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Report (4) Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St.,Portland,Oregon 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 6 g^t01233 /2210 "SedeDc ARV /2,0 Client: Gary Brashear By: Matthew V. Nava,P.E. Page Project: Coffee Ruh Date: 07/15/2009 COVER SHEET RECEIVED Description: Lateral Analysis and Design NOV 0 3 2009 CITY OPTIGARD Location: Portland, Oregon BUILDING DIVISION Designer: Provided by Client Design Basis: Code: Oregon Structural Specialty Code 2008 Wind: 100 mph 3sec gust, Exposure B Seismic Zone: D2 Snow: 25 psf Floor Live: 40 psf Roof Dead Load: 15 psf Notes: 1. Timber connection hardware as indicated shall be from Simpson Strong Tie. Install hardware in accordance with Simpson installation requirements as provided in the most current manufacturers catalogs. 2. All Architectural considerations, including stairs and hand railings and their connections, interior and exterior finishes, fire ratings, flashing, weatherproofing, egress requirements, setbacks requirements, etc are by others. Following Calculations and Design have been prepared by the undersigned: Matthew V. Nava, P.E. Registration No. 13703 State: Oregon Expiration Date: 12/31/20100,13 �(}lhOFF Rate, e1,, 703 Ifjr � 0 Fw r Nava Contracting & Engineering. Inc. 2833 N.E.Weidler St.,Portland,OR 97232 - Ph: (503)238-0633 ; Fax:(503)238-0533 Client: Gary Brashear By: Matthew V. Nava. P.E. Page: 12 Project: Coffee Rush Date: 10/28/2009 (f) zg 411, ‘.., 1,.,K, , I 7 ei. ._--i ). . , , vc_t-1I, r—iA EIIF ! GJ SIR~ 1 L H � � � 4 rtESTiz00 I /1 MILr „a s si .1E aae +11 r3 1 a 1 t 1 A I: 3 PVlOsetCa Slip" 4,pQzLt.4 SE'r -X9 EPoxY A.n,. tN.oj VC VI" MIP [`__ 0 \9Vw \ 21- l_orTto '- FLOOR PLAN .,. Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St., Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Gary Brashear By: Matthew V.Nava, P.E. Page: t,..'J Project: Coffee Rush Date: 10/28/2009 12 is � 3 . r r44 f 4 1 f,. . o 1 \\\ II • : ip. _ ____ , . ., i . . . . 1 .3 ( jij; Tfti • • 11 r ii il ii 1 _ . . .. . . . , . . . . lc ,.. .. :• ., . . • ( l . . 0 k j Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St., Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Gary Brashear By: Matthew V.Nava, P.E. Page: C- k Project: Coffee Rush Date: 10/28/2009 51 ate (i.. T � .s1-5 7 12 .r ' i. • f'. . . • • e �� -- -- • r. :+.' • • al '• • • . , n ki . - T t ! . 1 ` —j Nava Contracting & Engineering, Inc. 2833 N.E.Weidler St.,Portland,OR 97232 Ph:(503)238-0633 ;Fax:(503)238-0533 Client: Gary Brashear By: Matthew V.Nava, P.E. Page: \_ — Project: Coffee Rush Date: 10/28/2009 Leo 2 w=iu.vCK2A U '3,-I1 sI S . P jl it f jf Si ) �t i h` 1 fl I S ' 1 {f i }4 ' rktc:•,:f ::...11.:..... :...,'..••••1.:s-1 s, .::::.:. ....V..: 1. ' i • i 1 n ram,..�- - -,--t---'�- _ _ --�---w-�._._l-__._._-�----1-_'�7 _ Client: Gary Brashear M.V.Nava Project: Coffee Rush 10/28/09 k,\\ SUMMARY P(seismic) P(wind) v(seismic) v(wind) Length No. 1 Main 1114 1461 278 365 C/7 Rup1 2446 3227 2.0 2 2 Main 1174 1461 117 146 S/7 Rup1 756 1014 10.0 1 A Main 1263 896 126 90 S/0 Rup1 986 656 5.0 2 B Main 1229 896 223 163 SR Rup1 1846 1300 5.5 1 Client: Gary Brashear By: M.V.Nava 01 - Project: Coffee Rush Date: 10/28/09 Basic Wind Speed 3 Sec Gust 100 mph - - Equiv. Fastest Mile Wind Speed 80 mph Wind Exposure B Importance Factor Per IBC Tble 1604.5 1.00 Building Category per IBC Tble 1604.5 II Front-to - Back Slope: 7: 12 Roof Angle 30.3 Degrees Left -to- Right Slope 7:12 Roof Angle 30.3 Degrees Roof Height 16 16 Eave Height 9 9 Roof Mean Height 12.5 Least Building Dimension 12 ft Alternate Basic Load Combination Per IBC Sectoin 1605.3.2 D + L+ 1.3W D + L + S + E/1.4 Simplied Wind Load Method per IBC 1609.6 Mean Roof Height does not exceed least horiz dimension ok Mean Roof Height does not exceed 60 ftlExp B or 30ft/Exp C ok Building is not located on upper half of isolated hill or escarpment ok Building is regular in shape and approximately symmetrical ok Roof Slope is less than 12:12 ok Height and Exposure Adjustment Coefficient per Table 1609.6.2.1(4) 1.0 Mean Roof Height B C D 15ft 1 1.21 1.47 20 1 1.29 1.55 25 1 1.35 1.61 30 1 1.4 1.66 35 1.05 1.45 1.7 40 1.09 1.49 1.74 45 1.12 1.53 1.78 Simplied Design Wind Pressure: Zone Front-to- Back Direction: angle= 7:12 A B C D Ps = (gamma)*(Importance Factor)*(Ps30) Ps30 = 17.8 12.20 14.2 9.8 Ps=Design Wind Pressure= 17.8 12.2 14.2 9.8 Left-to- Right Direction: angle 7.12 Ps = (gamma)*(Importance Factor)*(Ps30) Ps30= 17.8 12.20 14.2 9.8 Ps=Design Wind Pressure= 17.8 12.2 14.2 9.8 Building Zone Dimension a: 10% least Building Dimension 1.20 .04% least Building Dimension 0.48 .4h = 3.60 a = 3 • Client: Gary Brashear By: M.V.Nava , \1 • Project: Coffee Rush Date: 40114.00 Seismic Design Category II Per IBC Table 1604.5 • Seimic Site Class D Tble 1615.1.1 Roof Dead Load 20 Importance Factor 1.00 Per Tble 1604.5 Roof Snow Load 25 Seismic Use Group I Per Section 1616.2 Seismic Addtl Snow Load 0 Mapped Spectral Response Coefficients Ss 1.09 Per Fig 1615(1) Fa= 1.1 Per Tble 1615.1.2(1) SI 0.42 Per Fig 1615(2) Fv= 1.6 Per Tble 1615.1.2(2) Sds = 0.81 Sdl = 0.45 Analysis Procedure Used OSSC p=1.3 Load Combinations: 0.6D+(0.7E OR W) Plan Irregularity Vertical Irregularity 1a and lb Torsional for non-flexible diaphragms la and lb Soft Story ok 2 Reentrant Corners ok 2 Weight ok 3 Daiphragm Discontinuity ok 3 Geometrical ok 4 Out of Plane Offset ok 4 In-Plane Discontinuity ok 5 Nonparallel System ok 5 Weak Story ok Lt Framed Construction Building Does Not Exceed five stories in height excluding basement ok Load Direction: Front to Back( Building Grids 1 -5) Response Seismic Deflection Basic Seismic force resisting system(s): Modification Factor(s) Overstrength Amplication R Omega Cd 1.K. Bearing Wall System w/Wood Shear Walls x 6.5 3 4 V= Sds*W*1.3*.7 = 0.11 W Front-to-Back Load Direction R Load Direction: Side-to-Side(Building Grids A-E) Response Seismic Deflection Basic Seismic force resisting system(s): Modification Factor(s) Overstrength Amplication R Omega Cd 1.K. Bearing Wall System w/Wood Shear Walls x 6.5 3 4 V= Sds*W*1.3*.7 = 0.11 W Front-to-Back Load Direction R Client: Gary Brashear By: M.V.Nava ` 1A Project: Coffee Rush Date: 10/28/09 Wind Basic Wind Speed=100 Exposure B Zone A Zone B Zone C Zone D Building Dimension a= 3 17.8 12.2 14.2 9.8 3 3 Building Dimension a Lines : 1 2 Eave Ht 9 9 Wall Trib 14 14 L(tot) 4 10 Main 0 0 Roof Loads Upper Roof 518 518 Main Roof 0 0 Main P 1461 1461 v 365 146 Rup1 3227 1014 Rup2 3288 1315 Rup2 3288 1315 TOTAL BASE WIND Base P 1765 2149 3914 lb Client: Gary Brashear By: M.V.Nava Lam\ Project: Coffee Rush Date: 10/28/09 Wind Basic Wind Speed= 100.00 Exposure B Zone A Zone B Zone C Zone D 17.8 12.2 14.2 9.8 3 3 Building dimension a 3 Lines: A B Eave Ht 9 9 Wall Trib 6 6 L(tot) 10 5.5 Main 0 0 Roof Loads Upper Roof 464 464 Main Roof 0 0 Main P 896 896 v 90 163 Rup1 656 1300 Rup2 806 1466 Rup3 806 1466 TOTAL BASE WIND Base P 1584 1296 2880 lb Client: Gary Brashear By: M.V.Nava - Project: Coffee Rush Date: 10/28/09 Line 1 Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.81 R= 6.5 V= 0.1128 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 9 4,980 44820 1 1,010 Main 0 3,972 0 0 0 1,010 1,114 Base 8,952 44820 1 1,010 0 0 Tot Wt = 8,952 lbs V(base) = 1,010lbs p(design) = 1.10 Lvl L (tot) v (Design) Main 4.00 278 Uplift: L(tot) L1 Rup,1 Main 4.00 2.00 2446 Client: Gary Brashear By: M.V.Nava - Project: Coffee Rush Date: 10/28/09 Line 2 Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.806 R= 6.5 V= 0.1128 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 9 5,223 47007 1 1,064 Main 0 4,215 0 0 0 1,064 1,174 Base 9,438 47007 1 1,064 #REF! #REF! Tot Wt= 9,438 lbs V(base) = 1,064lbs p(design) = 1.10 Lvl L (tot) v (Design) Main 10.00 117 Uplift: L(tot,used) L1 Rup,1 Main 10.00 10.00 756 Client: Gary Brashear By: M.V.Nava \\ D _ Project: Coffee Rush Date: 10/28/09 Line A Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds=0.81 R= 6.5 V= 0.1128 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V (total) V(design) Eave 9 5,102 45913.5 1 1,144 Main 0 4,094 0 0 0 1,144 1,263 9,195 45913.5 1 1,144 0 0 Tot Wt= 9,1951bs V(base) = 1,1441bs p(design) = 1.10 Lvl L (tot) v(Design) Main 10.00 126 Uplift: L(tot,used) L1 Rup,1 Main 10.00 5.00 986 Client: Gary Brashear By: M.V.Nava 1-�� Project: Coffee Rush Date: 10/28/09 Line B Seismic Calculatons 1.K. Bearing Wall System w/Wood Shear Walls V= (Sds)Wt/R Sds =0.81 R= 6.5 V= 0.1128 (Wt) wxhx Lvl Ht. Wt. wxhx Totwxhx Fx V(total) V(design) Eave 9 4,980 44820 1 1,114 Main 0 3,972 0 0 0 1,114 1,229 8,952 44820 1 1,114 0 0 Tot Wt= 8,952 lbs V(base) = 1,114lbs p(design) = 1.10 Lvl L(tot) v (Design) Main 5.50 223 Uplift: L(tot,used) L1 Rup,1 Main 5.50 5.50 1846 . Client: Gary Brashear By: M.V.Nava Project: Coffee Rush Date: 10/28/09 Overhang: 0 0 0 0 Roof DL 20 psf Lines : 1 2 A B Upper Roof Trib Width 14 14 6 6 Length 12 12 28 28 Lower Roof Trib Width 0 0 0 0 Length 16 16 32 32 Main Wall Trib 14 14 6 6 #of walls 2 2 2.5 2 Wall Length 12 12 28 28 #of walls 1 1.5 1 1 Client: Gary Brashear By: M.V.Nava I.- :2"' - Project: Coffee Rush Date: 10/28/09 Calculation of p Direction of Loading: 1 thru 2 Main Level Design Story Shear= 2,074 Line V(line) Ltot Lmax v(max) r(i) 1 1,010 4 2 505 1.217 2 1,064 10 10 1064 0.513 r(max) = 1.217 A= 336 A(sqrt) = 18.33 p= 1.10 0 0 1.1 p(design) 1.1 TOTAL BASE SEISMIC V= 2,074 fbs Client: Gary Brashear By: M.V.Nava l �L Project: Coffee Rush Date: 10/28/09 Calculation of p Direction of Loading: A thru B Main Level Design Story Shear= 2,258 Line V(line)_ Ltot Lmax v(max) r(i) A 1,144 10 5 572 0.507 B 1,114 5.5 5.5 1114 0.897 TOTAL BASE SEISMIC V= 2,258 lbs r(max) = 0.897 A= 336 A(sqrt)= 18.33 p= 0.78 p(design)= 1.1 1 0 Client: Gary Brashear By: M.V.Nava 1 23 . Project: Coffee Rush Date: 10/28/09 Wt Line 1 Line 2 . . Qnty Wt Qnty Wt Upper Roof 20 168 3360 168 3360 1st Wall 40.5 40 1620 46 1863 4980 5223 Lower Roof 20 0 0 0 0 1st Wall 40.5 40 1620 46 1863 1st Floor 14 168 2352 168 2352 3972 4215 A= 336 Client: Gary Brashear By: M.V.Nava �'4 Project: Coffee Rush Date: 10/28/09 Wt Line A Line B Qnty Wt Qnty Wt Upper Roof 20 168 3360 168 3360 1st Wall 40.5 43 1741.5 40 1620 5101.5 4980 Lower Roof 20 0 0 0 0 1st Wall 40.5 43 1741.5 40 1620 1st Floor 14 168 2352 168 2352 4093.5 3972 L25 Client: Gary Brashear By: M.V.Nava - Project: Coffee Rush Date: 10/28/09 Shear Walls No. Length No. Length No. Length No Length 1 Main 22 00 00 00 2 Main 110 00 00 00 Client: Gary Brashear By: M.V.Nava L" Project: Coffee Rush Date: 10/28/09 Shear Walls No. Length No. Length No. Length No Length A Main 25 00 00 00 B Main 15.5 00 00 00