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Home My WebLink About602 E Front St Technical - BuildingTECHNICAL Permit II 308 Address (002 E FDr st Project description Co .uw, pia �ar�K MA 121 5 F E mia, i femno Date the permit was finaled Number of technical pages 65 51-rve,furul C0.lcs 4) (V)eGKcE,nicAl Sumrne9 IM-urior 2_!1 ni Scimm"(9 t Structural Solutions Seattle 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 www.pcs- structural.com STRUCTURAL CALCULATIONS FOR COLUMBIA BANK CANOPY ADDITION AND ROOF OVERBUILD PORT ANGELES, WASHINGTON PREPARED BY PCS STRUCTURAL SOLUTIONS NOVEMBER 24, 2010 11 -087 Structural Solutions 'DESIGN CRITERIA CHECKLIST CODE.! IBC 2009, ASCE 7 -05 !CONSTRUCTION REQUIREMENTS BUILDING TYPE:I v s FIRE RATING:I o VERTICAL DESIGN CRITERIA I WIND DESIGN CRITERIA BASIC WIND SPEED (V) =I 100 MPH IMPORTANCE FACTOR (I 1.o EXPOSURE CATEGORY. 1c TOPOGRAPHIC FACTOR (I' 1.0 MEAN ROOF HEIGHT:I 20 Fr ROOF SLOPE 12): 5.00:12 0 (degrees): 22.62 'DEFLECTION CRITERIA FLOOR (LIVE): FLOOR (TOTAL): WALLS. !SOIL DESIGN CRITERIA REPORT:1 No BEARING: ACTIVE. PASSIVE. COEFFICIENT OF FRICTION 1 2000 PSF 35 PCF 250 PCF 0.35 PILE TYPE.' NONE Project: 1 VERTICAL CAPACITY UPLIFT CAPACITY DEAD ROOF 20 PSF L/1480 L/1360 U1360 N/A N/A COLUMBIA BANK REMODEL Sheet: Originating Office: I vi Ivi Iv! vI !SEISMIC DESIGN CRITERIA OCCUPANCY CATEGORY I 1$11 I v I SITE CLASS:I D I IMPORTANCE FACTOR (I 1 STRUCTURAL SYSTEM (R): 2.5 OVERSTRENGTH FACTOR (12 1.3 INFORMATION BELOW FROM 'EARTHQUAKE SPECTRAL of Seattle Tacoma MINIMUM FOOTING DIMENSIONS. Job Number: Name: Date: LOCATION:1 Port Angeles, WA SPRINKLERED ?I No I v I SPRINKLER SUBSTITUTED FOR FIRE RATING?' NO LIVE PARTITION CONCENTRATED 25 PSF (Per ASCE 7 -05 Section 6.5 4, Figure 6 -1 or as required by Building Dept.) (Per ASCE 7 -05 Section 6.5.5 and Table 6 -1) (Per ACSE 7 -05 Section 6.5.6.3) (Per ASCE 7 -05 Section 6.5 7.2) (See ASCE 7 -05 Section 6.2 Definitions) (Enter vertical rise in 12 horizontal units) (Per IBC Table 1604.5) (Per IBC Section 1613.5.5, Assumed as 'D' or per Geotech.) (Per ASCE 7 -05 Table 11.5 -1) (Per ASCE 7 -05 Table 12.2-1) (Per ASCE 7 -05 Table 12.2 I) RESPONSE ACCELERATION MAPS' CD LATITUDE. I S 1 122 F 1.05 LONGITUDE: S 0.467 F 1.53 ROOF (LIVE): ROOF (TOTAL): SPECIAL. CONTINUOUS: SPREAD FROST DEPTH. L/1360 U1240 UI 1-4" 1 -6" 1 -6" 11 -087 LAH 09/01/10 LATERAL CAPACITY =I N/A SIZE =1 N/A M M M M M Design Criteria IBC2009 Revised 10/01/10 PCS Design Criteria IBC 2009.xls(D1) s al PCS Structural Solutions MATERIALS I CONCRETE I MASONRY FOOTINGS/PILES. SLABS/WALLS: IGLULAM BEAMS (SCL PRODUCTS (FRAMING LUMBER Project: 3000 PSI 4000 PSI COLUMBIA BANK REMODEL Job Number. 11 -087 Sheet: 2 of Name: LAH Originating Office: ❑Seattle 0 Tacoma Date: 09/01/10 ASTM C90 f 1500 PSI (REINFORCING Steel Grade 60 f 60000 PSI I STRUCTURAL STEEL W- Flange Beams ASTM A992 f 50000 PSI Shapes Plates ASTM A36 f 36000 PSI Pipes ASTM A53, Grade B f 35000 PSI Tubes ASTM A500, Grade B f 46000 PSI COLUMNS: BEAMS: Simple Spans Cantilevers 24F V4 Grade 24F -V8 1.80E+06 PSI E 1.80E +06 PSI 2400 PSI Fb (BOTTOM) 2400 PSI 1850 PSI Fb (TOP) 2400 PSI 240 PSI F 240 PSI SOLID GROUTED 4000 PSI 4000 PSI 2x SCL 1%' SCL 31/4. 5V4 SCL E 1.30E+06 PSI 1.80E+06 PSI 2.00E +06 PSI Fb= 1700 PSI 2600 PSI 2900 PSI F 285 PSI 285 PSI 285 PSI F 1400 PSI 2400 PSI 2600 PSI Joists Studs 2x DF #2 2x HF #1 E 1.60E+06 PSI 1.50E+06 PSI F 900 PSI 975 PSI F 180 PSI 150 PSI F 1350 PSI 1350 PSI Beams Headers 4x DF #2 4x HF #1 6x DF #1 E 1.60E+06 PSI 1.50E+06 PSI 1.60E+06 PSI Fb= 900 PSI 975 PSI 1350 PSI F 180 PSI 150 PSI 170 PSI Posts Timbers 6x DF #1 E 1.60E +06 PSI F 1000 PSI Design Criteria IBC2009 Revised 10/01/10 PCS Design Criteria IBC 2009.xls(M1) Structural Solutions 'DESIGN CRITERIA WIND IASCE 7 -05 SECTION 6.4 METHOD 1 SIMPLIFIED PROCEDURE BASIC WIND SPEED (V): 100 MPH MEAN ROOF HEIGHT 20 FT IMPORTANCE FACTOR (I 1.00 ROOF SLOPE 12): 5.0:12 EXPOSURE CATEGORY C 0 (degrees): 22.62 TOPOGRAPHIC FACTOR (K 1.0 1ASCE 7 -05 FIGURE 6 -2 MAIN WIND FORCE RESISTING SYSTEM DESIGN WIND PRESSURES IASCE 7 -05 FIGURE 6 -3 COMPONENTS AND CLADDING DESIGN WIND PRESSURES 1 ROOF SURFACES POSITIVE PRESSURES I NEGATIVE PRESSURES Effective Wind Area ZONE 1 2 3 10 SF 134 13.4 134 20 SF 12.1 12.1 12.1 50 SF 10.6 10.6 10.6 100 SF 94 94 94 Effective Wind Area 10 SF 20 SF 50 SF 100 SF 500 SF ASCE 7 -05 6.4.2.1 1 HORIZONTAL PRESSURES ZONE:I A B I C I D I CASE 1 I 25.67 4 13 I 18.58 I 4.26 I CASE 2:1 N/A N/A I N/A I N/A I ZONE.1 EoH I Golf CASE 1.1 11.35 15 48 -8.26 12.51 21.29 0.18 CASE 2:1 N/A N/A N/A N/A N/A N/A WALL SURFACES ROOF OVERHANGS POSITIVE PRESSURES NEGATIVE PRESSURES ZONE 4 23.2 22.2 20.8 197 17.3 Project: COLUMBIA BANK REMODEL Job Number. 11 -087 Sheet: 3 of Name: LAH Originating Office: 0 Seattle I] Tacoma Date: 09/01/10 VERTICAL PRESSURES 5 23.2 22.2 20.8 197 17.3 4 25.2 24 1 22.7 21 7 18.1 IASCE 7 -05 SECTION 6.4.2.1.1 SECTION 6.4.2.2.1 MINIMUM PRESSURES 5 31 1 29.0 26.2 24 1 19.2 MAIN WIND FORCE RESISTING SYSTEM MINIMUM PRESSURES The load effects of the design wind pressures from ASCE 7 -05 Section 6.4.2.1 shall not be less than the minimum load case from ASCE 7 -05 Section 6.1 4.1 assuming the pressures, p for Zones A, B, C, and D all equal to +10.0 psf, while assuming Zones E, F G, and H all equal to 0 psf. COMPONENTS AND CLADDING MINIMUM PRESSURES 1 2 3 21.3 37.0 54.7 20.6 34.1 51 1 19.9 30.1 -46.4 19.2 27 1 -42.8 ROOF OVERHANGS 2 -43.2 -43.2 -43.2 -43.2 3 72.8 -65 7 56.2 -49 1 The positive design wind pressures, poet, from ASCE 7 -05 Section 6.4.2.2 shall not be less than +10.0 psf, ASCE 7 -05 6.4.2.2.1 and the negative design wind pressures, p 1Cfi from ASCE 7 -05 6.4.2.2 shall not be less than 10.0 psf. Design Criteria IBC2009 Revised 10/01/10 PCS Design Criteria IBC 2009.xls(L1A(METHOD1)) 11 PCS Structural Solutions 'DESIGN CRITERIA WIND FIGURE 6-2, ASCE 7 -05 Main Wind Force Resisting: System Method 1 Figure 6 -2 Enclosed Buildings Project: COLUMBIA BANK REMODEL Job Number. 11 -087 Sheet: it• of Name: LAH Originating Office: Seattle ['Tacoma Date: 09/01/10 Design Wind Pressures h560ft. Walls Roofs Notes: 1 Pressures shown are applied to the horizontal and vertical projections, for exposure B, at h =30 ft (9.1m), for I =1.0, and K 1.0. Adjust to other conditions using Equation 6 -1 2. The load patterns shown shall be applied to each corner of the building in turn as the reference corner (See Figure 6 -10) 3 For the design of the longitudinal MWFRS use B 0° and locate the zone E/F G/H boundary at the mid length of the building. 4 Load cases 1 and 2 must be checked for 25° B 5 45° Load case 2 at 25° is provided only for interpolation between 25° to 30° 5 Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively 6. For roof slopes other than those shown, linear interpolation is permitted. 7 The total horizontal load shall not be less than that determined by assuming p 0 in zones B D 8. The zone pressures represent the following: Horizontal pressure zones Sum of the windward and leeward net (sum of internal and external) pressures on vertical projedion of: A End zone of wall C Interior zone of wall B End zone of roof D Interior zone of roof Vertical pressure zones —Net (sum of internal and external) pressures on horizontal,projection of: E End zone of windward roof G Interior zone of windward roof F End zone of leeward roof H Interior zone of leeward roof 9 Where zone E or G falls on a roof overhang on the windward side of the building, use Eon and GoH for the pressure on the horizontal projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 10. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or3ft (0.9m) h: Mean roof height, in feet (meters), except that cave height shall be used for roof angles <10° Angle of plane of roof from horizontal, in degrees. I Design Criteria IBC2009 Revised 10/01/10 PCS Design Criteria IBC 2009.xls(L1 B) Project: COLUMBIA BANK REMODEL Job Number. 11 -087 Name: LAH Structural Solutions Originating Office: ❑Seattle El Tacoma Date: 09/01/10 I DESIGN CRITERIA WIND 'FIGURE 6-3, ASCE 7 -05 1•31 PCS Notes: Figure 6 -3 Enclosed Buildings Flat Roof n Interior Zones hoots -Zan 11 Was Zone 4 Sheet: of Components and Cladding Method 1 Design Wind Pressures End Zones Rod. Zone 2I Wits -Zone 5 h 5 60 ft. Walls Roofs Hip Roof (7° 8 27 Gable Roof (0 7 Gable Roof (7° 0 45 Corner Zones Roofs -Zone 3 1 Pressures shown are applied normal to the surface, for exposure B, at h =30 ft (9.1m), for I =1.0, and K 1.0 Adjust to other conditions using Equation 6 -2. 2. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively 3. For hip roofs with 6 5 25° Zone 3 shall be treated as Zone 2. 4. For effective wind areas between those given, value may be interpolated, otherwise use the value associated with the lower effective wind area. 5 Notation: a• 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or3ft (0.9m). h: Mean roof height, in feet (meters), except that.eave height shall be used for roof angles <10° a Angle of plane of roof from horizontal, in degrees. Design Criteria IBC2009 Revised 10/01/10 PCS Design Criteria IBC 2009.xls(L1C) Structural Solutions OCCUPANCY CATEGORY SITE CLASS. IMPORTANCE FACTOR (I STRUCTURAL SYSTEM (R): OVERSTRENGTH FACTOR (n V =C *W= V/1 4 C /1 4 *W 0.067g1 <0.133g1 0.20g1 0.20g1 1ASCE 7 -05 SECTION 12.8.1 GENERAL EQUATION• MAXIMUM. MINIMUM. Project: COLUMBIA BANK REMODEL Sheet: of Originating Office: Seattle Tacoma DESIGN CRITERIA SEISMIC 'ASCE 7 -05 SECTION 12.8 EQUIVALENT LATERAL FORCE PROCEDURE I &II D 1 2.5 1.25 !ASCE 7 -05 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11 4.3 Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters S F *S 1 179 SMi F *S, Section 11 4 4 Design Spectral Response Acceleration Parameters Sps 2/3 *S 0.786 SD, 2 /3 *S 'ASCE 7 -05 SECTION 11.6 SEISMIC DESIGN CATEGORY SECTION 12.8.2 PERIOD DETERMINATION ASCE 7 -05 TABLE 11.6 -1 SEISMIC DESIGN CATEGORY BASED ON SDS OCCUPANCY CATEGORY I II i 0.167g1 A A <0.33g1 B B 0.50g1 C C 0.50g1 D D D TABLE 11.6 -2 SEISMIC DESIGN CATEGORY BASED ON SDI OCCUPANCY CATEGORY I &II III A A B B C C D D D SEISMIC BASE SHEAR 0.314 *W Ultimate 0.225 *W Allowable TV A C D D IV A C D D !ASCE 7 -05 SECTION 12.8.1.1 SEISMIC RESPONSE COEFFICIENT LATITUDE. LONGITUDE. S S F F C S /(R/I) 0.314 C S /(T *(R/I)) 1.009 DESIGN CATEGORIES A,B,C, D C 0.044 *Sp *I 0.035 DESIGN CATEGORIES E F C 0.5 *S /(R/I) 0.093 Job Number. Name: Date: 0 0 1 122 0.467 1.051 1.533 0.716 0.477 11-087 LAH 09/01/10 Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6 -1 or Table 11.6 -2, irrespective of the fundamental period of vibration of the structure. PERIOD DETERMINATION: C, 0.02 h„ 20 FT x 0.75 T C, *h„ 0.189 CONTROLS W the total dead load and applicable portion of other loads as indicated in Section 12.7.2 1 Design Criteria IBC2009 Revised 10/01/10 PCS Design Criteria IBC 2009.xls(L2) Structural Solutions O N V gam. Uf fear t oo --40c; !o L loo 4(70 4 2— 1 20 ti 2 3 A S— Project: 1 atel 1.- 5 Job No. 1:i Subject: Sheet 4_ of Name: LU 1 tit Originating Office: 0 Seattle (Tacoma Date: L I f k tv2 L3-32- -3-3 z s t 'i-" y' O Seattle 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 9_ ata www.pcs- structutal.corn 41 PCS Project: Subject: Sheet of Structural Solutions Originating Office: El Seattle Tacoma Lalfaxi3x. e' 6 1, Q k IS r Ardav ?t et-u., OtaS l \lick O '51A9-40( u S c Oi r b o\ \cLs. U art, uitAAAK (Dc4 o4- W so no OAK) In..t1 f LO WY) Yt o k4 (51/40K kci, 4 trC' $1 F C eAti CAt l k 0 6v rIutkol r% C g C,-... 5c> o .ue t: ct Wtte tiri l ..xc-1, stn- --I/�. cc: is, C Seattle 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 Tacoma 1 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 Job No: _I1 Name: 5 Date• www.pcs- structural.com Structural Solutions &V N* L W S "c., 21xtcx2cpsF�( I�C13) 11) 4 'Er I IA 2. t 2a J 4 y 13' LzC xA 4-x('g tt(t.4 413 p -x io7 13ao*- r �P" 20 2( G: A CS) w OA CTS Project: u M ►J 1a. Subject: Originating Office: Seattle CI z Z %py) O C` 4 Z s ps P 1, ta..) 4- 5s O 1 .'w r1 'tom P te- s ?(ft.) c 35/ Ida b(05 -r 3 `tl r qt- 7, 7 L zq z� Sheet t_ of [Tacoma 5 1 t &3. Job No: �I —0 9 Name. D a t e 11 11 g k.0 ck LAR MZ �L I I i (133L 3f 3 -t 3C2 c90o) 2.,6b X "(,t d x(?5 8u PI (,13.)t2- 15. Seattle I 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 Tacoma 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 aft- www pcs- structurat.com Structural Solutions C.( C._8APIP pl4 3 a to CI C 315) 46 PCS i a I23k- uJ� ti Project: Subject: Originating Office: D,5,101 -Ato x s. 4-x x sj I ,5 4 G0 2C 5 25 5 05) UL.) 2C-43 (o ff' C, t ZSp O t -ems as c 2-5c -ec 1,2) +1 <<O w ,5S l 5 -1. 1461.) 1 7 10 h� S xs x�tGe 4 41., f,„.c' 32 463 az 12.4 W\` iz aolom Seattle LOnik- 581 Sheet of Ej acoma 12,0 <IS 1 t1. Job No: D Name: L-4 Date: I I C,=L, Q 2 -2,3 c S Z s 5(5)f 2 2 9- 2 4'2.) m pqLt.k. 4 4{,(03 s.co [t 1caa also U octsk. l�2 z Seattle 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 Tacoma 1 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 Lo oV-- www.pcs structural.com Structural Solutions LC k 2 A I' Project: l DI,U Mo l a S xt L Subject: Sheet of Originating Office: Seattle Tacoma DPP x(o X15 13 C,315 eov tS t .p 1 Y i vy �,L, o 92- v 404 Job No: (1 08i- i Name: Date I I S ..I 2) Io cl.a�, �1 Rfl f CUB it ca.r4i 3,l t 2_ z p(o`( t o92 (15 Seattle 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 +vww.pcs- structurat.com Tacoma 1 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Steel Base Plate Design Lic. KW- 06002327 License Owner pcs structural solutions Description HSS6x6x1 /4 General Information Material Properties AISC Design Method Load Resistance Factor Design Steel Plate Fy 36.0 ksi Concrete Support fc 3.0 ksi Assumed Bearing Area Full Bearing Column Plate Column Properties Steel Section HSS6X6X1 /4 Depth Width Flange Thickness Web Thickness Plate Dimensions N Length 14.0 in B Width 14.0 in Thickness 1.0 in Column assumed welded to base plate. Applied Loads 6 in 6 in 0.233 in 0 in P -Y D Dead Load 3.20 k L Live 0.0 k Lr Roof Live 0 0 k S Snow 4 0 k W Wind 0.0 k E Earthquake 0.0 k H Lateral Earth 0.0 k P Gravity load, sign is downward. Anchor Bolts Anchor Bolt or Rod Description 314" Max of Tension or Pullout Capacity Shear Capacity Edge distance bolt to plate. Number of Bolts in each Row. Number of Bolt Rows. Area lxx lyy 14.20 k 8.550 k 2.0 in 2.0 1.0 Calculations per 13th AISC AISC Design Guide No. 1 1990 by DeWolf Ricker c LRFD Resistance Factor 0.60 Allowable Bearing Fp per J8 5.24 in ^2 28.6 inA4 28.6 inA4 Support Dimensions Support width along "X" Length along "Z' V -Z M 0.0 k 0.0 k 0.0 k 0.0 k -ft 0.0 k 0.0 k -ft 0.0 k 0.0 k -ft 0.0 k 0.0 k -ft 1.840 k 17.20 k ft 0.0 k 0.0 k -ft Moments create higher soil pressure at +Z edge. Shears push plate towards +Z edge. Title Dsgn• Project Desc. Project Notes 36.0 in 36.0 in 5.10 ksi Job (Z Printed: 18 NOV 2010, 5:36PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver 6.1.51 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Steel Base Plate Design Lic. KW- 06002327 License Owner pcs structural solutions Description HSS6x6x1 /4 GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Design Method Governing Load Combination Governing Load Case Type Design Plate Size Pu Axial Mu Moment fv Actual Fv Allowable 0.60 Stress Ratio Load Comb. +1.40D Fy 0.90 (per G2) Loading Pu Axial Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al Plate Area A2: Support Area A2/A1 Distance for Moment Calculation rn n X Lambda n' n' Lambda L max(m, n, n Load Resistance Factor Design +1.20D+0.50L+0.20S+E Axial Moment, L/2 Eccentricity Tension on Br 1' 2' x 1 -2' x l' 4.640 k 17.200 k -ft 0.658 ksi 32.400 ksi 0.020 Shear Stress OK Loading Pu Axial Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al Plate Area A2: Support Area A2 /A1 Distance for Moment Calculation "m" n X Lambda n' n' Lambda L max(m, n, n Load Comb. +1.200 +1 60L +0.50S +1 60H 4.480 k 14.000 in 14.000 in 196.000 inA2 1,296.000 inA2 2.000 4 150 in 4 150 in 0.000 inA2 0.000 0.010 in 0.000 in 4.150 in 5.840 k 14.000 in 14.000 in 196.000 inA2 1,296.000 i 2.000 4 150 in 4.150 in 0.000 in^2 0.000 0.010 in 0.000 in 4150 in Title Dsgnr Project Desc. Project Notes Printed: 18 NOV 2010, 5:36PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver 6.1.51 Mu Max. Moment fb Max. Bending Stress Fb Allowable Fy Phi Stress Ratio fu Max. Plate Bearing Stress Fp Allowable Tension in each Bolt Allowable Bolt Tension Stress Ratio Bearina Stresses Fp Allowable fu Max. Bearing Pressu Stress Ratio Plate Bending Stresses Mmax Fu LA2 2 fb Actual Fb Allowable Stress Ratio Shear Stress fv Actual Fv Allowable Stress Ratio Bearina Stresses Fp Allowable fu Max. Bearing Pressu Stress Ratio Plate Bendina Stresses Mmax= Fu *LA2 /2 fb Actual Fb Allowable Stress Ratio Shear Stress fv Actual Fv Allowable Stress Ratio 1) min( 0.85 *fc *sgrt(A2 /A1), 1.7* Pc) *Phi Stress Ratio Job 3.060 ksi 0.023 ksi 0.007 0.000 ksi 0.000 ksi 0.000 3.060 ksi 0.030 ksi 0.010 0.000 ksi 0.000 ksi 0.000 5.391 k -in 32.348 ksi 32.400 ksi 0.998 Bending Stress OK 3.060 ksi 3.060 ksi 1.000 Bearing Stress OK 7 497 14.200 0.528 Tension Stress OK Axial Load Only, No Moment 0.197 k -in 0.787 ksi 32.400 ksi 0.024 Axial Load Only, No Moment 0.257 k -in 1.026 ksi 32.400 ksi 0.032 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Steel Base Plate Design Project Notes Title Dsgnr• Project Desc. Printed: 18 NOV 2010, 5:36PM File: g:12011 Jobs111087 Columbia Bank Port Angeles ICalcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Description HSS6x6x1 /4 Load Comb. +1.20D +0.50L +1 60S Loading Bearing Stresses Pu Axial 10.240 k Fp Allowable Design Plate Height 14.000 in fu Max. Bearing Pressu Design Plate Width 14.000 in Stress Ratio Will be different from entry if partial bearing used, Plate Bending Stresses Al Plate Area 196.000 inA2 Mmax Fu LA2 2 A2: Support Area 1,296.000 i fb Actual -J A2 /A1 2.000 Fb Allowable Stress Ratio Distance for Moment Calculation Shear Stress m 4.150 in fv Actual n 4 150 in Fv Allowable X 0.000 inA2 Stress Ratio Lambda 0.000 n' 1.010 in n' Lambda 0.000 in L max(m, n, n 4150 in Load Comb. +1.20D +1 60S +0.80W Loading Bearing Stresses Pu Axial 10.240 k Fp Allowable Design Plate Height 14.000 in fu Max. Bearing Pressu Design Plate Width 14.000 in Stress Ratio Will be different from entry if partial bearing used. Plate Bending Stresses Al Plate Area 196.000 inA2 Mmax Fu LA2 2 A2: Support Area 1,296.000 i fb Actual A2/A1 2.000 Fb Allowable Stress Ratio Distance for Moment Calculation Shear Stress m 4.150 in fv Actual n 4.150 in Fv Allowable X 0.000 inA2 Stress Ratio Lambda 0.000 n' 1.010 in n' Lambda 0.000 in L max(m, n, n 4.150 in Load Comb. +1.20D +1 60S -0.80W Loading Bearing Stresses Pu Axial 10.240 k Fp Allowable Design Plate Height 14.000 in fu Max. Bearing Pressu Design Plate Width 14.000 in Stress Ratio Will be different from entry if partial bearing used. Plate Bending Stresses Al Plate Area 196.000 inA2 Mmax Fu V2 2 A2: Support Area 1,296.000 i fb Actual A2 /A1 2.000 Fb Allowable Stress Ratio Distance for Moment Calculation Shear Stress m 4.150 in fv Actual n 4.150 in Fv Allowable X 0.000 inA2 Stress Ratio Lambda 0.000 n' 1.010 in n' Lambda 0.000 in L max(m, n, n 4 150 in N4- Job Axial Load Only, No Moment 3.060 ksi 0.052 ksi 0.017 0.450 k -in 1.800 ksi 32.400 ksi 0.056 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 3.060 ksi 0.052 ksi 0.017 0.450 k -in 1.800 ksi 32.400 ksi 0.056 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment 3.060 ksi 0.052 ksi 0.017 0.450 k -in 1.800 ksi 32.400 ksi 0.056 0.000 ksi 0.000 ksi 0.000 Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the Printing Title Block selection. Title Block Line 6 Steel Base Plate Design Title Dsgnr• Project Desc. Project Notes IS Job Printed: 18 NOV 2010, 5:36PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Description HSS6x6x1 /4 Load Comb. +1.20D +0.50L +0.50S +1 60W Loading Pu Axial Design Plate Height Design Plate Width Will be different from entry if partial bearing used. Al Plate Area A2: Support Area J A2/A1 5.840 k 14.000 in 14.000 in 196.000 inA2 1,296.000 inA2 2.000 Load Comb. +1.20D +0.50L +0.50S -1 60W Bearina Stresses Fp Allowable fu Max. Bearing Pressu Stress Ratio Plate Bendina Stresses Mmax Fu *L "2 /2 fb Actual Fb Allowable Stress Ratio Distance for Moment Calculation Shear Stress m 4.150 in fv Actual n 4 150 in Fv Allowable X 0.000 inA2 Stress Ratio Lambda 0.000 n' 0.010 in n' Lambda 0.000 in L max(m, n, n 4150 in Axial Load Only, No Moment 3.060 ksi 0.030 ksi 0.010 0.257 k -in 1.026 ksi 32.400 ksi 0.032 0.000 ksi 0.000 ksi 0.000 Axial Load Only, No Moment Loadina Bearina Stresses Pu Axial 5.840 k Fp Allowable 3.060 ksi Design Plate Height 14.000 in fu Max. Bearing Pressu 0.030 ksi Design Plate Width 14.000 in Stress Ratio 0.010 Will be different from entry if partial bearing used. Plate Bendina Stresses Al Plate Area 196.000 inA2 Mmax Fu LA2 2 0.257 k -in A2: Support Area 1,296.000 inA2 fb Actual 1.026 ksi A2/A1 2.000 Fb Allowable 32.400 ksi Stress Ratio 0.032 Distance for Moment Calculation Shear Stress m 4 150 in fv Actual 0.000 ksi n 4 150 in Fv Allowable 0.000 ksi X 0.000 inA2 Stress Ratio 0.000 Lambda 0.000 n' 0.010 in n' Lambda 0.000 in L max(m, n, n 4.150 in Load Comb. +1.20D +0.50L +0.20S +E Axial Load Moment, Ecc. L/2 Loading Calculate olate moment from bolt tension Pu Axial 4.640 k Tension per Bolt 7 497 k Mu Moment 17.200 k -ft Tension Allowable 14.200 k Eccentricity 44.483 in Stress Ratio 0.528 Al Plate Area 196.000 inA2 A2 Support Area 1,296.000 in"2 Dist. from Bolt to Col. Edge 2.150 in V A21A1 2.000 Effective Bolt Width for Bending 8.600 in Plate Moment from Bolt Tension 3.748 k -in Calculate plate moment from bearina II m 4 150 in Bearina Stresses A Bearing Length 0.917 in Fp Allowable 3.060 ksi Mpl Plate Moment 0.449 k -in fu Max. Bearing Pressu (set equal to Fp Shear Stress Stress Ratio 1.000 fv Actual 0.658 ksi Plate Bendina Stresses Fv Allowable 32.400 ksi Mmax 5.391 k -in Stress Ratio 0.020 fb Actual 32.348 ksi Fb Allowable 32.400 ksi Stress Ratio 0.998 Title Blo,;k Line 1 You can changes this area using the 'Settings" menu item and then using the Printing Title Block" selection. Title Block Line 6 Steel Base Plate Design Lic. KW- 06002327 License Owner pcs structural solutions Description HSS6x6x1 /4 Load Comb. +1.20D +0.50L +0.20S -1.0E Loadina Pu Axial Mu Moment Eccentricity Al Plate Area A2 Support Area A2/A1 Calculate elate moment from bearina "m" A Bearing Length Mpl Plate Moment Shear Stress fv Actual Fv Allowable Stress Ratio Load Comb. +0.90D +E +1 60H Loading Pu Axial Mu Moment Eccentricity Al Plate Area A2 Support Area A2 /A1 Calculate plate moment from bearina "m" "A Bearing Length Mpl Plate Moment Shear Stress fv Actual Fv Allowable Stress Ratio 4.640 k 17.200 k -ft 44.483 in 196.000 inA2 1,296.000 inA2 2.000 4 150 in 0.917 in 0.449 k -in 0.658 ksi 32.400 ksi 0.020 2.880 k 17.200 k -ft 71.667 in 196.000 inA2 1,296.000 inA2 2.000 4.150 in 0.881 in 0.433 k -in 0.658 ksi 32.400 ksi 0.020 Title Dsgnr Project Desc. Project Notes Printed: 18 NOV 2010, 5:36PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver. 6.1.51 Axial Load Moment, Ecc. L/2 Calculate elate moment from bolt tension Tension per Bolt Tension Allowable Stress Ratio Dist. from Bolt to Col. Edge Effective Bolt Width for Bending Plate Moment from Bolt Tension Bearing Stresses Fp Allowable fu Max. Bearing Pressu Stress Ratio Plate Bendina Stresses Mmax fb Actual Fb Allowable Stress Ratio Dist. from Bolt to Col. Edge Effective Bolt Width for Bending Plate Moment from Bolt Tension Bearino Stresses Fp Allowable fu Max. Bearing Pressu Stress Ratio Plate Bendina Stresses Mmax fb Actual Fb Allowable Stress Ratio Job 7 497 k 14.200 k 0.528 2.150 in 8.600 in 3.748 k -in 3.060 ksi set equal to Fp 1.000 5.391 k -in 32.348 ksi 32.400 ksi 0.998 Axial Load Moment, Ecc. L/2 Calculate elate moment from bolt tension Tension per Bolt 7.991 k Tension Allowable 14.200 k Stress Ratio 0.563 2.150 in 8.600 in 3.995 k -in 3.060 ksi set equal to Fp 1.000 5.196 k -in 31 174 ksi 32.400 ksi 0.962 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Steel Base Plate Design Description HSS6x6x1 /4 Load Comb. +0.90D 1.0E +1.60H Loading Pu Axial Mu Moment Eccentricity Al Plate Area A2 Support Area A2 /A1 Calculate plate moment from bearina "m" A Bearing Length Mpl Plate Moment Shear Stress fv Actual Fv Allowable Stress Ratio 2.880 k 17.200 k -ft 71.667 in 196.000 inA2 1,296.000 inA2 2.000 0.658 ksi 32.400 ksi 0.020 Title Dsgnr Project Desc. Project Notes Job Printed: 18 NOV 2010, 5:36PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Lic. KW- 06902327 License Owner pcs structural solutions Axial Load Moment, Ecc. L/2 Calculate plate moment from bolt tension... Tension per Bolt Tension Allowable Stress Ratio Dist. from Bolt to Col. Edge Effective Bolt Width for Bending Plate Moment from Bolt Tension 7.991 k 14.200 k 0.563 2.150 in 8.600 in 3.995 k -in 4 150 in Bearina Stresses 0.881 in Fp Allowable 3.060 ksi 0.433 k -in fu Max. Bearing Pressu set equal to Fp Stress Ratio 1.000 Plate Bendina Stresses Mmax 5.196 k -in fb Actual 31 174 ksi Fb Allowable 32.400 ksi Stress Ratio 0.962 Columbia Bank Project Number 11 -087 Sds 0.78 Soil le 1 Load Cases (1 +.14Sds)D+ 7pEQ (1 +.105Sds)D +.525pEQ+ 75S (.6- .14Sds)D+ 7pEQ D+ 75W+ 75S .6D +W Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 Column East Canop A South Canc B South Canc C North Canc D North Canc E Column A B C D E 6 6 6 6 6 1.2 1.2 1.2 1.2 1.2 Sliding 2000 0.35 Foundation Design Eq 5 col height Dead Snow EQ ult Wind (late Eq 5 Eq 6 Eq 8 13 1505 1313 850 650 13449 14103 5951 13 1500 1888 1230 730 13444 14529 5948 13 2300 2900 1230 730 14331 16153 6341 13 3200 4000 1840 500 15329 17952 6783 13 1120 1400 1840 500 13022 13752 5762 Footing Wi Footing De Soil over fc Ftg and Soil wt 1 10620 1 10620 1 10620 1 10620 1 10620 e =L/2 -e Column Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 A 2.33 2.52 1.48 2.25 1.64 B 2.03 2.32 0.80 2.18 1.47 C 2.09 2.39 0.94 2.26 1.57 D 1.72 2.18 0.11 2.55 2.08 E 1.50 1.93 -0.40 2.41 1.92 Vertical Load Overturn Mres /Mot Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 4 46 6.24 1:97. 3.98 2.21 3.08 4 44 4 d 3.66 1.97 3.29 4.94 no goo 4.08 2.10 2.35 3.67 no good 6.64 3.27 2.00 2.81 goo 5.05 2.78 Eq 6.1 Eq 7.1 Eq5 Eq 6 13110 7275 9044 6783 13536 7272 13087 9815 15095 7752 13087 9815 16820 8292 19578 14683 12790 7044 19578 14683 Min Brg a Eq5 Eq 6 E 8 Eq 6.1 Eq 7.1 Eq5 122.4 203.3 J 0.0 89 7 0.0 624.8 9.9 130.9 0.0 67.8 0.0 737.0 34.5 176.0 0.0 111.1 0.0 761.6 0.0 90.8 0.0 256.1 19.2 987.6 0.0 0.0 0.0 144.2 0.0 965.8 -Ns 041 e= Mot /Ptot Eq 5 Eq 6 0.67 0.48 Moment Eq 8 Eq 6.1 Eq 7.1 9044 9880 9880 13087 11096 11096 13087 11096 11096 19578 7600 7600 19578 7600 7600 Eq 8 Eq 6.1 Eq 7.1 1.52 0.75 L36 0.97 0.68 2.20 0.82 1.53 0.91 0.61 2.06 0.74 1.43 1.28 0.82 2.89 0.45 0.92 1.50 1.07 3.40 0.59 1.08 Max Brg a Eq 6 Eq 8 Eq 6.1 Eq 7.1 580.2 446.2 638.6 491.8 676.2 825.4 684.2 547.6 721.3 751.9 727.5 548.6 906.5 6623.9 678.3 441.4 790.0 1608.1 566.4 407.0 k wluomns v4 Yk 4 all df y+►-- t000t I0t tk._ r'`4 \c‘ I c, w1 v•a ttr} V '4 lot. -�oM,. v1u yn1OV tr. arse. S cam. N-74- P"r 1,1) 1 ("k" tCQ k L -}o slew tea.* Columbia Bank Project Number 11 -087 Column East Canop A South Canc B South Canc C North Canc D North Canc E Sds 0.78 Soil le 1 Load Cases Eq 5 (1 +.14Sds)D+ 7pEQ Eq 6 (1 +.105Sds)D +.525pEQ+ 75S Eq 8 (.6- .14Sds)D+ 7pEQ Eq 6.1 Di- 75W+ 755 Eq 7.1 .6D+W Column A B C D E Column A B C D E col height 13 13 13 13 13 Sliding Foundation Design Eq 5 Dead Snow 1505 1313 1500 1888 2300 2900 3200 4000 1120 1400 EQ ult 850 615 615 920 920 2000 0.35 Footing Wi Footing De Soil over fc Ftg and Soil wt 6 1.2 1 10620 6 1.2 1 10620 6 1.2 1 10620 6 1.2 1 10620 6 1.2 1 10620 e =L/2 -e Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 2.33 2.52 1.48 2.25 1.64 2.51 2.66 1.90 2.18 1.47 2.54 2.70 1.97 2.26 1.57 2.36 2.59 1.56 2.55 2.08 2.25 2.47 1.30 2.41 1.92 Wind (late Eq 5 650 13449 730 13444 730 14331 500 15329 500 13022 Vertical Load Moment Eq 6 Eq 8 Eq 6.1 Eq 7.1 Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 14103 5951 13110 7275 9044 6783 9044 9880 9880 14529 5948 13536 7272 6544 4908 6544 11096 11096 16153 6341 15095 7752 6544 4908 6544 11096 11096 17952 6783 16820 8292 9789 7342 9789 7600 7600 13752 5762 12790 7044 9789 7342 9789 7600 7600 Overturn Mres /Mot e= Mot /Ptot Eq5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 4 46 6.24 1.97 3.98 2.21 0.67 0.48 1.52 0.75 1.36 6.16 8.88 2.73 3.66 1.97 0.49 0.34 1.10 0.82 1.53 6.57 9.87 2.91 4.08 2.10 0.46 0.30 1.03 0.74 1.43 4 70 7.34 2.08 6.64 3.27 0.64 0.41 1.44 0.45 0.92 3.99 5.62 1.77 5.05 2.78 0.75 0.53 1.70 0.59 1.08 Min Brg a Max Brg a Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 Eq 5 Eq 6 Eq 8 Eq 6.1 Eq 7.1 122.4 203.3 0.0 89 7 0.0 624.8 580.2 446.2 638.6 491.8 191.7 267.2 0.0 67.8 0.0 555.2 539.9 347.5 684.2 547.6 216.3 312.4 0.0 111.1 0.0 579.8 585.0 357.6 727.5 548.6 153.9 294 7 0.0 256.1 19.2 697 7 702.6 483.6 678.3 441.4 89.8 178.1 0.0 144.2 0.0 633.6 585.9 491.6 566.4 407.0 IWILICVOR IIWZYG 920,17 jkiii111111 1 1 1 1 1 1 i t �'I I I 11 7 a`. L I X 2.£fg.:.M J 774.3 .25C CD ROOF FRAMING PLAN A 0t1,350 1 `I I I 41 Swage 11 1 N01 N0. 2102500 a OWE. DATE 09/03/10 REVISION DATE PRINT DATE 09/03/10 PRDV. NO. 210 -2500 S3 a PCS Project: WIC NVJ I� 1 ✓C2i'n I Subject: n C Sheet L1 of Job No: f Name fr4 Structural Solutions Originating Office: Seattle ['Tacoma Date: .1 1 Vsl 0 1(� ok �f toD +AO -r (..15) (4 2■4- 1 \14-- 1 rb C13 154# 114aNrD1 vfLAFr litop14 VOA tit° 42, 4 t W Nn_ „P Pu r t 1 P M1 15 (Do) o) rDJ ro1e, 1+ -5 1-4 2C-2 -S1-4 IV` 0014 qt)N 1—/ kv. IAN— 3 uvt\S o Seattle 1 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 Tacoma 1 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 rvvvo1. H IL3o v loci r+Aks ,apt Zs�b /I►� sJ 1.X l ye, -r 1 e_ www.pcs- structural.com 1J _kJIV vv`. �1 d'.Y L Job No: _11 a PCS Project: l Subject: v Sheett -1' of Name: L Structural Solutions Originating Office: Seattle E Tacoma Date• ti I Lc l l 1 P 114 r-1- C56) 50Vo* f>0 off-- r4 MI u i,4 &4eiti 3 ip cwt.. es PAAN Y F-"-- (2 2 hr\ \-q\\4 O 4 x l X, 150 --F 40‹.(0x, t)(Ns] QeuFT t o SI uPuFr" todi C4) 2443 [xs t6�csx,Ils,b 3g PNtst- c.40,-■E 00_ 9 i x1 I 0 1 'I L I90 En I (o Li 4-K' X.005 254L i 2-43 ott wD 13 4)tAfT 9V (t Pft ,4 1 Yf- t4U, M 4). cmvot Ito 2_r; y elc iry 9' Seattle 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 93! w B p wwpcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 Structural Solutions 404 cf.) Rvo l5 Project: t't i O\'& D o A l l Job No: (3 b Subject: t) A- Sheet 9_ of Name: L4') I Originating Office: Seattle Tacoma Date 1/1, f ?y1 my 13 Seattle I 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 www.pcs- structural.com Tacoma I 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description RJ1 Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Wood Species Wood Grade Beam Bracing Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, Tributary DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces Stresses for Load Combinations Load Combination Segment Length Span +D Length =13.0 ft 1 +D +S+H Length =13.0 ft 1 +D+0.750L+0.750S+H Length =13.0 ft 1 +D+0.750L+0.750S+0.750W+H Length 13.0 ft 1 +0+0.750L+0.750S+0.5250E+H Length =13.0 ft 1 Width 2.0 ft 0.579 1 2x12 747.07 psi 1,289 44psi +D +S+H 6.500ft Span 1 0 121 in 0 000 in 0.226 in 0.000 in 2x12 Fb Tension Fb Compr Fc Prll Hem Fir Fc Perp No.1 Fv Ft Beam is Fully Braced against lateral- torsion buckling Span =130ft Ratio Ratio Ratio Ratio Title Dsgnrr Project Desc. Project Notes 1285 0 <360 689 0 <240 Max Stress Ratios M V C d C f v C r C m C Cf 0.343 0.159 0.900 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.579 0.269 1 150 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.502 0.233 1 150 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.361 0.167 1.600 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.361 0.167 1.600 1.000 1 150 1.000 1.000 1.000 Printed: 17 NOV 2010, 8:09PM Fle: g:12011 Jobs \11087 Columbia Bank Port Angeles \Calcs\columbia bank.ec6 ENERCALC, INC. 1983-2010, Ver. 6.1.51 Calculations per IBC 2006, CBC 2007 2005 NDS 975.0 psi 975.0 psi 1,350.0 psi 405.0 psi 150.0 psi 625.0 psi Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs E Modulus of Elasticity Ebend- xx 1,500.0 ksi Eminbend 550.0 ksi Density 27 70pcf Repetitive Member Stress Increase 1 Service loads entered. Load Factors will be applied for calculations. Summary of Moment Values Mactual fb- design Fb -allow 0.91 346.48 1,009.13 1.97 747.07 1,289.44 1 71 646.93 1,289.44 1.71 646.93 1,794.00 1.71 646.93 1,794.00 24 xx Job Design OK 0.269 1 2x12 46.33 psi 172.50 psi +D +S+H 12.090 ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow 0.24 2149 135.00 0.52 46.33 172.50 0.45 40.12 172.50 0.45 40.12 240.00 0.45 40.12 240.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description RJ1 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination D +S Vertical Reactions Load Combination Overall MAXimum D Only S Only D +S Unfactored Support 1 0.606 0.281 0.325 0.606 1 0.2262 6.565 Support 2 0.606 0.281 0.325 0.606 Title Dsgn• Project Desc. Project Notes Support notation Far left is #1 1-$ Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port AngelesICalcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver 6.1.51 Max. Defl Location in Span 0.0000 0.000 Values in KIPS Title BIo$k Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection, Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Description RJ2 outriggers Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Wood Species Wood Grade Beam Bracing Fb Tension Fb Compr Fc Prll Fc Perp Fv Ft Beam is Fully Braced against lateral- torsion buckling D(0.04) S(0.05) Hem Fir No.1 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, Tributary Load for Span Number 2 Uniform Load D 0.020, S 0.0250 ksf, Tributary DESIGN SUMMARY Span 2.0 ft Width 2.0 ft Width 2.0 ft 0.369! 1 2x4 713.22 psi 1,934 16psi +D +S+H 2.000ft Span 1 0.043 in -0.003 in 0.078 in -0.006 in Ratio Ratio Ratio Ratio Title Dsgnr Project Desc. Project Notes 1118 7032 614 3863 Maximum Forces Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span M V C d C f/v C Cm C t C fu Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles ICalcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 975.0 psi 975.0 psi 1,350.0 psi 405.0 psi 150.0 psi 625.0 psi 2b Calculations per IBC 2006, CBC 2007 2005 NDS Span 2.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio 0.260 1 Section used for this span 2x4 fv Actual 44.80 psi Fv Allowable 172.50 psi Load Combination +D +S+H Location of maximum on span 2.000 ft Span where maximum occurs Span #1 Summary of Moment Values Mactual fb-design Fb -allow Job E Modulus of Elasticity Ebend xx 1,500.0ksi Eminbend xx 550.0ksi Density 27 70pcf Repetitive Member Stress Increase Desi. OK Summary of Shear Values Vactual fv- design Fv -allow +D Length 2.0 ft 1 0.212 0.150 0.900 1.500 1 150 1.000 1.000 1 150 -0.08 321.38 1,513.69 0.07 20.19 135.00 Length 2.0 ft 2 0.212 0.150 0.900 1.500 1 150 1.000 1.000 1 150 -0.08 321.38 1,513.69 0.07 20.19 135.00 +D +S+H 1.500 1 150 1.000 1.000 1 150 Length 2.0 ft 1 0.369 0.260 1 150 1.500 1 150 1.000 1.000 1 150 -0.18 713.22 1,934.16 0.16 44.80 172.50 Length 2.0 ft 2 0.369 0.260 1 150 1.500 1 150 1.000 1.000 1 150 -0.18 713.22 1,934.16 0.16 44.80 172.50 +D+0.750L+0.750S+H 1.500 1 150 1.000 1.000 1 150 Length 2.0 ft 1 0.318 0.224 1 150 1.500 1 150 1.000 1.000 1 150 -0.16 615.26 1,93416 0.14 38.65 172.50 Length 2.0 ft 2 0.318 0.224 1 150 1.500 1 150 1.000 1.000 1 150 -0.16 615.26 1,934.16 0.14 38.65 172.50 +D+0.750L+0.750S+0.750W+H 1.500 1 150 1.000 1.000 1 150 Length 2.0 ft 1 0.229 0.161 1.600 1.500 1 150 1.000 1.000 1 150 -0.16 615.26 2,691.00 0.14 38.65 240.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description Load Combination Length 2.0 ft 2 0.229 0.161 +D+0.750L+0.750S+0.5250E+}l Length 2.0 ft 1 0.229 0.161 Length 2.0 ft 2 0.229 0.161 Overall Maximum Deflections Unfactored Loads Load Combination D +S Vertical Reactions Load Combination Overall MAXimum D Only S Only D +S RJ2 outriggers Max Stress Ratios Span 1 2 Max. Defl 0.0000 0.0781 Unfactored Support 1 Support 2 Support 3 0.000 0.364 0.000 0.164 0.000 0.200 -0.000 0.364 Title Dsgnr Project Desc. Project Notes Lic. KW- 06002327 License Owner pcs structural solutions Segment Length Span M V C d C flv C r Cm C t C fu 1.600 1.500 1 150 1.000 1.000 1 150 1.500 1 150 1.000 1.000 1 150 1.600 1.500 1 150 1.000 1.000 1 150 1.600 1.500 1 150 1.000 1.000 1 150 Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Summary of Moment Values Mactual tb- design Fb -allow -0.16 615.26 2,691.00 -0.16 -0.16 615.26 2,691.00 615.26 2,691.00 Summary of Shear Values Vactual tv- design Fv -allow 0.14 38.65 240.00 0.14 0.14 Location in Span Load Combination Max. Defl 0.000 D +S 0.0062 2.000 0.0000 Support notation Far left is #1 Values in KIPS Job 38.65 240.00 38.65 240.00 Location in Span 1.262 1.262 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner: pcs structural solutions Description RJ3 Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Fb Tension Fb Compr Fc PrIl Fc Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral- torsion buckling Wood Species Wood Grade Hem Fir No.1 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, Tributary DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Segment Length Span +D Length 14.0 ft 1 +D +S+H Length 14.0 ft 1 +D+0.750L+0.750S+H Length =14.0 ft 1 +D+0.750 L+0.750 S+0.750 W+H Length 14.0 ft 1 40+0.750L+0.750S+0.5250E +H Length =14.0 ft 1 Width 2.0 ft Maximum Forces Stresses for Load Combinations 0 672 1 2x12 866.43 psi 1,289 44psi +D +S+H 7.000ft Span 1 0 163 in 0.000 in 0.304 in 0.000 in Span 140ft Ratio Ratio Ratio Ratio Title Dsgnr Project Desc. Project Notes 1029 0 <360 552 0 <240 Max Stress Ratios M V Cd C fly C r Cm Cr C fu 0.398 0.173 0.900 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.672 0.293 1 150 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.582 0.253 1 150 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.418 0.182 1.600 1.000 1 150 1.000 1.000 1.000 1.000 1 150 1.000 1.000 1.000 0.418 0.182 1.600 1.000 1 150 1.000 1.000 1.000 Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 975.0 psi 975.0 psi 1,350.0 psi 405.0 psi 150.0 psi 625.0 psi Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 2-" Job Calculations per IBC 2006, CBC 2007 2005 NDS Summary of Moment Values Mactual fb- design Fb -allow 1.06 401.84 1,009.13 2.28 866.43 1,289.44 1.98 750.28 1,289.44 1.98 750.28 1,794.00 1.98 750.28 1,794.00 E Modulus of Elasticity Ebend- xx 1,500.0ksi Eminbend xx 550.0ksi Density 27 70pcf Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations. Design OK 0.293 1 2x12 50 48 psi 172.50 psi +D +S+H 13.090 ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow 0.26 23.41 135.00 0.57 50.48 172.50 0.49 43.71 172.50 0.49 43.71 240.00 0.49 43.71 240.00 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RJ3 Overall Maximum Deflections Unfactored Loads Load Combination D +S Title Dsgnr Project Desc. Project Notes Span Max. Defl Location in Span Load Combination 1 0.3043 7.070 Vertical Reactions Unfactored Support notation Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.653 0.653 D Only 0.303 0.303 S Only 0.350 0.350 D +S 0.653 0.653 Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver.. 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Max. Defl Location in Span 0.0000 0.000 Values in KIPS Title Blo:,k Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description RB1 Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Wood Species DF /DF Wood Grade 24F V4 Beam Bracing Completely Unbraced Applied Loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ks DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces Stresses for Load Combinations Load Combination Segment Length +D Length 15.50 ft 1 +D +S+H Length 15.50 ft 1 +D+0.750L+0.750S+H Length 15.50 ft 1 +D+ 0.750L+0.750S+0.750W+H Length =15.50 ft 1 +D+0.750L+0.750S+0.5250E41 Length =15.50 ft 1 Load Combination D +S Max Stress Ratios Span M V Overall Maximum Deflections Unfactored Loads 0 535 1 5.125x10.5 1 463.74 psi 2 737.69 psi +D +S+H 7 750ft Span 1 f Tributary Width 8.50 ft C d C flv 0.303 0.137 0.900 1.000 1.000 0:535 0.241 1150 1.000 1.000 0.460 0.208 1150 1.000 1.000 0.332 0.149 1.600 1.000 1.000 0.332 0.149 1.600 1.000 0.313 in 0.000 in 0.563 in 0.000 in Span Max. Defl Location in Span 1 0.5627 7.828 Fb Tension Fb Compr Fc PrIl Fc Perp Fv Ft D(0 17) S(0.2125) Span 15.50 ft Ratio Ratio Ratio Ratio Title Dsgnr Project Desc. Project Notes Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 595 0 <360 330 0 <240 Cr Cm Cr Cfu 1.000 1.000 1.000 1.000 5.11 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1:000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 9.89 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 9.89 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 9.89 Load Combination 3t Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Pod Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Calculations per IBC 2006, CBC 2007 2005 NDS 2,400.0 psi E Modulus of Elasticity 1,850.0 psi Ebend- xx I ,800.Oksi 1,650.0 psi Eminbend xx 930.0 ksi 650.0 psi Ebend- yy 1,600.0 ksi 265.0 psi Eminbend yy 830.0 ksi 1 100.0 psi Density 32.210pcf Summary of Moment Values Mactual fb- design Fb -allow Job Design OK 0.241 1 5.125x10.5 73.54 psi 304 75 psi +D +S+H 14.648 ft Span #1 Summary of Shear Values Vactual fv-design Fv -allow 650.55 2,146.75 117 32.69 238.50 1149 1463.74 2,737.69 2.64 73.54 304 75 1,260.45 2,737.69 2.27 63.33 304.75 1,260.45 3,794.28 2.27 63.33 424.00 1,260.45 3,794.28 2.27 63.33 424.00 Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RB Vertical Reactions Unfactored Load Combination Support 1 Support 2 Overall MAXimum 2.964 2.964 D Only 1.318 1.318 S Only 1.647 1.647 D +S 2.964 2.964 Title Dsgnr' Project Desc. Project Notes Support notation Far left is #1 3t Values in KIPS Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver. 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description RB2 Material Properties Analysis Method Allowable Stress Design Load Combination 20061BC&ASCE7 -05 Wood Species DF /DF Wood Grade 24F V4 Beam Bracing Completely Unbraced Applied Loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ks DESIGN SUMMARY ;Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Segment Length Max Stress Ratios Span M V f, Tributary Width 8.50 ft Maximum Forces Stresses for Load Combinations 0.587 1 5.125x16.5 1,542.03psi 2,627.28psi +D +S+H 12.500ft Span 1 +D Length 25.0 ft 1 0.333 0.142 0.900 0.952 +D +S+H 0.952 Length 25.0 ft 1 0.587 0.250 1 150 0.952 +D+0.750L+0.750S+H 0.952 Length 25.0 ft 1 0.505 0.216 1 150 0.952 +D+0.750L+0.750S+0.750W+H 0.952 Length 25.0 ft 1 0.363 0.155 1.600 0.952 +D+0.750L+0.750S+0.5250E+H 0.952 Length 25.0 ft 1 0.363 0.155 1.600 0.952 0.545 in 0.000 in 0.981 in 0.000 in Ratio Ratio Ratio Ratio Cd C fiv Cr Cm Ct Chi Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span D +S 1 0.9813 12.625 Fb Tension Fb Compr Fc Prll Fc Perp Fv Ft D(0 17) S(0.2125) 5.125x16 5 Span 25 0 ft Title Dsgnr• Project Desc. Project Notes Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 550 0 <360 305 0 <240 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Load Combination 1 Calculations per IBC 2006, CBC 2007 2005 NDS 2,400.0 psi E Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650.0 psi Eminbend xx 930.0ksi 650.0 psi Ebend- yy 1,600.Oksi 265.0 psi Eminbend yy 830.0 ksi 1 100.0 psi Density 32.210pcf Summary of Moment Values Mactual fb- design Fb -allow 13.28 685.35 2,056.13 29.88 1,542.03 2,627.28 25.73 1,327.86 2,627.28 25.73 1,327.86 3,655.35 25.73 1,327.86 3,655.35 Job Design OK 0.250 1 5.125x16.5 76.33 psi 304 75 psi +D+S+H 23.750 ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow 1.91 33.92 238.50 4.30 76.33 304.75 3.71 65.73 304.75 3.71 65.73 424.00 3.71 65.73 424.00 Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RB2 Vertical Reactions Unfactored Load Combination Support 1 Support 2 Overall MAXimum 4.781 4.781 D Only 2.125 2.125 S Only 2.656 2.656 D +S 4.781 4.781 Title Dsgnr Project Desc. Project Notes Support notation Far left is #1 3 S Values in KIPS Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RB3 Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Wood Species DF /DF Wood Grade 24F V4 Beam Bracing Completely Unbraced +D Length 15.50 ft 1 +D +S+H Length 15.50 ft 1 +D+0.750L+0.750S+H Length 15.50 ft 1 +D+0.750L+0.750S+0.750W+H Length 15.50 ft 1 +0+0.750L+0.750S+0.5250E+H Length =15.50 ft 1 Applied Loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ks DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection f, Tributary Width 8.50 ft 0.535 1 5.125x10.5 1 463.74psi 2,737.69 psi +D +S+H 7 750ft Span 1 0.303 0.137 0.900 1.000 1.000 0.535 0.241 1150 1.000 1.000 0.460 0.208 1150 1.000 1.000 0.332 0.149 1.600 1.000 1.000 0.332 0.149 1.600 1.000 0.313 in 0.000 in 0.563 in 0.000 in D(0 17) S(0.2125) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Ratio Ratio Ratio Ratio 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span D +S 1 0.5627 7.828 5 125x10 5 Span 15.50ft Maximum Forces Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span M V C d C f v C C m C t C fu Title Dsgnr Project Desc. Project Notes Fb Tension Fb Compr Fc PrIl Fc Perp Fv Ft Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 595 0 <360 330 0 <240 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Load Combination 314 Calculations per IBC 2006, CBC 2007 2005 NDS 2,400.0 psi E Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.Oksi 1,650.0 psi Eminbend xx 930.0 650.0 psi Ebend- yy 1,600.0ksi 265.0 psi Eminbend yy 830.0 ksi 1 100.0 psi Density 32.210 pcf Summary of Moment Values Mactual fb- design Fb -allow 5.11 650.55 11 49 1 463.74 9.89 1,260.45 9.89 1,260.45 9.89 1,260.45 2,146.75 2,737.69 2,737.69 3,794.28 3,794.28 Job Design OK 0.241 1 5.125x10.5 73.54 psi 304 75 psi +D +S+H 14.648 ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow 117 32.69 238.50 2.64 73.54 304.75 2.27 63.33 304.75 2.27 63.33 424.00 2.27 63.33 424.00 Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the 'Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Mgeles \Calcs'columbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Description RB3 Vertical Reactions Unfactored Load Combination Overall MAXimum D Only S Only D +S Support 1 Support 2 2.964 2.964 1.318 1.318 1.647 1.647 2.964 2.964 Title Dsgnr Project Desc. Project Notes Support notation Far left is #1 3y Values in KIPS Job Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner: pcs structural solutions Description Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Wood Species Wood Grade Beam Bracing Completely Unbraced Load Combination Segment Length RB4 Douglas Fir Larch No 1 +p Length 8.0 ft 1 0.322 +D +S+H Length 8.0 ft 1 0.568 +D+0.750L+0.750S+H Length 8.0 ft 1 0.489 +D+0.750L+0.750S+0.750W+H Length 8.0 ft 1 0.352 +D+0.750L+0.750S+0.5250E+41 Length 8.0 ft 1 Applied Loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, Tributary Width 10.50 ft _DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection 0.079 in Max Upward L +Lr +S Deflection 0.000 in Max Downward Total Deflection 0 142 in Max Upward Total Deflection 0.000 in Maximum Forces Stresses for Load Combinations Max Stress Ratios Span M V Overall Maximum Deflections Load Combination Span D +S 1 0.170 0.900 1.000 1.000 0.299 1 150 1.000 1.000 0.257 1 150 1.000 1.000 0.185 1.600 1.000 1.000 0.352 0.185 1.600 1.000 Unfactored Loads Span 8 0 ft Title Dsgnr• Project Desc. Project Notes D(0.211 S(0.2625) Calculations per IBC 2006, CBC 2007 2005 NDS Fb Tension 1,350.0 psi E Modulus of Elasticity Fb Compr 1,350.0 psi Ebend- xx I ,600.0ksi Fc PriI 925.0 psi Eminbend xx 580.0ksi Fc Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. 0.56a 1 Maximum Shear Stress Ratio 8x8 879 71 psi 1,548.21 psi +D +S+H 4.000ft Span 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Ratio Ratio Ratio Ratio 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 1217 0 <360 676 0 <240 Cd C f/v Cr Cm Ct Cfu 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 3b Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Summary of Moment Values 1.68 390.98 1,212.40 3.78 879.71 1,548.21 3.26 757.53 1,548.21 3.26 757.53 2,151.53 3.26 757.53 2,151.53 Job Design OK 0.299 1 8x8 58.42 psi 195.50 psi +D+S+H 7 400 ft Span 1 Summary of Shear Values Mactual fb- design Fb -allow Vactual fv- design Fv -allow 0.71 25.96 153.00 1.61 58.42 195.50 1.38 50.30 195.50 1.38 50.30 272.00 1.38 50.30 272.00 Max. Dell Location in Span Load Combination Max. Dell Location in Span 0.1419 4.040 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RB4 Vertical Reactions Unfactored Load Combination Support 1 Support 2 Overall MAXimum 1.890 1.890 D Only 0.840 0.840 S Only 1.050 1.050 D +S 1.890 1.890 Title Dsgnr• Project Desc. Project Notes Support notation Far left is #1 Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Values in KIPS Job Lic. KW- 06002327 License Owner pcs structural solutions Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description Material Properties Analysis Method Allowable Stress Design Load Combination 20061BC &ASCE7 -05 Wood Species DF /DF Wood Grade 24F V4 Beam Bracing Completely Unbraced w Load Combination Segment Length RB5 DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces Stresses for Load Combinations Max Stress Ratios Span M V C d C f/v +D Length 17.0 ft +D +S+H Length 17.0 ft +D+0.750L+0.750S+H Length 17.0 ft 1 +D+0.750L+0.750S+0.750W+H Length =17.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length 17.0 ft 1 D(0 42) S(0.525) 1 0.401 0.237 0.900 0.999 0.999 1 0.709 0.417 1 150 0.999 0.999 0.611 0.359 1150 0.999 0.999 0.442 0.258 1.600 0.999 0.999 0.442 0.258 1.600 0.999 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl D +S 1 0.6190 0 709 1 5.125x15 1,930.03 psi 2,722.05 psi +D +S+H 8.075ft Span 1 0.344 in Ratio 0.000 in Ratio 0.619 in Ratio 0.000 in Ratio Location in Span 8.415 Title Dsgnr Project Desc. Project Notes Fb Tension Fb Compr Fc PrIl Fc Perp Fv Ft Applied Loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, Extent 0.0 10.0 ft, Tributary Width 21.0 ft Uniform Load D 0.020, S 0.0250 ksf, Extent 10.0 17.0 ft, Tributary Width 15.0 ft 314 Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Calculations per IBC 2006, CBC 2007 2005 NDS 2,400.0 psi E Modulus of Elasticity 1,850.0 psi Ebend- xx 1,800.0 ksi 1,650 0 psi Eminbend xx 930.0 ksi 650.0 psi Ebend- yy 1 600.0 ksi 265.0 psi Eminbend yy 830 O ksi 1 100.0 psi Density 32.210pcf D(0 3) S(0.375) V V Span =170ft Cr Cm Cr Cfu Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 593 0 <360 329 0 <240 Load Combination Summary of Moment Values Mactual fb- design Fb -allow 1.000 1.000 1.000 1.000 13.74 857.79 2,137.91 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 30.91 1,930.03 2,722.05 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 26.62 1,661.97 2,722.05 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 26.62 1,661.97 3,759.02 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 26.62 1,661.97 3,759.02 V Design OK 417 1 5.125x15 127.20 psi 304 75 psi +D +S+H 0.000 ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow 2.90 56.53 238.50 6.52 127.20 304.75 5.61 109.53 304.75 5.61 109.53 424.00 5.61 109.53 424.00 Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RB5 Vertical Reactions Unfactored Load Combination Support 1 Support 2 Overall MAXimum 7.643 6.532 D Only 3.397 2.903 S Only 4.246 3.629 D +S 7.643 6.532 3 t, 2 L 02 2tck* f'Tb Title Dsgnr Project Desc. Project Notes Support notation Far left is #1 39 Values in KIPS Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles \Gatoslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License-Owner: pcs structural solutions Description RB6 Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC &ASCE7 -05 Wood Species Wood Grade Beam Bracing Completely Unbraced Load Combination Segment Length ti. Douglas Fir Larch No.1 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width 15.0 ft +D Length 7.0 ft 1 0.228 +D +S+H Length 7.0 ft 1 0.394 +D+0.750L+0.750S+H Length 7.0 ft 1 0.340 +D+0.750L+0.750S+0.750W+H Length 7.0 ft 1 0.245 +D+0.750L+0.750S+0.5250E41 Length 7.0 ft 1 0.245 0.171 1.600 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl D +S 0.394 1 6x10 610.08psi 1,547 72psi +D +S+H 3.500ft Span 1 0 032 in 0.000 in 0.059 in 0.000 in 1 0.0595 3.535 D(0.3) S(0.375) 6x10 Span 7 0 ft Ratio Ratio Ratio Ratio Maximum Forces Stresses for Load Combinations Max Stress Ratios Span# M V Cd C fw C Cm C t C fu Location in Span Title Dsgnr• Project Desc. Project Notes Fb Tension 1,350.0 psi Fb Compr 1,350.0 psi Fc Prll 925.0 psi Fc Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 2586 0 <360 1412 0 <240 Load Combination If Service loads entered. Load Factors will be applied for calculations. Summary of Moment Values Mactual fb- design Fb -allow 0.160 0.900 1.000 1.000 1.000 1.000 1.000 1.91 276.92 1,212.11 1.000 1.000 1.000 1.000 1.000 0.275 1 150 1.000 1.000 1.000 1.000 1.000 4.21 610.08 1,547.72 1.000 1.000 1.000 1.000 1.000 0.238 1 150 1.000 1.000 1.000 1.000 1.000 3.63 526.79 1,547.72 1.000 1.000 1.000 1.000 1.000 0.171 1.600 1.000 1.000 1.000 1.000 1.000 3.63 526.79 2,150.54 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 3.63 526.79 2,150.54 Printed: 17 NOV 2010, 8:09PM File: 8:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver 6.1.51 Calculations per IBC 2006, CBC 2007 2005 NDS E Modulus of Elasticity Ebend- xx 1,600 0 ksi Eminbend xx 580.0 ksi Density 32.210pcf Job Desi "n OK 0.275 1 6x10 53.82 psi 195.50 psi +D +S+H 6.230 ft Span 1 Summary of Shear Values Vactual fv- design Fv -allow 0.85 24 43 153.00 1.87 53.82 195.50 1.62 46.47 195.50 1.62 46.47 272.00 1.62 46.47 272.00 Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Vertical Reactions Unfactored Load Combination Overall MAXimum D Only S Only D +S Support 1 2.403 1.091 1.313 2.403 Support 2 2.403 1.091 1.313 2.403 Title Dsgn• Project Desc. Project Notes sit Job Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Description RB6 Support notation Far left is #1 Values in KIPS Title Bldck Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description RB7 Material Properties Analysis Method Allowable Stress Design Load Combination 20061BC&ASCE7 -05 Wood Species Wood Grade Beam Bracing Load Combination Segment Length +D Length 8.0 ft 1 +D +S+H Length 8.0 ft 1 +D+0.750L+0.750S +H Length 8.0 ft 1 +D+0.750L+0.750S+0.750W+H Length 8.0 ft 1 +D+0.750L+0.750S+0.5250E+H Length 8.0 ft 1 D +S Douglas Fir Larch No.1 Completely Unbraced Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Tributary Width 14.0 ft Maximum Forces Stresses for Load Combinations Max Stress Ratios Span M V D(0.28) S(0 35) 0 481:1 M 6x10 744.62 psi 1,546.99 psi +D +S+H 4.000ft Span 1 0.052 in 0.000 in 0.095 in 0 000 in Fb Tension Fb Compr Fc PrIl Fc Perp Fv Ft Cd C f/v Cr Cm Ct Cfu 0.279 0.177 0.900 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.481 0.305 1 150 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.416 0.264 1 150 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.299 0.190 1.600 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.299 0.190 1.600 1.000 1.000 1.000 1.000 1.000 1 0.0948 4.040 Title Dsgnr Project Desc. Project Notes 6x10 Ratio Ratio Ratio Ratio 1856 0 <360 1012 0 <240 S}2 Printed: 17 NOV 2010, 8:09PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983.2010, Ver: 6.1.51 Span =80 Service loads entered. Load Factors will be applied for calculations. Calculations per IBC 2006, CBC 2007 2005 NDS 1,350.0 psi E Modulus of Elasticity 1,350.0 psi Ebend- xx 1 600.0ksi 925.0 psi Eminbend xx 580.0ksi 625.0 psi 170.0 psi 675.0 psi Density 32.210pcf w aximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs Summary of Moment Values 2.33 338.48 1,211.67 5.13 744.62 1,546.99 4 43 643.09 1,546.99 443 643.09 2,149.06 4 43 643.09 2,149.06 Job 0.0000 0.000 Desi•n,OK 0.305 1 6x10 59.69 psi 195.50 psi +D +S+H 7.240 ft Span 1 Summary of Shear Values Mactual fb- design Fb -allow Vactual fv-design Fv -allow 0.95 2713 153.00 2.08 59.69 195.50 1.80 51.55 195.50 1.80 51.55 272.00 1.80 51.55 272.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Description RB7 Vertical Reactions Unfactored Load Combination Support 1 Support 2 Overall MAXimum D Only S Only D +S 2.567 2.567 1 167 1.167 1400 1400 2.567 2.567 Title Dsgn• Project Desc. Project Notes Support notation Far left is #1 1-3 Values in KIPS Job Printed: 17 NOV 2010, 8:09PM File: 9:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 License Owner pcs structural solutions Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design tic. KW- 06002327 License Owner pcs structural solutions Description Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC &ASCE7 -05 Wood Species Wood Grade Beam Bracing Load Combination Segment Length RB8 Hem Fir No.1 Completely Unbraced Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D= 0.020, S 0.0250 ksf, Tributary DESIGN SUMMARY ;Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces Stresses for Load Combinations Max Stress Ratios Span M V Length 7.0 ft 1 0.445 +D +S+H Length 7.0 ft 1 0.776 +D+0.750L+0.750S+H Length =7.0ft 0.296 0.900 0.516 1 150 Width 15.50 ft 1 0.669 0.445 1150 +D+0.750L+0.750S+0.750W+H Length 7.0 ft 1 0.483 0.320 1.600 +D+0.750 L+0.750 S+0.5250 E+H Length 7.0 ft 1 0.483 0.320 1.600 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Defl Location in Span D +S 1 0.1107 3.535 D(0.31) S(0.3875) 4x10 0 776 1 M 4x10 1,036.31 psi 1,335.62 psi +D +S-+H 3.500ft Span 1 0.061 in Ratio 0.000 in Ratio 0 111 in Ratio 0.000 in Ratio Title Dsgnr Project Desc. Project Notes Fb Tension 975 psi Fb Compr 975 psi Fc PrIl 1350 psi Fc Perp 405 psi Fv 150 psi Ft 625 psi Span 7 0 ft aximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 1378 0 <360 758 0 <240 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 1.200 1.000 1.000 1.000 1.000 V 4* Printed: 17 NOV 2010, 8:23PM File: g:\2011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Calculations per IBC 2006, CBC 2007 2005 NDS E Modulus of Elasticity Ebend- xx 1500ksi Eminbend xx 550ksi Density Summary of Moment Values 1.94 465.68 1,04712 4.31 1,036.31 1,335.62 3.72 893.66 1,335.62 3.72 893.66 1,851.86 3.72 893.66 1,851.86 Job 27 7pcf Service loads entered. Load Factors will be applied for calculations. Design. OK. 0.516 1 4x10 89.01 psi 172.50 psi +D +S+H 6.230 ft Span 1 Summary of Shear Values C d C flv Cr Cm Cr C fu Mactual fb- design Fb -allow Vactual fv-design Fv -allow 0.86 40.00 135.00 1.92 89.01 172.50 1.66 76.76 172.50 1.66 76.76 240.00 1.66 76.76 240.00 Load Combination Max. Defl Location in Span 0.0000 0.000 Title Block Line 1 You can changes this area using the "Settings' menu item and then using the Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description Vertical Reactions Unfactored Load Combination Support 1 Overall MAXimum D Only S Only D +S RB8 2.463 1 107 1.356 2.463 Support 2 2.463 1 107 1.356 2.463 Title Dsgnr• Project Desc. Project Notes Support notation Far left is #1 4E5 Values in KIPS Job Printed: 17 NOV 2010, 8:23PM File: g:12011 Jobs111087 Columbia Bank Port Angeles\Calcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 C.GS ISC ,fir 1 7 EAST ELEVATION WEST ELEVATION RFAL 1'54 3 t4 0 s 2 -5 5. el) co 2_ e_ 504,0„1,) c,*), 5c pv 4 cis` 6 1 SOUTH ELEVATION NORTH ELEVATION J 21 0 rP S 1. n'ff Ci x5-n" 1v-3t) to cal .0-thA 1 Q Cq )((47 f Lk- 1 4 1 210.2500 II a C Z ie 11.N di I— N 1 Ds U =Q ZOO N d DWG.DATE 09/03/10 REVISION DATE PRINT DATE 09/03/10 PROJ NO. Project. COLUMBIA BANK Job Number 11 -087 11 PCS Sheet. 41- of Name: LAH Structural Solutions Originating Office: Tacoma ❑Seattle Date: 11/16/10 STUD WALL DESIGN 05 NDS /09 IBC DATA LUMBER TYPE- I DF #2 I v I APPLIED LOADS- P 720 LB F 900 PSI '4 NP 35.0 PSF PLIVE 0 LB F 1350 PSI WSEISMIC 5.0 PSF PSNOW 90O LB F 625 P5I PyyNp 0 LB E 1.60E+06 PSI PSEISMIC 0 LB STUD SIZE; (1) 1 2x6 l v I MISCELLANEOUS- HEIGHT 13.5 FT A 8.25 IN SPACING 12 IN 5 7.56 IN ECCENTRICITY 0 1 IN I 20.80 IN4 CF(GOMPRESSION) 1 10 GFOENDING) 1 .3 CSYS(BENOING) 1.35 APPLY? YE5 FcE 553.3 PSI Cr(BENDING) 115 APPLY? YE5 C 1.25 LOAD CASE. CASE 1 DEAD LIVE 5 PSF LAT CASE 4 DEAD 0 15WIND 0 75LIVE 0 15SNOW CASE 2 DEAD SNOW 5 PSF LAT CASE 5 DEAD WIND CASE 3 DEAD 0 15LIVE 0 15SNOW 5 PSF LAT CASE 6 DEAD 0 1SEISMIC CASE 1 DEAD 0.535EISMIC 0.15LIVE 0.155NOW I ALLOWABLE STRFSf,FS CASE Co Fc' FGE/FG` CF F Fb Fcl 1 1.00 1455 0.37 0.335 502 1346 781 2 4 3 115 1705 0.32 0.299 510 1547 751 4 4 5 1.60 2376 0.23 0.220 524 2527 751 6 4 7 1.60 2375 0.23 0.220 524 2153 781 I APPLIED STRESSES CASE PAPPLIED fc MLAT LOAD MEGG. MTOTAL fb 1 120 87 114 6 118 157 2 1620 196 0 14 8 13 3 1395 169 114 12 121 192 4 1395 169 615 12 622 958 5 720 57 820 6 824 1307 6 120 57 80 6 83 132 7 1395 169 60 12 65 107 I DESIGN GHFGKS CASE f,/F, f f Combined f Deflection L/? 1 0 11 0 14 0 11 0 19 0 16 0 12 L/1397 2 0.39 0.01 0.25 0 16 0.35 0.01 L/19475 3 0.33 0 12 0.22 0.29 0.31 0 12 L/1356 4 0.32 0.39 0.22 0.67 0.31 0 43 L/377 5 0 17 0.52 0 11 0.54 0 16 0.57 L/285 6 0 17 0.06 0 11 0 10 0 16 0.08 L/1965 7 0.32 0.05 0.22 0 18 0.31 0.01 L/2429 MAX. 0.39 0.52 0.25 0.67 0.35 0.57 L/255 O.K. O.K. O.K. O.K. O.K. I LATE BENDING *ALIGN STUDS WITH JOISTS WHERE POSSIBLE* MISCELLANEOUS- ALLOWABLE STRESSES- STUD REACTIONS CFu 115 F 173 PSI (OUT OF PLANE) F 150 PSI Fb 1547 PSI 243 LB DBL TOP PLATE PROPERTIES- Ax 15.50 IN 5 4 13 IN I 3.09 IN Stud Wall IBC2009 Revised 07/15/10 APPLIED STRESSES f fb AMAX 98 PSI O.K. 1115 PSI O.K. 0.012 IN IBC09StudWallBasicLoadComb .xls(STUD WALL (1)) I if m U a _--_I INN Arrl �-1 -1 7 77 r.: Alf FEIR 15 v mar," 110! NEE 1. i31:n1 ii r p• v A 1111111 I I rI I I 1 Li dill ILL: OPTX Gn37114 C COOP 597 451AIN IS NW !WNW ROOF FRAMING PLAN f LY1.17 ROM MINT. MOW Aggazgps gyostru— PULL COL Project: 419;2_, gt Job No: Pcs Subject: Sheet Yi of Name: Lfriik Structural Solutions O riginating Office: E Seattle aloiccoma Date I 2 Ivo 1 1 rik4c\A t Hi m. 0 I 1 1 :1 1 7 5 0.S)/4 v3, i -------r---1 11*011,19,Ls kg., 1 1 1 I i 1 1 1 1 i I 1 I 1 1 1 +3112. i 1 -1 t r--- i j j (0(, *1 1 I I 1 t 1 ile) 4, LLit cR) 1 e parkot 4x 'to!, 1 1-- -1. I J I I 1 i I nn -1—, ,----7----' I 1 •,,..,L .1) WI, C....' Tx> 9. 1 1 i i I I I ar— i- 1 0 -6LI- 1 .111- 4k°- I i I ■L Z. 1 -I-- 1 6 e I 1 {Y 1..tcl* 3 Lict) (5) t o 4 3 4 L- 1 1 F.- ID li e- \■I Wrote. q itr) 4- it I I e I j t, t.. 5) 119VWE- k ri cid° irt-r3 1-• I th 4, t• L c L 16 ck1 i'l— a V 24 1 1., I .9 41 1 I 9bcs -1.4 I il 2. I r I 1 I f; k.-10• I 1 5 11— 1@ _4_,' I 1 1 I Seattle 1 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 206.292.5076 www.pcs-structural.com Tacoma I 1250 Pacific Avenue, Suite 701 Tacoma,WA 98402 tel: 253.383.2797 1 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block" selection. Title Block Line 6 Wood Beam Design Lic. KW- 06002327 License Owner pcs structural solutions Description Beam 4 Material Properties Analysis Method Allowable Stress Design Load Combination 2006IBC&ASCE7 -05 Wood Species Wood Grade Beam Bracing DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb Actual FB Allowable Load Combination Location of maximum on span Span where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces Stresses for Load Combinations Load Combination Segment Length Fb Tension Fb Compr Fc PrIl Fc Perp No.2 Fv Ft Beam is Fully Braced against lateral- torsion buckling Douglas Fir Larch 13(0 4) S(5 Yl7) L(0.34) 6x12 Span =9 i Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.020, S 0.0250 ksf, Extent 0.0 6.0 ft, Tributary Width 20.0 ft, (Roof) Uniform Load D 0.020, L 0.040 ksf, Tributary Width 8.50 ft Load for Span Number 2 Uniform Load D 0.020, L 0.040, S 0.0250 ksf, Tributary Width 8.50 ft 0 722 1 6x12 747.07 psi 1,035.00 psi +D+0.750L+0.750S+H 3.531 ft Span 1 0.031 in -0.003 in 0.096 in -0.010 in Ratio Ratio Ratio Ratio Title Dsgnr Project Desc. Project Notes Maximum Shear Stress Ratio Section used for this span fv Actual Fv Allowable Load Combination Location of maximum on span Span where maximum occurs 3472 25241 1130 8144 Max Stress Ratios Summary of Moment Values Span M V C d C flv C C C t C f Mactual fb- design Fb -allow Job 5o Printed: 23 DEC 2010, 4:11PM File: g:12011 Jobs111087 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983 -2010, Ver: 6.1.51 Calculations per IBC 2006, CBC 2007 2005 NDS 900.0 psi 900 0 psi 1,350 0 psi 625.0 psi 180.0 psi 575.0 psi E Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend xx 580.0 ksi Density 32.210 pcf D(0 17) L(0.34) S(0.2125) f V Span 7 0 ft Service loads entered. Load Factors will be applied for calculations. Design OK 0 450 1 6x12 93.11 psi 207.00 psi +D+0.750L+0.750S+H 8.100 ft Span 1 i Summary of Shear Values Vactual fv-design Fv -allow +D Length 9.0 ft 1 0.454 0.265 0.900 1.000 1.000 1.000 1.000 1.000 3.71 367.34 810.00 1.81 42.91 162.00 Length 7.0 ft 2 0.381 0.265 0.900 1.000 1.000 1.000 1.000 1.000 3.12 308.56 810.00 0.92 42.91 162.00 +D+L+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.656 0.441 1.000 1.000 1.000 1.000 1.000 1.000 5.96 590.43 900.00 3.35 79.44 180.00 Length 7.0 ft 2 0.656 0.441 1.000 1.000 1.000 1.000 1.000 1.000 5.96 590.43 900.00 2.21 79.44 180.00 +D +S+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.637 0.354 1 150 1.000 1.000 1.000 1.000 1.000 6.66 659.27 1,035.00 3.09 73.31 207.00 Length 7.0 ft 2 0.541 0.354 1 150 1.000 1.000 1.000 1.000 1.000 5.66 559.81 1,035.00 1.83 73.31 207.00 +D+0.750Lr+0.750L+H 1.000 1.000 1.000 1.000 1.000 Title BIoCk Line 1 You can changes this area using the "Settings" menu item and then using the "Printing Title Block° selection. Title Block Line 6 Wood Beam Design Description Beam 4 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 5.014 8.896 1.364 D Only 2.082 3.065 0.199 L Only 1.214 3.443 0.783 S Only 1.718 2.388 0.381 D+L 3.296 6.508 0.982 D +S 3.800 5.453 0.580 D+L +S 5.014 8.896 1.364 Title Dsgnr Project Desc. Project Notes Job 51 Printed: 23 DEC 2010, 4:11PM File: g:12011 Jobs111067 Columbia Bank Port AngeleslCalcslcolumbia bank.ec6 ENERCALC, INC. 1983-2010, Ver: 6.1.51 Lic. KW- 06002327 License Owner pcs structural solutions Load Combination Max Stress Ratios Segment Length Span M V C d C flv C r C m C t C fu Mactual fb- design Fb -allow Vactual fv- design Fv -allow Length 9.0 ft 1 0.489 0.325 1.200 1.000 1.000 1.000 1.000 1.000 5.34 528.13 1,080.00 2.96 70.31 216.00 Length 7.0 ft 2 0.481 0.325 1.200 1.000 1.000 1.000 1.000 1.000 5.25 519.96 1,080.00 1.89 70.31 216.00 +D+0.750L+0.750S+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.722 0.450 1 150 1.000 1.000 1.000 1.000 1.000 7.55 747.07 1,035.00 3.93 93.11 207.00 Length 7.0 ft 2 0.684 0.450 1 150 1.000 1.000 1.000 1.000 1.000 -716 708.39 1,035.00 2.57 93.11 207.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.367 0.244 1.600 1.000 1.000 1.000 1.000 1.000 5.34 528.13 1440.00 2.96 70.31 288.00 Length 7.0 ft 2 0.361 0.244 1.600 1.000 1.000 1.000 1.000 1.000 5.25 519.96 1440.00 1.89 70.31 288.00 +D+0.750L+0.750S+0.750W+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.519 0.323 1.600 1.000 1.000 1.000 1.000 1.000 7.55 747.07 1 440.00 3.93 93.11 288.00 Length 7.0 ft 2 0.492 0.323 1.600 1.000 1.000 1.000 1.000 1.000 -716 708.39 1 440.00 2.57 93.11 288.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.367 0.244 1.600 1.000 1.000 1.000 1.000 1.000 5.34 528.13 1440.00 2.96 70.31 288.00 Length 7.0 ft 2 0.361 0.244 1.600 1.000 1.000 1.000 1.000 1.000 5.25 519.96 1 440.00 1.89 70.31 288.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.000 1.000 1.000 1.000 Length 9.0 ft 1 0.519 0.323 1.600 1.000 1.000 1.000 1.000 1.000 7.55 747.07 1 440.00 3.93 93.11 288.00 Length 7.0 ft 2 0.492 0.323 1.600 1.000 1.000 1.000 1.000 1.000 -716 708.39 1440.00 2.57 93.11 288.00 Overall Maximum Deflections Unfactored Loads Load Combination Span Max. Deft Location in Span Load Combination Max. Defl Location in Span D+L +S 1 0.0955 4.015 0.0000 0.000 L Only 2 0.0030 5.438 D+L +S -0.0103 1.669 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Summary of Moment Values Summary of Shear Values a PCS Structural Solutions ?7 LT) t(1.1sir gt= -J- 90p Project: Subject: Originating Office: Seattle [Tacoma -i- 4- •41 I -I- i I i I \'C. AAP Pr g 141■3V- Sheet .51t 4 Seattle I 811 First Avenue, Suite 620 Seattle, WA 98104 tel: 20E292.5076 Tacoma I 1250 Pacific Avenue, Suite 701 Tacoma, WA 98402 tel: 253.383.2797 t jf I s 4 7 41 120 22-• (1,43,.$ 4 Job No Name: L-1444 Date: I www.pcs-structural.com Mechanical Summary MECH -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Info Project Address Columbia Bank 602 E. Front St. Port Angeles, WA Applicant Name: Narrows Heating A/C Applicant Address: 5121 S. Brulington Way, Tacoma, WA Applicant Phone. 253 627 7543 Project Description Briefly describe mechanical system type and features. 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Indudes Plans Compliance Option Equipment Schedules Cooling Equipment Schedule Equip Equip ID Type Brand Name' 'Please See M -1 Heating Equipment Schedule Equip. Equip ID Type Brand Name' Please See M -1 Fan Equipment Schedule Equip Equip ID Type Brand Name' Please See M -1 2 Heat Pumps 2 Air Handlers 3 Exhaust Fans Include documentation requiring compliance with commissioning requirements, Section 1416 Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple complex The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. Model No 1 Model No' Model No. Capacity OSA CFM SEER Btu or Econo? or EER IP Capacity Btu/h OSA cfm Heat or Econo? Input Btuh Output Btuh Efficiency4 Recovery Y/N CFM Spl HP /BHP Flow Control Revised December 2010 Date 3/29/2011 For Building Dept. Use Econmizer Heat Option or Recovery Exception Y/N Location of Service ttf available. 2 As tested according to Table 14 -1A through 14 -1G. 3 If required. 4 COP HSPF Combustion Efficiency or AFUE, as applicable. 5 Flow control types. variable air volume(VAV), constant volume (CV), or variable speed (VS). 6 Exception number from 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Mechanical Summary (back) MECH -SUM 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential All Systems: System Description tf Heating /Cooling See Section 1421 for full description or Cooling Only of Simple System qualifications. Decision Flowchart START Heating Only Yes Yes Complex Systems If Heating Only HeatinglCooling or Cooling Only El No humidification? Constant vol? in Split system? in 84,000 Btuh? in Economizer included? Air cooled? Packaged sys? 135,000 Btuh? ❑Cooling Cap =15 Btuh/ft OHeating Cap. 0 =10 Btuh/ft El <1000 cfm? Reference Section 1421 Yes Yes Simple System Allowed (section 1420) Yes •.alifies �r Economizer Exception ti on 1�. Yes Yes Yes ❑No Reheat? 0<30% outside air?El Heating Cap. =10 Btuh/ft Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. Nc Nc V V Use Complex Systems (section 1430) Revised December 2010 Refer to MECH -COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. Decision Flowchart 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Economizer MECH -ECO 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Economizer Summary Check box(es) for exceptions being claimed. List the system /equipment that qualifies for each exception. See Section 1433 for full description of Economizer requirements. START died Un m Table 14 -1A, EER 15% ode No Exception 2: Chilled Water Sys. er 25% over Exception 4 Cooling 75% Site HR or Solar No xception 9: Dedicated Server or Eq Rm No xception 10: RF System Meeting All Criteria No Does Not Comply I Yes Yes— Full Air Econo: AH -1 AH -2 Ex 5. Ex6: Ex 7 cv a• Use this flowchart to determine if project complies with Economizer requirements. If not, the Systems Analysis Option must be used. Ex 1 Ex 2: ❑Ex3: Ex 4 xception it Cap 33,000 Bt nit not Exterior o djacen Exception 5. Special OA iltration Need No No ASARAE 127 Met 14- 1A/14- IP l Reference Section 1433 J Yes- xception 8: Unit Cap <20,000 Btuh dg. Cap. w/o economizer <72,000 Btuh or 5 No No xc. 9a: EER IPLV Over •.e No xc. 9b Water Econo ER IPL Yc: Ye• Yes— Ye: Yes— ception t Cap <54,000 B it not Exterior V Full Air Economizer Complies eptio er Cooled Re aterside Economize ving chilled b Sys ception Dehumidification with supporting rgy anal No No ❑Ex 9a: Ex 9b: Ex 9c: Ex10 Exception 7' Heat Pump Loop eting All Crite No Lo ote C or bett cap >85,00 tu No Revised December 2010 Yes-0 Yea Qualifies for Full Air Economizer Exception Complies .-F V y V Mechanical Permit Plans Checklist MECH -CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Address The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code (yes, no, na) Section Component Information Required HVAC REQUIREMENTS (Sections 1401 1424) 1411 Equipment Performance Yes N.A. N.A N A N.A. N.A Yes Yes N.A. Yes Yes N.A. Yes N.A Yes N.A. N.A. Yes 1422 'Thermostat interlock N.A 1432.2.1 (Temperature Reset N.A Yes N.A. N.A. Yes N.A. Yes N.A N.A. Yes Yes Yes Yes Yes Yes Yes 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Columbia Bank 1411 1 Minimum efficiency 1411 1 1411 1 1411.2.1 1411 4 1411.5 1412 1412.1 1412.2 1412.3 1412.4 1412.4 1 1412.4.2 1412.5 1412.6 1412.7 1412.8 Combustion htg. Air cooled chiller Water cooled chiller Pkg. elec. htg.& clg. Unenclosed Heat HVAC Controls Temperature zones Deadband control Humidity control Setback and Shutoff Dampers Optimum Start Heat pump control Combustion heating Balancing Ventilation Control 1412.9 Loading Dock Garage Ventilation 1413 'Air Water Economizers 1412.1 'Single zone systems 'Indicate multiple cooling stage control capability 1413.1 'Air Econo Operation (Indicate 100% capability on schedule 1413.1 I Wtr Econo Operation Indicate 100% capacity at 45 degF db 40 deg F wb 1413.2 I Wtr Econo Document Indicate max. OSA condition for design clg load equipment performance data. 1413.3 (Integrated operation (Indicate capability for partial cooling 1413.4 (Humidification (Indicate direct evap or fog atomization w/ air economizer 1414 'Ducting Systems 1414 1 (Duct sealing (Indicate duct design pressures, sealing, and testing requirements 1414 1.2 Low press. duct test (Indicate applicable low pressure duct systems shall be leak tested 1414 1.3 (High press. duct test 'Indicate high pressure duct systems shall be leak tested, and identify the location of this ductwork on plans 1414.2 (Duct insulation Indicate R -value of insulation on duct 1415 'Piping Systems 1415 1 (Piping insulation Indicate R value of insulation on piping 1416 Completion Requirements 1416.3.2 (System Balancing 1416.3.3 (Functional Testing 1416.3.4 (Documentation 1416.3.5 (Comm. Report 1416 4 (Compliance Chklist 'Mechanical Summary Form Equipment schedule with type, capacity efficiency I ndicate intermittent ignition, Flue /draft damper jacket loss Provide total air and water chiller capacity Full -load and NPLV values adjusted for any non standard conditions List heat pumps on schedule Indicate radiant heat system and occupancy controls I ndicate locations on plans Indicate 5 degree deadband minimum I ndicate humidistat I ndicate thermostat with 7 day program capability required setback Indicate damper location, leakage rate, control type, max. leakage Indicate optimum start controls I ndicate heat pump thermostant outdoor lockout on schedule Indicate modulating or staged control Indicate balancing features on plans Indicate demand control ventilation for high- occupancy areas Indicate enclosed loading dock parking garage ventilation system activation and control method. Indicate thermostat interlock on plans (Indicate temperature reset method Indicate air and water system balancing requirements Provide sequence of operations and test procedures. I ndicate O &M manuals, record drawings, staff training Indicate requirements for final commissioning report Submit to building official upon substantial completion. 'Completed and attached. Equipment schedule with types, input/output, efficiency, cfm, hp, economizer Residential Date Location 1 Building Department on Plans I Notes M -1 IM -1 IM -1 IM -1 (M -1 M -1 IM -1 Revised December 2010 3/29/2011 Mechanical Permit Plans Checklist Continued MECH -CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Revised December 2010 'Project Address Columbia Bank The following information is necessary to check a mechanical permit application for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Applicability Code (ves, no, na) Section Component Information Required 'SERVICE WATER HEATING AND HEATED POOLS (Sections 1440 -1454) N.A I N.A. 11440 1441 1442 N.A. 1443 N.A. 1444 N.A. 1445 1460 N.A 1452 N A 1452 N A 1453 N.A 1454 N A 1454 N.A. 1455 COLD STORAGE (Sections 1460 -1465) N.A N.A N.A. 1460 1463 1464 1465 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Service water htg. Elec. water heater Indicate R 10 insulation under tank Shut -off controls Indicate automatic shut -off of circulators or heat trace Pipe Insulation Indicate R -value of insulation on piping Pump Energy Indicate method of pump energy management (Sec 1438) Heat Recovery Indicate preheat capacity as of peak service water demand. Heated Pools Heat Pump COP Indicate minimum COP of 4.0 Heater Efficiency Indicate pool heater efficiency Pool heater controls Indicate switch and 65 degree control Pool covers 'Indicate vapor retardant cover Pools 90+ degrees 'Indicate R -12 pool cover Heat Recovery 'Indicate method and capacity of exhaust air temperature reduction Cold Storage Evaporators Condensors Compressors Indicate motor type and speed control 'Indicate condenser cooling type, design wb temp and control 'Indicate design minimum condensing temp and control. If 'no is indicated for any item in Sections 1401 1424 or 1440 -1465 provide explanation (Date 3/29/2011 Location on Plans Building Department Notes 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Interior Lighting Summary LTG -INT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Project Info Location (floor plan /room E2 0 #101 #102 #103 #104 #105 #106 #106 #108 #108 #109 #110 #111 #112, #113 #114 #116 #117 #117 #118 #118 #119 #202 Project Address Applicant Name: Applicant Address: Applicant Phone: Project Description Compliance Option Alteration Exceptions (check appropriate box sec. 1132.3) Maximum Allowed Lighting Wattage Retail Banking From Table 15 -1 (over) document all exceptions on form LTG -LPA Total Allowed Watts' Proposed Lighting Wattage Location (floor plan /room Fixture Description RF3 RF3 RF1 RF3 RF2 P22 RF2 RF1 WW1 RF1 RF1 RF2 RF1 E3 E3 SF1 El E2 El E2 RF1 SF2 Revised November 2010 Columbia Bank Port Angeles 'Date 3/31/2011 602 East Front Street For Building Department Use Port Angeles WA 98362 BCE Engineers 6021 12th Street East Suite 200 Fife Washington 98421 253- 922 -0446 New Building Addition El Alteration SI Plans Included Indicate controls (Sections 1513) including commissioning requirements on plans. Q Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive LPA spaces clearly on plans.) No changes are being made to the lighting and space use not changed Less than 60% of the fixtures new Installed wattage not increased, space use not changed. Occupancy Description Allowed Watts per ft 1. 331 Number of Fixtures 21 2 2 2 2 1 2 4 1 1 2 2 1 1 1 1 41 41 11 201 21 cross interior Area in ft 25331 1 1 1 1 1 I 1 Allowed x Area 3369 3369 Watts/ Watts Fixture Proposed 351 140 35 140 58 58 351 700 891 178 891 178 581 116 581 116 58 116 58 116 58 58 89 178 58 232 75 75 75 75 58 116 75 150 75 75 75 75 75 75 58 58 58 58 5203 2009 Washington SF2 State Energy Code Compliance Form for Nonresidential and Multifamily Residential 2 58 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts! Notes: 1 For proposed Fixture Description, indicate fixture type, lamp type (e.g. T -8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts /Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For line voltage track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer For low voltage track lighting list the transformer rated wattage. 3. List all fixtures. For exempt lighting, note section and exception number and leave Watts /Fixture blank. 116 3199 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Interior Lighting Summary (back) LTG -INT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Prescriptive Spaces Occupancy 0 Warehouse or Parking Garage Qualification Checklist Lighting Note: If occupancy type is 'Other' and fixture Fixtures: answer is checked, the number of fixtures in (Section the space is not limited by Code. Clearly 1521) indicate these spaces on plans. If not qualified, do LPA Calculations. TABLE 15 -1 Unit Lighting Pow 1 Use Automotive facility Convention center Courthouse Cafeterias, fast food establishments' restaurants /bars Dormitory Dweling Units Exercise center I Gymnasia, assembly spaces I Health care clinic Hospital, nursing homes, and other Group I -1 1 -2 Occupancies Hotel /motel Laboratory spaces (all spaces not classified laboratory" shall meet office and other appropriate categories) I Laundries I Libraries' Manufacturing facility Museum Check if 95% or more of fixtures comply with 1,2 or 3 and rest are ballasted. 1 Fluorescent fixtures with a) 1 or 2 two lamps, b) reflector or louvers, c) 5 -60 watt T 1 T -2, T -4, T -5, T -8, or CFL lamps, and d) hard -wired electronic dimming ballasts. Screw -in CFL fixtures and tracking lighting do not qualify 2. Metal Halide with a) reflector b) ceramic MH lamps =150w c) electronic ballasts 3. LED lights. er Allowance (LPA) ILPA` (Mini Use 0.85 Office buildings, office /administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) 1.10 I Parking garages 1.10 I Penitentiary and other Group 1 -3 Occupancies 1.20 I Police and fire stations 0.85 I Post office 1.00 Retail' retail banking, mall concourses, wholesale stores (pallet rack shelving) 0.95 School buildings (Group E Occupancy only), school classrooms, day care centers 0.95 I Theater, motion picture 1.00 I Theater, performing arts and 1.20 I Transportation 1.00 I Warehouses 1.62 Workshops 1.20 1.20 1.20 1.00 0 Other Plans Submitted for Common Areas Only' Main floor building lobbies° (except mall concourses) Common areas, corridors, toilet facilities and washrooms, elevator lobbies Revised November 2010 I LPA` (W/ft`) 0.91 0.20 0.90 0.90 1.00 1.33 1.00 0.97 1.25 0.80 0.50 1.20 0.80 Footnotes for Table 15 1 1) In cases in which a general use and a specific use are listed, the specific use shall apply In cases in which a use is not mentioned specifically the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by 2% per foot of ceiling height above 20 feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by 2% per foot of ceiling height above 12 feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly 5) Watts per square foot of room may be increased by 2% per foot of ceiling height above 9 feet. 6) Reserved. 7) For conference rooms and offices less than 150ft with full height partitions, a Unit Lighting Power Allowance of 1 1 w /ft may be used. 8) Reserved. 9) For indoor sport tournament courts with adjacent spectator seating over 5,000, the Unit Lighting Power Allowance for the court area is 2.60 W /ft 10) Display window illumination installed within 2 feet of the window provided that the display window is separated from the retail space by walls or at least three quarter- height partitions (transparent or opaque) and lighting for free- standing display where the lighting moves with the display are exempt. An additional lighting power allowance is allowed for merchandise display luminaires Installed in retail sales areas that are specifically designed and directed to highlight merchandise. The following additional wattages apply i. 0.6 watts per square foot of sales floor area not listed in items ii and iii below; ii. 1 4 watts per square foot of furniture, clothing, cosmetics or artwork floor area; or iii. 2.5 watts per square foot of jewelry crystal or china floor area. The specified floor area for items i, ii, or iii above, and the adjoining circulation paths shall be identified and specified on building plans. Calculate the additional power allowance by multiplying the above LPDs by the sales floor area for each department excluding major circulation paths. The total additional lighting power allowance is the sum of allowances for sales categories I, ii, or iii plus an additional 1,000 watts for each separate tenant larger than 250 square feet in area. The additional wattage is allowed only if the merchandise display luminaires comply with all of the following: (a) Located on ceiling- mounted track or directly on or recessed into the ceiling itself (not on the wall). (b) Adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). This additional lighting power is allowed only if the lighting is actually installed and automatically controlled, separately from the general lighting, to be turned off during nonbusiness hours. This additional power shall be used only for the specified luminaires and shall not be used for any other purpose. This additional lighting power is allowed only if the lighting is actually installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) nF ♦Mn -nnL.. Tl+n L,,.,n M{ 4.11.“ F....1...n3n Ir nnM1 {n 11... ft..n. ,..+...,.+1 1.. ....L.. Project Info Project Description 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Exterior Lighting Summary LTG -EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Refer to WSEC Section 1513 for controls and commissioning requirements. Lighting Zone Q 7nna 1 7nno 7 0 7nno z O 7nno (as specified by Jurisdiction) Compliance Option I Q Lighting Power Allowance 0 Systems Analysis Building Grounds Efficacy 60 IumensnN Controlled by motion sensor (luminaires 100 Watts) Exemption (list) Alteration Exceptions No changes are being made to the lighting and space use not changed. (check appropriate box sec. 1132.3) Less than 60% of fixtures are new installed wattage not increased, space use not changed. Tradable Maximum Allowed Lighting Wattage Base Site Allowance:( 1300 Tradable Surfaces I Description I Allowed watts Area (ft`), perimeter Allowed watts per ft or per If I (If) or of items I x ft (or x if) Uncovered Parking and drives (parking lot I 0.13 W /ft2 I 39801 517 I I I I I I I I Total Allowed Tradable Watts:( Tradable Proposed Lighting Wattage (use mfgr listed maximum input wattage for luminaire.) Number of Surface Fixture Description Fixtures Building Entrance /atm IRF4 Building Entrance /atm IRFS Driveup Entrance IRF4 Driveup Entrance IRFS Driveup Entrance IMH1 Deposit Box IMHP Total proposed tradable watts may not exceed the sum of total allowed tradable watts plus the base site allowance. Any base site allowance not needed to make tradable watts comply can be applied to individual non tradable categories. Allowed Watts Non Tradable Surfaces Description per ft or per If Non Tradable Proposed Lighting Wattage Surface Proj Addres Columbia Bank Port Angeles 602 East Front Street Port Angeles WA 98362 Name: BCE Engineers Appl. Name 6021 12th Street East, Suite 200 Fife Washington 9: Appl. Phone 253- 922 -0446 New Addition Fixture Description Non tradable proposed watts may not exceed allowed watts for any individual surface unless the total excess watts for all non tradable surfaces are less than the remaining site allowance. Alteration Plans Included 91 31 51 61 11 11 Revised November 2010 [Date 3/31/2011 For Building Department Use Watts/ Fixture 28 54 28 54 124 124 Total Proposed Tradable Watts: Non Tradable Maximum Allowed Lighting Wattage Base Site Allowance Remaining: I I I I I I I I I Total excess Non Tradable watts: 0 Site Allowance Balance: 691 517 Watts Proposed 252 162 140 324 124 124 1126 691 Area (ft perimeter Allowed Watts (If) or of items x ft (or x If) Number of I Watts/ Watts Fixtures Fixture Proposed 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential Exterior Lighting Summary (back) LTG -EXT 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential TABLE 15 -2B LIGHTING POWER DENSITIES FOR BUILDING EXTERIORS Specific area description Zone 1 Zone 2 Zone 3 Zone 4 500 W 600 W 750 W 1300 W Parking lots and drives 0.04 W /ft 0.06 W /ft 0.10 W /ft 0.13 Wift 0.7 W /linear 0.7 W/ 0.8 W/ 1.0 W/ foot linear foot linear foot linear foot Walkways 10 ft wide or greater 0.14 W /ft 0.14 W /ft 0.16 W/ft 0.2 W /ft Plaza areas Special feature areas Exterior Stairways 1 0.75 W /ft 11.0 W /ft 11.0 W /ft 1.0 W /ft Base site allowance' Tradable Surfaces 2 Uncovered Parking Areas Building Grounds Building Entrances and Exits Sales Canopies Outdoor Sales 'Non Tradable. Surfaces Building Facades Walkways less than 10 ft wide Pedestrian tunnel Landscaping Free standing and attached 10.6 W/ft Open areas' 0.25 W /f1 Street frontage for vehicle sales lots in addition to `open area' allowance Automated teller machines and night depositories Entrances and gatehouse inspection stations at guarded facilities Loading areas for law enforcement, fire, ambulance and other emergency service vehicles Material handling and associated storage Drive -up Windows Doors Parking near 24 -hour retail entrances 20 W /linear foot of door width 20 W /linear foot of door width Entry canopies 1 0.25 W /ft Main entries Other doors 1 0.15 W /ft 1 0.15 W /f1 10.2 W /ft 10.3 W /ft 1 0.04 W /ft 1 0.05 W/ft I 0.05 W /ft 1 0.05 W /f1 20 W /linear 30 W /linear 30 W /linear foot of door foot of door foot of door width width width 20 W /linear 20 W /linear 20 W /linear foot of door foot of door foot of door width width width I 0.25 W /ft 10.4 W /ft 10.4 W /ft I 0.6 W/ft 10.8 Wife 11.0 W /ft 0.25 W/fl 10.5 W /ft 10.7 W /ft No 10 W /linear 10 W /linear 30 W /linear Allowance foot foot foot No Allowance 0.1 W/ft or 0.15 W /f1 for 0.2 W /ft for each each each illuminated illuminated illuminated wall or surface wall or surface wall or surface 270 W per 270 W per 270 W per location location location 0.75 W /ft of covered uncovered area 270 W per location 0.5 W /ft of covered uncovered area I No Allowance I No Allowance I No Allowance 10.5 W/ft 400W per drive through 800 W per main entry Revised November 2010 FOOTNOTES FOR TABLE 15 -2B. 1 Base site allowance may be used in tradable or nontradable surfaces. 2. Lighting power densities for uncovered parking areas, building grounds, building entrances and exits, canopies and overhangs and outdoor sales areas may be traded. 3 Including vehicle sales lots. 4. Lighting power density calculations for the following applications can be used only for the specific application and cannot be traded between surfaces or with other exterior lighting. The following allowances are in addition to any allowance otherwise permitted in the 'Tradable Surfaces' section of this table. 5. May alternately use 2.5 watts per linear foot for each wall or surface length. 6. May alternately use 3 75 watts per linear foot for each wall or surface length. 7 May alternately use 5 watts per linear foot for each wall or surface length. 8. An additional 90 watts is allowed per additional ATM location. Lighting, Motor, and Transformer Permit Plans Checklist. LTG -CHK 2009 Washington State Energy Code Compliance Forms for Nonresidential and Multifamily Residential Date The following information is necessary to check a permit application for compliance with the lighting, motor and transformer requirements in the 2009 Washington State Nonresidential Energy Code. Project Address Columbia sank Port Angeles Applicability Code (yes, no, n.a.) Section Component LIGHTING CONTROLS (Section 1513) Yes Yes Yes Yes No N.A. Yes Yes Yes Yes Yes Yes 2009 Washington State Energy Code Compliance Form for Nonresidential and Multifamily Residential EXIT SIGNS (Section 1514) Yes I 1514 (Max. watts !Information Required 1513.1 Local control /access Schedule with type, indicate locations 1513.2 Area controls Maximum limit per switch 1513.3 !Daylight zone control Schedule with type and features, indicate locations vertical glazing !Indicate vertical glazing on plans overhead glazing (Indicate overhead glazing on plans 1513.4 IDisplay /exhib /special (Indicate separate controls 1513.5 (Exterior shut -off (Schedule with type and features, indicate location (a) timer w /backup (Indicate location (b) photocell. IIndicate location 1513.6 Inter auto shut -off (Indicate location 1513.6.1 (a) occup. sensors Schedule with type and locations 1513.6.2 (b) auto. switches Schedule with type and features (back -up, override capability); 1513.7 (Hotel/motel controls (Indicate location of room master controls 1513.8 (Commissioning (Indicate requirements for lighting controls commissioning 'Indicate watts for each exit sign LIGHTING POWER ALLOWANCE (Section 1530 -1532) Yes 1531 Interior Lighting !Completed and attached. Schedule with fixture types, Summary Form lamps, ballasts, watts per fixture Yes 1532 Exterior Lighting Completed and attached. Schedule with fixture types, Summary Form lamps, ballasts, watts per fixture MOTORS (Section 1511) 1511 IElec motor efficiency IMECH -MOT or Equipment Schedule with hp, rpm, efficiency TRANSFORMERS (Section 1540) I 1540 (Transformers 'Indicate size and efficiency If "no' is circled for any question, provide explanation Location Building Department on Plans Notes !E0 2 E2 0 1E0 2 E2 0 E0 2 E2 0 !E0 2 E2 0 BO 2 E2 0 Indicate size of zone on plans EO 2 E2 0 I I I I I mu V .'n cn n mu L mn n I I Revised November 2010 3/31/2011