE I CRAWL (V` PER CIVIL A • 1-1'-22H j Q'�F- I-1'-25b"CT-- ACCESS�A fix' m m .. i 2 BUNDLED ST �t OQ I LAND ON e o O I I P OF THE DOUBLE JOISTS 1 / 0 1 it VERIFY GARAGE SLAB HEIGHT w 1 1 r--1 r-1 4x10 HDR r-1 r-1 r WITH GRADING PLAN p0 6-f-- -���- —..}�4----4 6 I \--- --1•----�K 56.0 o rJ L J CB-3 L ft J L J L 1t J T 3Y[CONC.SLAB 6''e'/d' FT -2 6'ol/q' 1 R-0%4" 6d�0 s-e%( OVER 4'FREE DRAINAGE 1 ! FIXTURES MATERIAL OVER ABOV COMPACTED FILLN - m 11 11 r 2x4 PONYWALL II I .J T-]Yz -� .5. s-]t/,' s'-]Y.'1i s-s:L — L1-0.-21/41 i i f 1 5. _1I/ r-1 FTl 4x10 HDR FT-IN 11 L Fri-j'I —C�_— �THDI4 STH014 GFF PER CML STHD14f711STHDt4 6.1-....•-••••••••+01-1.-----4-19-.4,—..- ---+-•—T -• .a-.-1. TI L_J L_J L_J L, L.- I ''IT' N I eerwas I 1 ®8 1 I GFF PER CML I 1 I ry �� _ _J I T.O.S. I 1 I 1 .. m r 1 ♦ 1 5'.5' S'aj• 6'-]Y' 6-5' 1 L J�J 1/-. 52 0 3F-CONC.SLAB e; H FT1 4x10 HDR r71, rT1 r' Sfi I p L_1 L-J L_J H " THICKENED ' SLABEDGE`--- ,. m I- I + r 515121 1 1 a 4 L J ,_ _I--.' I ; _ L al\f I . r FOUNDATION PLAN RAFTERS @ (LOWER)PORCH PLATE HEIGHT AT 9'-1' 2 r T S90 r NU C- r 2)2x10 HDR (2)2XIC HD (2)(x10 HD 1 L I _1 r_ 1 (2)2 A0 HDR Qz Qz -----Cdr----- .----- --- J1�� - -�-- —® F:-6 --- F B-1 FB-2 ;{g F. E i 1 i +0'-8'TREY CEILING JI I N INCORP'JRATEDINTO ! 3---- qq� 1 BOTTDMCHCRDOFTRUSS. 51 i 1 lia� , IALLOO FRAMED :'-&/4'A F. ' ~' 6x6 2)MO DR L POST 1_UPPERAVD 12,L2x<HDR _jai ID' 2alli debF �,_-__J OWER WIND UPPER INDO UP ER WI x• LEDGE' o "' x F ` SGD : 6x6 r........ _ Q • FB- J POST /o GN CLE it ED AT WALL - 0 _ 4100 ' CLEAii�TO iY - IV p P s90 0010 i x u01 k ' 0 : z S. •REA 55 • ROOF"U.SES AT �� BO!' I ry EEL ARD .'' 9 STEL•ARD T< DZJ I C VO ; ; ii , yJ 1REND TOP N 7 HQRQQF_ i Q �` - �- --�-_ •OOF TI USS 6 o-I LLO I I I 1 S90 IN ERIOR II O _- _ 1 I 1 1 . FB-3 '-BE\ERING HALL Iry }:�.ie':C:d�:� :�>:. .. �_' _� -;... .-r: )2x100 HDR ... ....... \ E 61E +�2 0 DRE(2) `INTERIOR POST'.1 CT-3 6x6 ffARING NALL ( POST 7.1 T .I.. 11 l:::I :.1 p 59.0 f.'::::.1:..�::.�'..i E . • 1 I, d::. .... 4 ......�::.'I'.' ;C 59.0 c.F:ii.: :..\ .___ ..__.... _ I 1�. /. r \ 59.0 •p/., .�"A��I•SRM' ,Ci/ ,l OUT u • t{ 1 1- 'gyp fp'f% SIDE WAL .ITH A7I� I PCMV /.': �\ I x v ��� B.OW ' DOR WALLS LrJ-p/�"``' FOR L !/.':.:.::':.:':::.:. \ e,,,, E ROOF I>1JSSES- .........:''.:... :�\-.._...J . / '1 ;,/,;,,,, DOR H{EL AT.6._ 4 �I I .:::............. ,\ /..,<:-:.'::: ., ,:\ P/ AB. STQTOPPLA' Vi� I �"x ./. ::..\ ` 2x LEDGCji FOR I I /. '1 V t f� 1 1 ' irii?7i: o J PB r't ® 5.5x13.5,LB L 525'2:•"1457p a a : / ir GABLE ND1 RUSS/GT ! -, F8 1/ \I F 2x LEI ER i 7 4`RAISED HEEL I OPO, EL AT ,0'— /• _l\ ® I 1 (2)2x10 DR e0 I 59.0 • L \;,':5S x6 -- SEE I 30S - AV 1 1 ,(212X10 HDR_ 1 FRONT PORCH TOP OF BEAM I 59.0 If GABLE END TRUSS I AT.T-33B'AF.F. Ir L•1 J (2)2x10 HDR (2j2x10 HD I I GABLE OW TRUSS I L i _, 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 Beam Analysis File=K:\18055River Terrace-Polygon\Engineering16373\6373ec6 y ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.1210 O600299 °, • �% Y .. ...„ ,„ Licensee as.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(0.105)S(0.175) 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 = 2.240 k-ft Maximum Shear= 1.120 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 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 +D+Lr+H 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 +0+0.750L+0.7505+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.""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 Ana SIS File=K:118055 River Terrace-Polygon\Engineering1637316373.ec6 y ENERCALC INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Llc.it:KW-06002997 Licensee:C.T.ENGINEERING Description: GT-2 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.120 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+H 0.945 0.945 +0.60D+0.60W+0.60H 0.252 0.252 +0.60D+0.70E+0.60H 0.252 0.252 D Only 0.420 0.420 Lr Only L Only S Only 0.700 0.700 W Only E Only H Only General Beam Analysis File=K'.\18055 River Terrace-PolygonlEngineering1637316373ec6 y ENERCALC,INC 1983-2017,Build 1017.12.10,Ver 10.171210 -06002997.. r � / ��. �. ? a .. Limns**:C.T.ENGINEERING ''. 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 a o D(0.3375)aS(0.5625) a o rg r fig :�r;s.�.;" $r s t's, n°.F/ 0'0 y,,...., . . 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 Mnxl0mega Cb Rm Va Max Vnx VnxlOmega 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+H Dsgn.L= 21.75 ft 1 53.22 53.22 9.79 +0+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 +0+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."-Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+H 1 1.5752 10.984 0.0000 0.000 General Beam Analysis File=K:\18055 River Terrace Polygon\Engineering16373\6373.ec6 y ENERCALC,INC.1983-2017,Build:1017.12.10,Ver:10.17.12.10 � .#:KYR-O6002997 Licensee:C.T.ENGINEERING Description: GT-3 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 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 +1D+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 +0.600+0.60W+O.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 UUOOCJ Beam File=K:118055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 ENERCALC,INC.1983-2017,Build:10.17.1210,Ver:10.171210 Ltc:#:KW-06002997 Licensee:C-T.ENGINEERING Description: FB-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-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 0(0.2925)S(0.4875) d b b b b ak 2-2x10 ak 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 OK 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 = 1,075.25 psi 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 = 0.000ft 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 C d C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=5.250 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 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 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+541 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 K:118055 Polygon at River Terrace(Area 3)\Engineering16373\6373 ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002997 Licensee"C.T.ENGINEERING Description: FB-1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.250 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+5+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+H 1.728 1.728 +D+0.60W+H 0.768 0.768 +D+0.70E+H 0.768 0.768 +D+0.750Lr+0.750L+0.450W+H 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 -v0.60D+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 Woodr Beam File=K118055 Polygon at River Terrace(Area 3)\Engineering1637316373.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 141oo; 0602997 of Licensee ENGINEERING Description: FB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-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 Span=3250ft .� 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 = 0.50a 1 Maximum Shear Stress Ratio = 0.408 : 1 Section used for this span 2-2x10 Section used for this span 2-2x10 fb:Actual = 546.26 psi fv:Actual = 70.44 psi FB:Allowable = 1,075.25 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 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 Ci Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 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+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 0.220 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 +0+5+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 Bea111 File=K:\18055 Polygon at River Terrace(Area 3)1Engineering1637316373.ec6 Lic. :KW-06002997', �,� ENERCALC,INC.1983 2017,Build:10.17.12.10,Ver:10.171210 �� ,. � ,Licensee:C.T.ENGINEERING Description: FB-2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C EN C i C r C m C t C L M fb Ft V N 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 +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=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 +0+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=K118055 Polygon at River Terrace(Area 3)1Engineeringi637316373.ec6 ENERCALC,INC.1983 2017 Build 10171210,Ver:10.17,12.10 i mY y , • i f_it .,�;x#154,. �'� ` .� � � » • • Licensee CS.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-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(0.45)S(0.75) 8 b n b 8 2-2x10 Span=2.50 ft H 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 OK a.. 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 = 1,075.25 psi 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 Sparr#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 C m C t C L M fb F'b V iv F'v +0*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-f0.750L+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 File=K.118055 Pot on at River Terrace(Area 3)1Engineering1637316373.ec6 ENERCALC,INC 1983-2017 Build:10.17.12.10,Ver:10.17,12.10 Lic.#:KW-06002997 Licensee ,T 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 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=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 +3+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 +D+0.750L+0.750S+0.450W+11 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 -43+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=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+S+H 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+L+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+H 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 B@1n1 File=K:\18055 Polygon at River Terrace(Area 3)\Engineering16373\6373 ec6 ENERCALC,INC.1983 2017,Build:10.17.12.10,Ver:10.17.12.10 tic.#'»KW-06002997 :i Licensee:C.T.ENGINEERING Description: FB-4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 850.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 850.0 psi Ebend-xx 1,300.0 ksi Fc-Prll 1,300.0 psi Eminbend-xx 470.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 26.830pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0255)S(0,425) d d d d ( J: 2-2x10 Span=5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.0150, S=0.0250 ksf, Tributary Width=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 = 1,075.25 psi Fv:Allowable = 172.50 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 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 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=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 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.554 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 INOOd Beam File=K 118055 Polygon at River Terrace(Area 3)1Engineering1637316373.ec6 ENERCALC,INC.1983-2017,Build`.10.17.12.10,Ver:10.17.12.10 Lic.#:KW-06002997 • License,:C.T.ENGINEERING Description: FB-4 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 N F'v +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=5.0 ft 1 0.468 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+41 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.""Defl Location in Span Load Combination Max."+"Defl Location in Span +D+5+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+H 0.638 0.638 +D+0.750L+0.750S+H 1.434 1.434 +D+O.60W+H 0.638 0.638 +D+0.70E+I1 0.638 0.638 +D+0.750Lr+0.750L+0.450W+11 0.638 0.638 +D+0.750L+0.7505+0.450W+H 1.434 1.434 +D+0.750L+0.750S+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 BeamFile=K:118055 Polygon at River Terrace(Area 3)\Engineering1637316373 ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10,17,12.10 #KW-0600299 .� �� >. . � ,. ' Lic ;.,, G ER G. 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 31.20pcf Beam Bracing : Completely Unbraced D(0.225)S(0.375) a b b a ; 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 Design OK 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 = 1,422.56 psi 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 = 0.000ft 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 EN C i 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=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 +D+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)1Engineering1637316373.ec6 ENERCALC,INC.1983-2017,Build:10.17.12.1f),Ver;10.17.12.10 Lir.#:KW-06002997 $, _ Licensee:CT.ENGINEERING Description: FB-5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb F'b V fit 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 +D+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 Support 2 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 Wood Beam File=K:118055 Polygon at River Terrace(Area 3)\Engineering1637316373.ec6 ENERCALC,INC.1983 2017,Buiid:10.17.12.10,Ver:10.17.12.10 Lic..#:KW-06002997w; �. � : .," Licensee:+s'.T.' 1fSIPit=E#�t�ICyr' as 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 850.0ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0_12375)S(0.20625) X X b b b b '(22. 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 = 0.000ft 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 C d C FN C i C r C m C t C L M fb F'b V N 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+L+H 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+S+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 0.664 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 +D+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 Bean1 File=K:118055 Polygon at River Terrace(Area 3)\Engineering1637316373.ec6 ss ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.1712.10 Lic.##:KW-06002997 Licensee:C.T.ENGINEERING Description FB_6" Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN C i C r C m C t C L M fb Ft V fv F'v +D+0.750L+0.7505+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 +D+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+H 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+1-1 1.485 1.485 +D+0.750Lr+0.750L+0.450W+H 1.485 1.485 +D+0.750L+0.7505+0.450W+1-1 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 +0.60D+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 118055 Polygon at River Terrace(Area 3)IEngineering1637316373 ec6 ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 #y KVf>w06II02997 Licet sdse C.T."ENGINEERING Description: FB-7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 1,000.0 psi Ebend-xx 1,700.0ksi Fc-Prll 1,500.0 psi Eminbend-xx 620.0ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.08) b ° D(0.1125):S(0.° 1875) b b Xb b 6x8 Span= 10.0 ft b 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 Desi f n 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 = 1,105.45psi fv:Actual = 60.52 psi FB:Allowable = 1,144.74 psi 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 = 0.000 ft 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 C d C FN Ci Cr Cm C t CL M fb F'b V N F'v +0*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 5 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 File=K Wood Beam :118055 Polygon at River Terrace(Area 3)\Engineering\637316373 ec6 ENERCALC,INC.1983 •2017,Build:10.17.12.10,Ver:10.17.12.10 L1c.#:KW-06002997. Licensee C.T.ENGINEERING Description: FB-7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr C m C t C L M fb Fb V N Fv +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+0.7505+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."2 Defl Location in Span Load Combination Max."+"Defl Location in Span +D+S+1-1 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+5+1-1 1.900 1.900 +D+0.750Lr+0.750L+H 0.963 0.963 +D+0.750L-f0.7505+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+11 0.963 0.963 +D+0.750L+0.750S+0.450W+H 1.666 1.666 +D+0.750L+0.750S+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 1 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 Q.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:118055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 ENERCALC,INC.1983 2017,Build:10.17.1210,Ver:10.17.12.10 L1c.#7.KW-06002997 - Licensee:CS.ENGINEERING Description: CB-1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(0.18 L(0.4) • o o b s s I X. Y 4x10 Si : 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 OK Maximum Bending Stress Ratio = 0.768 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 C d 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=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 1 Wood g@all? r File=K.118055 Polygon at River Terrace(Area 3)1Engineering1637316373 ec6 ENERCALC,INC.1983-2017,Build.10.17.12.10,Ver:10.17.1210 ice__,.__ .. ._. Description: CB-1 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 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 +0+0.750Lr+0.750L+0.450W+1-1 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+0.750L+0.750S+0.450W41 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+0.5250E+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."+"Defl 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 +D+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 +0+0.750L+0.750S+1-1 1.646 1.646 +D+0.60W+H 0.617 0.617 +D+0.70E+H 0.617 0.617 +0+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+0.60W+0.60H 0.370 0.370 +0.60D+0.70E+0.60H 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=K:118055 Polygon at River Terrace(Area 3)1Engineering\6373\6373 ec6 ENERCALC,INC.1983 2017,Build 10.1712.10,Ver:10.17.12.10 Lic.#:Kit-O6OO2997 Licensee:C.T.ENGINEERING Description: CB-2 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set : IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 2250 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 2250 psi Ebend-xx 1 500 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) x x x. 2-1.75x11.87 Span=8.50 ft H 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: 0=1.20, S=1.330 k@ 1.10ft DESIGN SUMMARY Desi.n OK Maximum Bending Stress Ratio = 0.14k 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 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=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 +04.41 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 +0+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 +0+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:\18055 Polygon at River Terrace(Area 3)\Engineering16373\6373.ec6 3� ENERCALC.INC.1983-2017,Build 10.17 12.10,Ver:10.1312.10 - # ... a.. »., r �', '; ;, y, �' l!,Licensee L.T.'ENGINEEFUNG. 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 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 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 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.064 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 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 0.91 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.106 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."+"Defl 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 +0+0.750L+0.7505+0.450W41 2.184 0.556 +D+0.750L+0.750S+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 File=K:\18055 Polygon at River Terrace(Area 3)1Engineering16373\6373 ec6 ENERCALC,INC.1983-2017,Bu'Id:10.17.12.10,Ver:10.17.12.10 Lit.# "KW 0299TLicense*;.C:C.T.ENGINEERING Description: CB-3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Stress Design Fb+ 900.0 psi E:Modulus of Elasticity Load Combination IBC 2015 Fb- 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir- Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D(1.26 S(1.5) D(0.2125)L(0.34) b b b X X ,X 4x10 Span=6.Oft 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=1.50k@ 1.50ft DESIGN SUMMARY Design OK 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 = 1,027.27 psi fv:Actual = 131.26 psi FB:Allowable = 1,227.30 psi 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 C i Cr C m 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+S+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 0.748 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=K118055 Polygon at River Terrace(Area 3)1Engineering1637316373.ec6 ENERCALC INC 1983 2017 Build:1017.12.10 Ver:10.17.12.10 aha i r N) Licensee:C.T.ENGINEEFUNG Description: CB-3 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+0.750Lr+0.750L+11 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+11 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+0.7505+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+0.7505+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+5+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 +0+0.60W+H 1.583 0.953 +D+0.70E+H 1.583 0.953 +0+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+0.7505+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 Footin File=K\18055River Terrace-Polygon\Engineering1637316373ec6 g ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.1210 tic.##:KW-06002997 '. . „ licensee C.T.ENGINEERING; Description: FTG-1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 1.50 ft Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 10.0 in Pedestal dimensions... , , px:parallel to X-X Axis = in , pz:parallel to Z-Z Axis = in - Height in Rebar Centerline to Edge of Concrete... M at Bottom of footing = 3.0 in m 1a Reinforcing _.....__,L,6- Bars . _ ,;eBars parallel to X-X Axis Number of Bars = 4.0 � ,. Reinforcing Bar Size = # 3 ,� q= � ` ��� 1 Bars parallel to Z-Z Axis ' Number of Bars = 3.0 s Reinforcing Bar Size = # 4 w s. 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 sea ons°°k ngt° z �.r 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 V-x = k V-z = k General FootingFile=K118055River Terrace-Polygon\Engineering1637316373.ec6 .,.KW-06002991..: . ,\.�� !? :a • �' � ,aT s ,' ` ` • E y INC 1 ENERCALC, 983 2017 Build 101712.10 Ver 10171210 � .. ,H. lUc ENGINEERING Description: FTG-1 DESIGN SUMMARY Design 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+0.750S+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+0.450WiH 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 FOOT File=K118055 River Terrace-Polygon\Engineering1637316373 ec6 r Footing ENERCALC,INC.1983-2017,Build:10.17.12.10,Ver:10.17.12.10 r. rm W �.. .'#.KW 060 ,, Description: FTG-1 Footing Flexure Flexure Axis Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 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+0.50L+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+1.60S+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+0.505+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 +1.20D+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'Foot-ng File 'K:\18055 River Terme-PolygonlEngineering16373\6373ec6 ENERCALC INC.19832017,Build:10.17.1210,Ver:10.1712.10 LIC. ,....-. .00 - �_ Lic C. .ENGINEERING Description: FTG-1 One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +0.90D+E+O.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 1 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+0.505+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+1.605+1.60H 12.34 psi 164.32psi 0.07508 OK +1.20D+1.605+0.50W+1.60H 6.44 psi 164.32psi 0.03921 OK +1.20D+0.50Lr+0.50L+W+1.60H 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+0.705+E+1.60H 12.34 psi 164.32psi 0.07508 OK +0.90D+W+0.90H 4.83 psi 164.32psi 0.02941 OK +0.90D+E+0.90H 4.83 psi 164.32psi 0.02941 OK General Footin File K:\18055RiverTerrace-Polygon1Engineering1637316373ec6 g ENERCALC,INC.1983-2017,Buiid:10.17.12.10,Ver:10.17.1210 Lic.U:KW-06002997 .. ,, Licensee;C.T.ENGINEERING Description: FTG-2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = 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 (p 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 Z Length parallel to Z-Z Axis = 1.50 ft Footing Thickness = 10.0 in I Pedestal dimensions... 5 � px:parallel to X-X Axis = in x x pz:parallel to Z-Z Axis = in - %•,-• •/ •,, I., Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in 0 Reinforcing „6^ Bars parallel to X-X Axis Number of Bars = 4.0 ReinforcingBar Size = # 3 � ~, 4 �� Bars parallel to Z-Z Axis .�i i A� r Number of Bars = 3.0 � 4 Reinforcing Bar Size = # 4 ' Po'. �` Bandwidth Distribution Check (ACI 15.4.4.2) , 2,7:.---±5—:-Hit,":•';ii:7--',Li!*'''',;{..j''':'1::z,4,,,:;i';:;;'j:,4::2'I.'1,rjiw."::_!.: ' ' — ' ' Direction Requiring Closer Separation n/a � �`� #Bars required within zone n/a #Bars required on each side of zone n/a X-X Section Looking to+Z ,. „„„„,,,,,x 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 GPraI Footing File 1018055 River Terrace Polygon\Engmeeringl637316373.ec6 ENERCALCINC 1983 2017 Build 10 1712 10 Ver 10171210 - \ac 02997 `• ,y' . . c \tia`o / ENGINEERING Lin. a Description: FTG-2 DESIGN SUMMARY Design ?K 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+0.505+1.60H PASS 0.06401 X Flexure(+Z) 0.7613 k-ft/ft 11.894 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+0.50S+1.60H PASS 0.06472 1-way Shear(+X) 5.317 psi 82.158 psi +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(+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+0.50S+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+0.7505+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+0.7505+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 09831 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+H 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,+0.600+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 Footi n File K118055 River Terrace-PolygonlEngineering1637316373 ec6 Footing ENERCALC INC.1983-2017,Build:1017.1210,Ver 10.171210 aie.:"# ;� ':: 1" • :Licensee C.T.ENGINEERING. Description: FTG-2 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 in"2 in^2 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+1.60H 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+1.60H 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+1.60H 0.2910 +X Bottom 0.216 Min Temp% 0.2933 8.860 OK Z-Z,+1.20D+0.50L+1.605+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+1.60H 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+1.60H 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+1.60H 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+1.605+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+1.601-1 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+1.601-1 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 Footing EIlENERCALC River INC 1983-2017,Bu9d 10171210, Ver 1061712.10 002997 Licensee C.T. GIN Description. FTG-2 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 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 I Phi*Vn Status +1.40D+1.60H 11.86 psi 164.32 psi 0.07215 OK +1.20D+0.50Lr+1.60L+1.60H 24.13 psi 164.32 psi 0.1469 OK +1.20D+1.60L+0.50S+1.60H 26.59 psi 164.32 psi 0.1618 OK +1.20D+1.60Lr+0.50L+1.60H 14.53 psi 164.32 psi 0.08841 OK +1.20D+1.60Lr+0.50W+1.60H 10.16 psi 164.32 psi 0.06185 OK +1.20D+0.50L+1.60S+1.60H 22.39 psi 164.32 psi 0.1362 OK +1.20D+1.60S+0.50W+1.60H 18.02 psi 164.32 psi 0.1097 OK +1.20D+0.50Lr+0.50L+W+1.60H 14.53 psi 164.32 psi 0.08841 OK +1.20D+0.50L+0.50S+W+1.60H 16.98 psi 164.32 psi 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=K118055 River Terrace-Polygon\Engineering1637316373 ec6 g ENERCALC,INC.1983-2017,Build9017.12.10,Ver:10.17.12.10 a�� Laic: KV V-06002997. -t36U{IZ997 .> � .•• Licensee:C.T.ENGINEERING Description: FTG-3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = 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 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft z Footing Thickness = 10.0 in Pedestal dimensions... px:parallel to X-X Axis = in No pz:parallel to Z-Z Axis = in (11° Height in Rebar Centerline to Edge of Concrete... • at Bottom of footing = 3.0 in ,T, t w z Reinforcing Bars parallel to X-X Axis Number of Bars = 3 Reinforcing Bar Size = # 5 t Bars parallel to Z-Z Axis ttr _ i , Number of Bars = 3.0 - Reinforcing Bar Size = # 5 ;. t Bandwidth Distribution Check (ACI 15.4.4.2) ,l'�„b��� d '�� j'; . " Direction Requiring Closer Separation n/a #Bars required within zone n/a x-X seM.ion Looking to+Z zz �b w,a #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 FOOt111 File=K118055River Terrace PolygonlEngineering1637316373.ec6 g ENERCALC,INC.1983-2017,Build:10.17.12:10,Ver:10.1712.10 y K c Description. FTG-3 DESIGN FTG-3 D11111 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+1.605+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+1.60S+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+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 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 Footing File=K118055 River Terrace-PolygonlEngineering1637316373.ec6 g ENERCALC INC.1983-2017.Build:10,17.12.10,Ver:10.17.1210 Lic.#K .D ' • &, Licensee G$..�.�,ERING Description: FTG-3 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2 in^2 102 k-ft Status 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+1.60H 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+1.60H 0.5505 -X Bottom 0.216 Min Temp% 0.3720 11.107 OK Z-Z,+1.20D+1.60Lr+0.50L+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+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+0.70S+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+0.505+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+1.605+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 • File=K118055 River Terrace Polygon\Engineering16373\6373 ec6 General F00 ng' ENERCALC,INC.19832017,Build:10.17.12.10,Ver:10.17.1210 ,Lia. i' �DZ997 ;* _, . ,_... LU�see:.0 'ENG1NEERIN 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 I Phi*Vn Status +1.40D+1.60H 24.70 psi 164.32 psi 0.1503 OK +1.20D+0.50Lr+1.60L+1.60H 21.18 psi 164.32 psi 0.1289 OK +1.20D+1.60L+0.50S+1.60H 35.89 psi 164.32 psi 0.2184 OK +1.20D+1.60Lr+0.50L+1.60H 21.18 psi 164.32 psi 0.1289 OK +1.20D+1.60Lr+0.50W+1.60H 21.18 psi 164.32 psi 0.1289 OK +1.20D+0.50L+1.605+1.60H 68.26 psi 164.32 psi 0.4154 OK +1.20D+1.60S+0.50W+1.60H 68.26 psi 164.32 psi 0.4154 OK +1.20D+0.50Lr+0.50L+W+1.60H 21.18 psi 164.32 psi 0.1289 OK +1.20D+0.50L+0.505+W+1.60H 35.89 psi 164.32 psi 0.2184 OK +1.20D+0.50L+0.70S+E+1.60H 41.77 psi 164.32 psi 0.2542 OK +0.90D+W+0.90H 15.88 psi 164.32 psi 0.09665 OK +0.90D+E+0.90H 15.88 psi 164.32 psi 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 PA.usGs 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 /,� y,� d4 ; ,,,,01, ,. .� JN/ - d'' :f}m'�i \ . T "K E;, USGS-Provided Output SS = 0.971 g SMS = 1.080 g Sos = 0.720 g Sl = 0.422 g SM1 = 0.666 g S01 = 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. NICER Response Spectrum Des n Response Spectrum 1.14 _. _ 0.72 ....,..... .56 ram 0 077. 044,1 AS 04.0 032 044 0.24 033 4:22. lila. 0.00 040 440 030 (1,10 (140 210 1 10 1.3?` 1=i4 X, 1Li 1. 2.074 05)) 4..2) 040 (*1k) 0200 11 1*) {1..b3 1.40 I.td) t BD 2 scci Period,T(sec For PGA,, T„ 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 USGS Design Maps Detailed Report nig 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[13 Ss = 0.971 g From Figure 22-2[2] S1 = 0.422 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class vs N or Tic, 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 < 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 S, <- 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S1 >_ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and Si = 0.422 g, Fa = 1.578 https://earthquake.usgs.gov/cn2/design maps/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): SIDS = % SMS = % x 1.080 = 0.720 g Equation (11.4-4): SD1 = % SM1 = % x 0.666 = 0.444 g Section 11.4.5 — Design Response Spectrum From Figure 22-12[33 TL = 16 seconds Figure 11.4-1: Design Response Spectrum T<;:%=S,(0.44-0.6t/TO ) _ T, T%TS:S,=' psTs<T5TL:Sa`Str1!T _ t TyTL:So=SmTt/V a € € ( [ I y f t I t f t t f a ( f ( € 1 t E f E E i E f [ E € 1 f f 1 € 1 t € 1 t t t t 1 Ti;=0.123 Tc=0 617 11,�00{ft�..y f T two https://earthqua ke.usgs.gov/cn2/design maps/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. =lO 0 [ t ! € E € { a i € ( i I i € 5 € ! ! f t f J; f [ € f ! € f ! E f ! ( f � ( I I ! I i T,==0123 Ts=0,6117 1.000 Period,T'tsoci https://earthquake.usgs.gov/cn2/designmaps/us/report.php?template=minimal&latitude=45.42524799781644&longitude=-122.76567391702233&sitecl... 4/6 3/29/2018 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7[4] PGA = 0.425 Equation (11.8-1): PGAM = FPGAPGA = 1.075 x 0.425 = 0.457 g Table 11.8-1: Site Coefficient FpGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA <_ PGA = PGA = PGA = PGA >_ 0.10 0.20 0.30 0.40 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.425 g, FPGA = 1.075 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17[53 CRS = 0.897 From Figure 22-18[63 CR, = 0.871 https://earthqua ke.usgs.gov/cn2/designmaps/us/report.php?template=mini mal&latitude=45.425247997816448dong itude=-122.76567391702233&sitecl... 5/6 3/29/2018 Design Maps Detailed Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF SDs I or II III IV SDS < 0.167g A A A 0.167g <_ SDs < 0.33g B B C 0.33g S SDS < 0.50g C C D 0.50g <_ SDS D D D For Risk Category = I and SDS = 0.720 g, Seismic Design Category = D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF SD1 I or II III IV SD1 < 0.067g A A A 0.067g S SD1 < 0.133g B B C 0.133g <_ SD1 < 0.20g C C D 0.20g <_ Sol D D D For Risk Category = I and S01 = 0.444 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf 4. Figure 22-7: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf https://earthquake.usgs.gov/cn2/design maps/us/report.php?template=minimal&latitude=45.42524799781644&long itude=-122.76567391702233&sitecl... 6/6 e ._. q , SS-3 eAl ® F-7 Vi I SS-2 F-2 F-^. m - • F___l 1 VA r j �- �" ' ssn , S-4 Thri vr, L 4 cool cip, i r n F-1 —ZrC • L 4 0 0, 1 8 J F-3 =11 r sniouU.sm�oia j ""v F-4 F-5 SS-5 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 = TT Table 1604.5 Table 1.5-1 2. IMPORTANCE FACTOR IE= 1.00 Section 1613.1 ->ASCE Table 1.5-2 3. Site Class- Per Geo. Engr. S.C. = D Section 1613.3.5 Section 11.4.2/Ch. 20 Table 1613.3.3(2) Table 20.3-1 4. 0.2 Sec. Spectral Response Ss= 0.971 Figure 1613.3.1(1) Figure 22-1 5. 1.0 Sec. Spectral Response Si= 0.42 Figure 1613.3.1(2) Figure 22-2 Latitude= 45.43 N Longitude= 122.77 W http://earthquake.usgs.gov/designmaps/us/application.php http://earthquake.usgs.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 SM1= F„*Si SM1= 0.67 EQ 16-38 EQ 11.4-2 SDs=2/3 *SMS SDs= 0.72 EQ 16-39 EQ 11.4-3 SD1=2/3 *SM1 SDI= 0.44 EQ 16-40 EQ 11.4-4 8. Seismic Design Category 0.2s SDCs= D Table 1613.5.6(1) Table 11.6-1 9. Seismic Design Category 1.0s SDC1 = D Table 1613.5.6(2) Table 11.6-2 10. Seismic Design Category SDC= D Max. Max. 11.(E&W) Wood structural panels --- --- N/A Table 12.2-1 12.(E&W) Response Modification Coef. R= 6.5 N/A Table 12.2-1 13.(E&W) Overstrength Factor D.0= 3.0 N/A Table 12.2-1 14.(E&VV) Deflection Amplification Factor CD= 4.0 N/A Table 12.2-1 15. Plan Structural Irregularities --- No N/A Table 12.3-1 16. Vertical Structural Irregularities --- No N/A Table 12.3-2 17. Permitted Procedure Equiv. Lateral Force --- Table 12.6-1 2015 IBC EQUIV. LAT. FORCE SHEET TITLE: Front to Back:IBC EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 CT PROJECT#: 18055-Plan 6373 SDs= 0.72 h„ = 10.00(ft) SDI= 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=SDs/(R/IE) 0.111 W ASCE 7(EQ 12.8-2) Cs=SDS/(T*(R/IE)) (for T<TL) 0.608 W ASCE 7(EQ 12.8-3)(MAX.) Cs=(SD,*TL)/(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 *h,k DESIGN SUM LEVEL Height (ft) h; (ft) (sqft) (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 sec.Gust= 85 85 mph (EQ 16-33) Exposure= B B Iw= 1.0 1.0 N/A N/A Roof Type= gable gable Ps30 A= 25.4 21.6 psf(Ult.) Figure 28.6-1 PS30 B= -1.6 21.6 psf(Ult.) Figure 28.6-1 Ps30 c= 17.6 17.2 psf(Ult.) Figure 28.6-1 P5300= 0.1 17.2 psf(Ult.) Figure 28.6-1 X= 1.00 1.00 Figure 28.6-1 Kzt= 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) Ps c = 17.55 17.20 psf(Ult.) (Eq.28.6-1) Ps D= 0.05 17.20 psf(Ult.) (Eq.28.6-1) Ps A and C average= 21.5 19.4 psf(Ult.) Ps B and D average= -0.8 19.4 psf(Ult.) a= 6.3 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 5 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 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 WIND Vi(F-B) WIND Vi(S-S) 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 wallowable 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 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. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Dsnm OTM ROTM Unet Usum Usum (sgft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) F-1 682.7 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 =Leff. 6.58 0.00 6.98 0.00 EVwnd 6.58 VEQ 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 pQe 0.6D+W per SDPWS-2008 pc= 1.00 Table 4.3.3.5 Wind Wind E.Q. E.Q. p= 1.00 E.Q. E.Q. Wind Wind E.Q. E.Q. E.Q. E.Q. Wind Wind Wind Wind Max. Wall ID T.A. Lwall LDL eff. C 0 w dl V level V abv.V level V abv. 2w/h v i Type Type v i OTM ROTM Unet Usum OTM ROTM Unet Usum Usum (sqft) (ft) (ft) (klf) (kip) (kip) (kip) (kip) p (plf) (plf) (kip-ft) (kip-ft) (kip) (kip) (kip-ft) (kip-ft) (kip) (kip) (kip) 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 =Leff. 8.50 0.00 6.98 0.00 X V wind 8.50 E V EQ 6.98 Notes: * denotes with shear transfer ** denotes SB Shear Panel JOB#: 18055 ID: SS-3 w d1= 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 *H head = A v hdr w= 99.5 plf 0.5 V Fdragl eq= 553 F2 eq= 553 • Fdrag 1 w= ' '7 F2 ,- 597 H pier= v1 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 1' 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 sil/w= 99.5 plf feet OTM 17500 18900 R OTM 24368 18050 UPLIFT -402 50 UP sum -402 50 H/L Ratios: L1= 3.5 L2= 12.0 L3= 3.5 Htotal/L = 0.53 II-4 0.f 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 _ Fdrag1 eq= 414 F2 eq= 414 A Fdrag1 w= - ,8 F2 - 448 H pier= v1 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 Of 3.5 EQ Wind v sill w= 74.7 plf feet OTM 13100 14200 R OTM 16245 12033 T v UPLIFT -184 127 UP sum -184 127 H/L Ratios: L1= 3.5 L2= 12.0 L3= 3.5 Htotal/L = 0.53 1 -4 H O• 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"' (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 fab1Q31 EQ(1444 WIND) Foundation for Wind or Seismic Loading(03•"' (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 4 t :IL = = opposite side of sheathing Pony wall • • height :;17,;'-`7.1:- Fasten top platetoheader '( `' y� Mm 3 x 11-1/4 netheade st16d E€ ( * with two rows of •v� V111111504110,` ( 4 - steel'f�ead�r not allowed 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 max `g i. wall Header to jack-stud strap per wind design. l Min 1000 lbf on both sides of opening opposite height side of sheathing. If needed,panel splice edges shall occur over and be .i. 10' ''.Min.double 2x4 framing covered with min 3/8" A nailed to common blocking maxthick wood structural panel sheathing with 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-downsIP - �; (embedded into concrete and nailed into framing) ra Min double 2x4 post(king ` and jack stud).Number of -- --Min reinforcing of foundation,one#4 bar _,-,_, 1 jack studs per IRC tables '" `E 1"-, top and bottom of footing.Lap bars 15"min. Ft I y I R502.5(1)&(2). I fd,ti Min footing size under opening is 12"x 12' A turned-down Min 1000 lb hold-down slab shall be permitted at door openings. Min(1) device(embedded into diameter anchorbolt installedper IRC R403.1.6— concrete and nailed 5/8" into framing) with 2"x 2"x 3/16"plate washer 2 o 2014 APA—The Engineered Wood Association