Loading...
20140164 Structural Calculations 0792014�d PCs Structural Solutions Seattle � 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.50 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.3£ www, pcs- structu ral.com 5TRUGTURAL GALGULATION5 FOR OLYMPIA FEDERAL 5AYING5 0101 YELM AVE YELM , YVA PREPARED BY P05 5TRUGTURAL 50L1/T/ON5 JULY 0 -19 2014 14 -355 `f 38a5d � �� �jONAL V JULY 0 -19 2014 14 -355 Search Results for Map Page 1 of 1 1 Home About This Site Lat/Long Finder Related Resources Sponsors About ATC Contact Search Results Latitude: 46.9475 Longitude: - 122.6174 ASCE 7 -10 Wind Speeds (3 -sec peak gust MPH *): Risk Category I: 100 Risk Category II: 110 Risk Category III -IV: 115 MRI** 10 Year: 72 MRI** 25 Year: 79 MRI ** 50 Year: 85 MRI*" 100 Year: 91 ASCE 7 -05: 85 ASCE 7 -93: 73 *MPH(Miles per hour) '*MRI Mean Recurrence Interval (years) Users should consult with local building officials to determine if there are community- specific wind speed requirements that govern - Download a PDF of your results Im Print your results - le 1 Yetm rhOl JP sc9tapt r°��i 9�. h-y yowa sE Kayla Sr SE Y -141, It SE t 0 � C a a z $ k V4 Puerto R " vallarta7� a p 4N yen,1.tkid* Tahoma Octl�evai Ocrty Valley Rd �• !IE School LeView SL SE �y K 99th Ave SE a si FY L. t* 47 H 99th WaY $E a IDOth A- SE olLO "9mi.e c, cr v t onnmue S, It nMeDi'�rb► 11+61+914 WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s) described by latitude /longitude location in the wind speed report. Sponsored by the ATC Endowment Fund * Applied Technology Council - 201 Redwood Shores Parkway, Suite 240 * Redwood City, California 94065 * (650) 595 -1542 http:// windspeed .atcouncil.org /index.php ?option =corn content &view=article &id= 10 &dec =... 6/6/2014 Design Maps Summary Report SUM Design Maps Summary Report User - Specified Input Report Title OLYMPIA FED SAVINGS Fri June 6, 2014 13:47:26 UTC Building Code Reference Document ASCE 7 -10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 46.948 0N, 122.617 °W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I /II /III 2mi 5000m is Y C� T O N mapquest 9Rainier USGS- Provided Output Ss = 1.252 g Sms = 1.252 g Sl = 0.499 g S„1 = 0.749 g Q0 A N' i A Sos = 0.835 g Sol = 0.500 g ® MapQuest Page 1 of 2 For information on how the SS and S1 values above have been calculated from probabilistic (risk- targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.43 1.30 1.17 1,04 0.91 O� 0.79 H 0,65 0.52 0.39 0,2L 0.13 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period T (sec) For PGAM, TL, CRS, and CRl values, please view the detailed report. Design Response Spectrum 0 99 0.90 0.91 072 0.63 0.54 0 45 0.36 0 27 019 0.09 0.00 0 00 020 0.40 0.60 0.90 1-00 1.20 1,40 1.60 1.90 2.00 Period. T (sec) http: / /ehp2- earthquake. wr. usgs. gov /designmaps /us /summary.php ?template= minimal &latitu... 6/6/2014 Project: Olympia Fed Savings Job Number: 14 -358 NMPCS Sheet: of Name: tpp Structural Solutions Originating Office: ❑ Seattle 7 Tacoma Date: 06/06/14 DESIGN CRITERIA CHECKLIST CODE: I 113C 2012, ASCE 7 -10 LOCATION:1 YELM WA CONSTRUCTION REQUIREMENTS BUILDING TYPE: F e - SPRINKLERED? YES FIRE RATING: o SPRINKLER SUBSTITUTED FOR FIRE RATING? NO VERTICAL. DESIGN CRITERIA DEAD LIVE PARTITION CONCENTRATED ROOF: OFFICE: CORRIDORS /STAIRS: WIND DESIGN CRITERIA 20 PSF 25 PSF ON GRADE 50 PSF + 15 PSF 300 # ON GRADE 100 PSF 1000 # FLOOR (TOTAL): L/ 360 • ROOF (TOTAL): L/ 2_40 WALLS: L/ 360 SPECIAL: L/ BASIC WIND SPEED (V) =_Ito MPH RISK CATEGORY: it EXPOSURE CATEGORY:.. B �. TOPOGRAPHIC FACTOR (K,): 1 1.0 MEAN ROOF HEIGHT: 20 FT • ROOF SLOPE (_:12): 2.00:12 0 (degrees): 9.46 SEISMIC DESIGN CRITERIA (Per ASCE 7 -10 Sec. 26.5.1, Fig. 26.5 -1A; 113 & 1 C, or as required by Bld'g Dept.) (Per ASCE 7 -10 Table 1.5 -1 & IBC Table 1604.5) (Per ACSE 7 -10 Section 26,7.3) (Per ASCE 7 -10 Section 26.8. 1) (See ASCE 7 -10 Section 26.2 - Definitions) (Enter vertical rise in 12 horizontal units) RISK CATEGORY: t & tt w (Per ASCE 7 -10 Table 1.5 -1 & IBC Table 1604.5) SITE CLASS: D V (Per 113C Section 1613.3.2, Assumed as "D" or per Geotech.) IMPORTANCE FACTOR (I0: I (Per ASCE 7 -10 Table 1.5 -2) STRUCTURAL SYSTEM (R): 6.5 (Per ASCE 7 -10 Table 12.2 -1) OVERSTRENGTH FACTOR (0,,): 3.0 (Per ASCE 7 -10 Table 12.2 -1) INFORMATION BELOW FROM "EARTHQUAKE SPECTRAL RESPONSE ACCELERATION MAPS" PER USGS LATITUDE: 1 46.948 Ss = 1.252 F 3-1 1.00 LONGITUDE: - 122.617 S, = 0.499 F� =1 1.50 DEFLECTION CRITERIA FLOOR (LIVE): L/ 480 _ ROOF (LIVE): L/ 360 • FLOOR (TOTAL): L/ 360 • ROOF (TOTAL): L/ 2_40 WALLS: L/ 360 SPECIAL: L/ SOIL DESIGN CRITERIA REPORT: I NO BEARING: 1500 PSF ACTIVE: 35 PCF PASSIVE: 250 PCF COEFFICIENT OF FRICTION: 0.35 PILE TYPE: NONE VERTICAL CAPACITY = N/A UPLIFT CAPACITY = N/A SEE SOILS REPORT FOR ACTIVE, PASSIVE PRESSURES AND FRICTION COEFFICIENT MINIMUM FOOTING DIMENSIONS: CONTINUOUS: SPREAD: FROST DEPTH: P -6" LATERAL CAPACITY =1 N/A SIZE =1 N/A Design Criteria - IBC2012 - Revised 09/21/12 14358 PCS Design Criteria - IBC 2012 xls(D1) Project: Olympi a Fed Savings Job Number: 14 -358 ■' Sheet- - ❑ 1 of Name: tpp Structural Solutions El Seattle W Ta= Originating Office: Date: 06/06/14 MATERIALS CONCRETE Footings/Piles: 3000 PSI Columns: 4000 PSI Slabs/Walls: 4000 PSI Beams: 4000 PSI REINFORCING Steel Grade = 60 f, = 60000 PSI STRUCTURAL STEEL W -Flange Beams ASTM A992 fy = 50000 PSI Shapes & Plates ASTM A36 f, = 36000 PSI Pipes ASTM A53, Grade B f, = 35000 PSI Tubes ASTM A500, Grade B fy = 46000 PSI MASONRY ASTM C90 fm = 1500 PSI SOLID GROUTED GLULAM BEAMS Simple Spans 2x SCL 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 Fv = 240 PSI SCI.. PRODUCTS FRAMING LUMBER Joists & Studs 2x SCL M' SCL 3'/2, 5'/4 SCL E = 1.30E +06 PSI 1.80E +06 PSI 2.00E +06 PSI Fb= 1700 PSI 2600 PSI 2900 PSI Fv = 285 PSI 285 PSI 285 PSI Fc= 1400 PSI 2400 PSI 2600 PSI FRAMING LUMBER Joists & Studs 2x DF #2 2x HF #1 - E = 1.60E +06 PSI 1.50E +06 PSI Fb= 900 PSI 975 PSI - Fv = 180 PSI 150 PSI - Fc= 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 Fv = 180 PSI 150 PSI 170 PSI Posts & Timbers 6x DF #1 - - E = 1.60E +06 PSI - - Fc= 1000 PSI - - Design Criteria - IBC2012 - Revised 09/21/12 14358 PCS Design Criteria - IBC 2012 x1s(M1) %IIPCS Structural Solutions Project: Olympia Fed Savings Sheet: '�; of DESIGN CRITERIA - WIND Originating Office: ❑ Seattle ❑/ Tacoma Job Number: 14 -358 Name: tpP Date: 06/06/14 BASIC WIND SPEED (V): 110 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: II ROOF SLOPE (_:12): 2.0:12 EXPOSURE CATEGORY: B 0 (degrees): 9.46 TOPOGRAPHIC FACTOR (K,): 1.0 ASCE 7 -10 CHAPTER 28.5 PART 2: ENCLOSED SIMPLE DIAPHRAGM LOW RISE BUILDINGS W/ 11<60 FT I ASCE 7 -10 FIG. 28.6 -1 - MAIN WIND FORCE RESISTING SYSTEM - DESIGN WIND PRESSURES - METHOD 2 HORIZONTAL PRESSURES ZONEI A B C D EOH GOH CASE 1: 21.60 -9.00 14.40 -5.20 -32.30 -25.30 CASE 2: N/A N/A N/A N/A N/A N/A VERTICAL PRESSURES ZONE: E F G H EOH GOH CASE 1: -23.10 -14.10 -16.00 -10.80 -32.30 -25.30 CASE 2: N/A N/A N/A N/A N/A N/A ASCE 7 -10 CH 28.5 PART 2: ENCLOSED LOW RISE BUILDINGS (SIMPLIFIED) W/ H <60 FT ASCE 7 -10 FIGURE 30.5 -1 - COMPONENTS AND CLADDING - DESIGN WIND PRESSURES - METHOD 1 Effective Wind Area ROOF SURFACES ZONE 4 Effective Wind Area POSITIVE PRESSURES NEGATIVE PRESSURES 5 ZONE 3 1 2 3 1 2 -40.6 3 10 SF 12.5 12.5 12.5 -19.9 -40.6 -34.7 50 SF -51.3 20 SF 11.4 11.4 11.4 -19.4 100 SF -31.9 18.5 -47.9 50 SF 1 10.0 10.0 10.0 -18.6 1 16.2 -28.2 1 -18.1 -43.5 100 SF 1 8.9 8.9 8.9 -18.1 -25.5 -40.2 WALL SURFAC'L.S & ROOD OVERHANGS Effective Wind Area POSITIVE PRESSURES r NEGATIVE PRESSURES ROOF OVERHANGS ZONE 4 5 4 5 2 3 10 SF 21.8 21.8 -23.6 -29.1 -40.6 -68.3 20 SF 20.8 20.8 -22.6 -27.2 -40.6 -61.6 50 SF 1 19.5 19.5 -21.3 -24.6 -40.6 -52.8 100 SF 18.5 18.5 -20.4 -22.6 -40.6 -46.1 500 SF 16.2 1 16.2 1 -18.1 1 -18.1 1 0.0 0.0 ASCE 7.10 SECTION 28.6.4 & SECTION 30.2.2 - MINIMUM PRESSURES MAIN WIND FORCE RESISTING SYSTEM - MIN IMtJM PRESSURES CF., NVELOPF PROCEDURE) The load effects of the design wind pressures from ASCE 7 -10 Section 28.6.3 shall not be less than the ASCE 7 -10 28.6.4 minimum load defined by assuming the pressures, ps, for Zones A and C equal to +16.0 psf, Zones B and D equal to +8 psf, while assuming Zones E, F, G, and H all equal to 0 psf. COMPONENTS AND CLADDING - MINIMUM PRESSURES ASCE 7 -10 30.2.2 The design wind pressure for components and caldding of buildings shall not be less than a net pressure of 16 psf acting in either direction normal of the surface. Design Criteria - IBC2012 - Revised 09/21112 14358 PCS Design Criteria - IBC 2012.xls(L1A(METHODI)) Project: Olympia Fed Savings Job Number: 14 -358 EMPCS Sheet: _� of Name: tpp Structural Solutions Originating Office: ❑Seattle ❑� Tacoma Date: 06/06/14 DESIGN CRITERIA - WIND FIGURE 28.6 -1, ASCE 7 -10 Main Wind Force Resisting System — Method 2 h:5 60 ft. Figure 28.6 -1 1 Design Wind Pressures Walls &Roofs Enclosed Buildings Notes: L Pressures shown are applied to the horizontal and vertical projections, for exposure B, at h =30 ft (9.1 m). Adjust to other exposures and heights with adjustment factor X. 2. The load patterns shown shall be applied to each comer of the building in turn as the reference corner. (See Figure 28.4 -1) 3. For Case B use B = 0 °. 4. Load cases 1 and 2 must be checked for 25° < B <_ 45 °. Load case 2 at 25° is provided only for interpolation between 25° and 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 ps = 0 in zones B & D. 8. Where zone E or G falls on a roof overhang on the windward side of the building, use Eori 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. 9. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimcnsion or 3 ft (0.9 m). h: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10 °. B.• Angle ofplane of roof from b orizontal, in degrees. Design Criteria - IBC2012 - Revised 09/21/12 14368 PCS Design Criteria - IBC 2012.xls(L1 B) EMPCS Structural Solutions Project: Olympia Fed Savings DESIGN CRITERIA - WIND FIGURF. 30.5 -1, ASCE 7 -10 Sheet: —1 of Originating Office: ❑ Seattle ❑D Tacoma Job Number: 14 -358 Name: tpp Date: 06/06/14 h:5 60 ft. Figure3O.5 -1 I Design Wind Pressures Walls &Roofs Enclosed Buildings h� h� Notes: 1 2. 3. 4. 5 Flat Roof Gable Roof (0:< 70) Interior Zones Roofs - Zone 1 I Web -Zone 4 r� Hip Roof (70 < 0<_ 27 °) Gable Roof (70 < 9 . <_ 45� ■ End Zones Rook -Zone 21 Walk -Zone 5 ■ Corner Zones Roole -Zone 3 Pressures shown are applied normal to the surface, for exposure B, at h =30 ft (9.1 m). Adjust to other conditions using Equation 30.5 -1. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. For hip roofs with 0!5 25 °, Zone 3 shall be treated as Zone 2, For effective wind areas between those given, value may be interpolated, otherwise use the value associated with the lower effective wind area. Notation: u: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 tl (0.9 m). h: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10 °. 6: Angle of plane of roof from horizontal, in degrees. Design Criteria - IBC2012 - Revised 09/21/12 14358 PCs Design Criteria - IBC 2012.x1s(L1C) Project: Olympia Fed Savings Job Number: 14 -358 ■' Sheer S of Name: tpp Structural Solutions E] Seattle acorn Originating Office: Date: 06/06/14 DESIGN CRITERIA - SEISMIC ASCE 7 -10 SECTION 12.8 - EQUIVALENT LATERAL FORCE PROCEDURE OCCUPANCY CATEGORY: I & II LATITUDE: 46.9475 SITE CLASS: D LONGITUDE: - 122.617 IMPORTANCE FACTOR (IE): 1 Ss = 1.252 STRUCTURAL SYSTEM (R): 6.5 St = 0.499 OVERSTRENGTH FACTOR (0,,): 3 Fa = I D D Fv = 1.5 ASCE 7 -10 SECTION 11.4 SEISMIC GROUND MOTION VALUES Section 11.4.3 - Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameters SMs = Fa *SS = 1.252 SMI = F� *SI = 0.749 Section 11.4.4 - Design Spectral Response Acceleration Parameters SDS = 2/3 *SMs = 0.835 SDI = 2/3 *SMi = 0.499 ASCE 7 -10 SECTION 11.6 - SEISMIC DESIGN CATEGORY - SECTION 12.8.2 - PERIOD DETERMINATION ASCE 7 -10 TABLE 11.6 -1 SEISMIC DESIGN CATEGORY BASED ON Sps SEISMIC DESIGN CATEGORY BASED ON SDI RISK CATEGORY: I & II III IV < 0. 1679 A A A < 0.33f, B B C < 0.50g C C D >= 0.50gi D D D D D ASCE 7 -10 TABLE 11.6 -2 SEISMIC DESIGN CATEGORY BASED ON SDI RISK CATEGORY: I & II III IV < 0.067g A A A <0.133g B B C < 0.20g C C D >= 0.20g D D D D ASCE 7 -10 SECTION 12.8.1.1 - SEISMIC RESPONSE COEFFICIENT Each building and structure shall be assigned to the most severe Seismic Design Category in accordance with Table 11.6 -1 or i 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 Ta = CI *ha" = 0.189 GENERAL EQUATION: Cs = SDS /(R/I) = 0.128 < -- CONTROLS EQ. 12.8 -2 MAXIMUM: CS = SDI /(T *(R/I)) = 0,406 EQ. 12.8 -3 MINIMUM: Cs = 0.044 *SDS *I > 0.01 = 0.037 EQ. 12.8 -5 For structures located where S 1 > 0.6g Cs = 0.5 *SI /(R/I) = 0.0 EQ. 12.8 -6 ASCE 7 -10 SECTION 12.8.1 - SEISMIC BASE SHEAR V = Cs *W = 1 0.128 *W W = the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Design Criteria - IBC2012 - Revised 09/21/12 14358 PCS Design Criteria - IBC 2012.xls(L2) Project: Q �S Job No: I V NMFCS Subject: Sheet ON Name: V/' Structural Solutions Originating Office: ❑ Seattle Tacoma Date: 04/011 y /-AT F,RRL "'MIND YS 5Gu9LAI& I v�Il I�.D � 1, � �� C�Z l� (o�•�� Z 28 `� I� qk {� RraoF = d31! S4, L,c lBp.:Pv Wttks c, 39S'K)v'x 10�4 =39, 5� Cz ' 1 z3 Ua�WI wu�= 0,Z5osIu,P = 0,1 101wp IJ171ND cun�aa i.� � � � �, aPN b • UiIN:� (p5D wRW) (Agri .I tC4A InarIT _ , I g I'3MI -x,131 et. p � � A �i �o ps4 , �i4k a 121' . YOc► .,ALA 13ps� icy , 3�.s• IS,s ��Ihr. lG � �KlZ - via 53' �1p� `�X33.51+�P"x$s'��"1L= ��Z�v%C z -�Bplx- C' 6'0' ,C,. c zyopf� Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206. 292.5076 L~ www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 apCS Structural Solutions REF Project: Subject: Originating Office: Job No: Sheet 110 Name: ❑ Seattle ❑ Tacoma Date: _ Rc W T GS ASo jr1>fA3MIG n'' post- B = ><,12i K , 12,3k Y PL V. /b 21 ;)�y' =H.12k L I Z " k 01 k v 1$ 12i ;' z z 3,2, +� /ZB iz,34 -x,01 k= k z A14 Z. `Ja p - yN6 �dI'C(J_L q.olk►c 95.b 13�pl� 1 opt c� rn /ol 2,112 -k t5of62 , L5 IH 3A� 33 2.5� vle JIL— C�IU�aQ x Z'��� ��ps�x ►Ox ��xrz =k vie, � ��IG�� � } � j��s� ,lox ] 3 5(17, $g 2, .7 z k Idpspp IL G,�S li 1 •s>r CIO lI3G Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 apCS Project:. Subject: Sheet � Job No: Name:. Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: eS - r-N"rRANT Ct P-N fA PI SvV�,1; I SCo F0 �1 tV -Gf Z,71k Pc1,T5 - 3,39"k 3 Z' R ZS�o ANC, 5I►,wPseN arc. � @� y�5� Z_'4 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 ww.pcs- structural.com Tacoma 1 w 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 N 0\" N ii 6 E z Q i 9 E z V '^ Z H O X ai r N r N ❑ z L 8 u Q[ N rn Qc y OY S O L IL O N 16. 0 IL H OJ rO _ J 1=1^^ tu Vr v� L Q N 12 O m U U O Z a O v v CIJ m U rNi ID ID iD � C a (L U) LU a m U F °o N a m F LL a 2 f!1 p a O 12n a� M ID ID M O fD ~ LL 6_ ❑0 m t~n w �� ,: m r- h 11 0 �r fn N U LL a 0 ? ¢ W �n a a fn U c U c a LU W 0 a L 'a LU J a1 G o N b1 G in O r D LL C E � cn P w C 2 Op Cl � r h w 3 lL O C � J LL Q N � W — Q w = G w❑� mUJln °— y 1NDV)co Du12LL 0 of �� N N M o Q' N N N Q LL -0 x o O N N O "CEO L O aLLLLO¢ LU 4t Li 0 v� °zxZ � x❑mNa ow0�a�aa� NZZ;h °) W ° CO Pi M - 6 - - - @ V _� G G G LiJ N U Q¢ N N a W LLaf M x w?a'+j 0? a � U U a❑g h U ?2 m O CL 0 mm0 aa�¢wti �z�¢�Q 000 �ww ❑lo- : �xlui w(nU) In Wj w to In ❑❑ a m W 700MZ N C �LaL�CL a 2�a Otnaaa¢N�a�U a W W p 0 Z ❑ 03 OONI n a m 3 fJ�1 N H a xg❑ o GC ° W a M m X w a m U cv Z O Z Na2ww-1w0. Z m h W a a O J O w D v OD v W v co v N et co fY (7�Q•4j � c Ix S2 cn WaW CO a❑ 0'2� 0 0 o a,, I-.0 U .2�0 2 a U 0ZW 7 a O v v v v fN1 rNi fY V 6 fD LU � c i O r m U a O v v cn cn INO m `D m c ch v w 00 O ¢ O v a z o Cl) m m p m c m d u1 N v C N N �« w C7 E'EUn N N Z E m 2 U c N 0 U- .� cr L� W N 01 in T �« N r V% V 3 Ecn O «_ a 1L LL 1 3 LLI m 7 c f]I CO mp, Q UI N ,pCpp'' V G V ,fppD�� C/ ,(,ppO�� G ,f,ppD�� G CL m m 0 0 LL D t —O d _ U) rn a ' En - - Qz X01 C 0 a - - �j f11oDD C o m GO M U) GO W U) fD U) N et N M V r a mm 0 0 U) 0 0 0 U) Cl) w rn cn D LL LL lL a LL LL LL CL x x x x x x N N N N N 1l) F N n a u n w c o LL LL LL LL LL E a Q x 2 2 2 2 x m LL 0 N N (n N Ih f7 J LL LL LL LL LL LL a ❑ o 0 0❑ o :2 E U NNN NI'1n LLL) G G V V V LL LL LL LL LL LL mmm fr `I' E a o o ci m lL N 1'x1 m N m m J tm, 0 @JU@J @@JU W 0 5 m et ro m m m a v U Q V V G G V G L LL x m m m m m m a m 0 0 c c 9 L N N N N N y w L.... MLO UUU U�@J W m m m m m m Z .0 v r � r a m m d ® m 0 L f0 10 fD f0 fD f0 12 O m U U O Z a O v a Cl) N U M w ID iD � c a (L U) LU a OD U F °o N a m F LL a 2 f!1 p a O 12n co V M ID ID 1D CD ~ LL 6_ ❑0 m t~n w �� ,: m r- h 11 0 �r fn O U LL a 0 ? ¢ W �n a a fn U c ¢ .1 U U ❑ N a LU W 0 a L 'a LU J a1 in o M b1 iD in 0. Z E cn LL vwi LD cn P w C 2 Op Cl o r h w 3 lL O K Z J LL Q N � W — Q w = G w❑� mUJln °— y 1NDV)co Du12LL 0 of �� N N M N N N Q LL -0 x o O V10UN0 O w o `-1co aLLLLO¢ LU 4t Li 0 v� °zxZ x❑mNa ow0�a�aa� NZZ;h °) W ° CO Pi M 0�3 a. 6 'a w G @ V _� G G G LiJ N U Q¢ N W LLaf M x w?a'+j 0? a � U U a❑g h U ?2 m O 0 0 0 aa�¢wti �z�¢�Q �ww ❑lo- : �xlui w(nU) JN7[K Wj W 2 W h —Ww ❑❑ a m W 700MZ N a �LaL�CL a 2�a Otnaaa¢N�a�U W W p 0 Z ❑ 03 OONI n a m fro fJ�1 N a xg❑ GC ° W a M m X w a m U cv Z O Z Na2ww-1w0. Z m h W a a O J O w D v OD v W v co v N et co fY (7�Q•4j � c Ix S2 cn WaW CO a❑ 0'2� 0 0 o a,, I-.0 U .2�0 2 a U 0ZW 7 a ❑UJ x xT f7 M0W fn tLWaM C i fY V 6 fD LU " !D i O r m U a O v v cn cn INO m `D m c ch v w z o cZ m v C N �« w C7 E'EUn E m N 0 U- L� y N fn N r V% N N f O # LLI m 7 c f]I CO mp, Q UI N ,pCpp'' V G V ,fppD�� C/ ,(,ppO�� G ,f,ppD�� G CL m m 0 0 0 D U) rn cn En a f11oDD a o v � W N M V r a Two LL LL lL LL LL LL CL x x x x x x N N N N N 1l) F c LL LL LL LL LL LL E a x 2 2 2 2 x m LL 0 N N (n N Ih f7 J 0 :2 E U LLL) G G V V V mmm mmm - tm, @JU@J @@JU W 0 5 m et ro m m m a v m 0 0 c 1 9 L N N N N N y w L.... CD cm r � r 12 LU F O 2 O U O Z O U iD a (L U) LU a LU F °o N a m F LL a 2 f!1 p 0 12n O J U a °❑ ~ LL 6_ ❑0 O t~n w �� ,: m r- h 11 0 �r fn O U LL a 0 ? ¢ W a a a fn ¢ .1 U U ❑ N a LU W 0 a LU J LU a fl_ N N M 0. Z c40 LL vwi LD cn P w 2 Op Cl o r h w W O K Z J LL Q N N W — Q w = G w❑� mUJln °— y 1NDV)co Du12LL Fa-W �� '2 �X° M h N M Q LL -0 x o V10UN0 O w o `-1co aLLLLO¢ LU Li 0 v� °zxZ x❑mNa ow0�a�aa� NZZ;h °) W ° CO Pi M 0�3 a. mw2'uw w ° }WUD _� N❑ C7 LiJ N U Q¢ N W LLaf M x w?a'+j 0? y U U a❑g h U ?2 0 Enwx _j Z� EL U) Uav) aa�¢wti �z�¢�Q �ww ❑lo- : �xlui 0 A JN7[K Wj W 2 W h —Ww ❑❑ a m W 700MZ N a �LaL�CL 2�a Otnaaa¢N�a�U W W Z ❑ x OONI ix a wWYUN ljd hZM U��QQOO xg❑ GC ° W a M m X w a am cv Z O Z Na2ww-1w0. Z m h W a N N¢ J O w N— w U J M 0 x N W fY (7�Q•4j Ix S2 cn WaW CO a❑ 0'2� 0 0 o a,, I-.0 U .2�0 2 a U 0ZW 7 a ❑UJ x xT f7 M0W fn tLWaM C i fY V 6 fD LU " !D i O r LU F O 2 PCs Structural Solutions NZ kAtk6 .6 w ?—A 1. foZll. u � 5WAh z,u.V, -3 135` Project: Subject: Originating Office: Job No: Sheet Name: ❑ Seattle ❑ Tacoma Date: _ Mme_ I,r"l'4I` : /1,9)2k-4 Z z t F� N C� ol�- y w4wC1,C., '(9z'�/w, 5- -z- -� q F 1 � &� "0' 1 L. ft,.r` IZ.GA 11, s' — U 55k -�� 04- .14 5�'Ls=- 0.(o -,) (Ob35) = 0.V83 's ' wPea Q NDU 2 C� Z.z), `� 0PI uco vowoitjo 11= u51NC' PULJ- ZCtI Seattle f 811 First Avenue, Suite 620 • Seattle, WA 98104 - tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 apCS Structural Solutions '6W LN 11-5' Z {' Project: Subject: Sheet Originating Office: ❑ Seattle ❑ Tacoma Mel.'— l=I'�k+'llh' = 13 -yGk -4 -- ►o�se�lfo,S�yf ,'IF, AA P, -z 1 '7, V � Ncv O T- Job No: Name: . Date: _ �—y V 1 Y'4 a✓ Y''1 z 0, �k fqpz -T—= _ � 30 �O 'CA Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 apCS Project: Subject: Sheet l� Job No: Name: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: Zl, _> WA-u, rop xzi'� SZ BS.zJk z c.= w'Vd(o)LIPPA' 6 W Mg -xvr H Cf-c') �,js�lzJz = 15� "k 1'`-6 )I$ _F z !01,92 - 05&-IV- V40 = 5e)o'+ 400 Z (21 r-AK,X r NZ Zi✓, 6' a� L ►� f = / p 2)1 z z lv, s zk ter o. V Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206. 292.5076 �� www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 �Xpcs Structural Solutions ag (EO) (pjsL17Z3 -cg5k �•2L� tl.by� 61' y' Project: Subject: Sheet Originating Office: ❑ Seattle 19,5' ❑ Tacoma Job No: Name: . Date: _ i� ( ialkd61,� �= 94,674 -&� X tOPA x wo•` sc6- G, c' C• Zc_ IY61rz v- 11' �.� z T= z"i'ri7*- ci- - �fl 10. IT, \}�v -4w/ z FL 5 3 Zib5 5 I�u 3C. W ` �� ` ?ssp I � Cw•+no� gam. c• e3V9f14 tit+ M� u�1w; IUp Y. I&S'X7L Z F _1- Seattle 811 First Avenue, Suite 620 - Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 IVSPEC RedSpecTm by RedBuiltT'" v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:50 AM Designer: tpp Comment: Design 0 Type: Roof -4' Cant 8'- 3.0" 20'- 4.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBUiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBujItTM, RedSpeCTM, Red -IT", Red- I45TM, Red- I65T", Red- I65TTM, Red- I907", Red- I90HTM, Red- I90HSTM, Red-LTM, Red -LTT" Red -WT", Red-STM, Red -MT", Red -HT", RedLamTm, FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 16" Red-145 TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 37% 898 2438 115% - All Loads PASS Positive Moment (ft -lb) 53% 3871 7348 115% - Even Members PASS Negative Moment (ft -lb) 40% -2944 7348 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 33% 0.337 1.031 L / 734 L/ 240 PASS Span Total 36% 0.496 1.374 L/ 499 L / 180 PASS Overhang Live (down) 43% 0.360 0.836 2L / 557 2L / 240 PASS Overhang Total (down) 30% 0.336 1.115 2L / 597 2L/ 180 PASS Overhang Live (up) -0.393 2L / 511 Overhang Total (up) -0.417 2L / 482 SUPPORTS Support i Support 2 Live Reaction, Critical (lb) (DOL %) 1005 (115) 508 (115) Dead Reaction (lb) 733 310 Total Reaction (lb) (DOL %) 1738 (115) 818 (115) Bearing Bottom Bottom Support Wall Beam Req'd Bearing, No Stiffeners (in) 3.50 1.75 Req'd Bearing, Stiffeners (in) - - SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 2/12 le 8'- 3.0" 20'- 4.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBUiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBujItTM, RedSpeCTM, Red -IT", Red- I45TM, Red- I65T", Red- I65TTM, Red- I907", Red- I90HTM, Red- I90HSTM, Red-LTM, Red -LTT" Red -WT", Red-STM, Red -MT", Red -HT", RedLamTm, FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. I dSPEC RedSpecT" by RedBuiltT'" v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:50 AM Designer: tpp Comment: Allow. IS Type: Roof -8' Cant SPANS AND LOADS Dimensions represent horizontal design spans. 8'- 3.0" 24'- 4.0" APPLICATION LOADS Member Slope: 2/12 IC Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT", RedSpeCTM, Red -IT", Red- I45T", Red- I657", Red- I65TT", Red- I90T", Red- I90HT", Red- I90HST", Red-LTM, Red -LT- Red -WT", Red -ST", Red -MT", Red -HT", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 16" Red -I45TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 43% 1045 2438 115% - All Loads PASS Positive Moment (ft -lb) 79% 5796 7348 115% - Even Members PASS Negative Moment (ft -lb) 40% -2944 7348 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 54% 0.670 1.233 L / 442 L/ 240 PASS Span Total 63% 1.034 1.645 L/ 286 L / 180 PASS Overhang Live (down) 49% 0.411 0.836 2L / 488 2L / 240 PASS Overhang Total (down) 20% 0.220 1.115 2L / 914 2L / 180 PASS Overhang Live (up) -0.673 2L / 298 Overhang Total (up) -0.865 2L / 232 SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 1091 (115) 608 (115) Dead Reaction (lb) 796 393 Total Reaction (lb) (DOL %) 1887 (115) 1001 (115) Bearing Bottom Bottom Support Wall Beam Req'd Bearing, No Stiffeners (in) 3.50 1.75 Req'd Bearing, Stiffeners (in) - SPANS AND LOADS Dimensions represent horizontal design spans. 8'- 3.0" 24'- 4.0" APPLICATION LOADS Member Slope: 2/12 IC Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltT", RedSpeCTM, Red -IT", Red- I45T", Red- I657", Red- I65TT", Red- I90T", Red- I90HT", Red- I90HST", Red-LTM, Red -LT- Red -WT", Red -ST", Red -MT", Red -HT", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. IVSPEC RedSpecTM by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:50 AM Designer: tpp Comment: Design a Type: Roof -12' Cant 12'- 3.0" APPLICATION LOADS e 20'- 6.0" Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Connect multiple ply members per RedBuiltT" Installation Guidelines. • Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecTM, Red -ITM, Red- I45TM, Red- I65TM, Red- I65TTM, Red- I90TM, Red- I90HTM, Red- I90HSTm. Red -LTM, Red -LTTM, Red -WTM, Red -STM, Red -MTM, Red -HTM, RedLamTM, FloorChoiceTM are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. DOUBLE 16" Red-145 T11 @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 22% 1075 4876 115% - All Loads PASS Positive Moment (ft -lb) 22% 3278 14697 115% - Even Members PASS Negative Moment (ft -lb) 44% -6490 14697 115% - All Loads PASS DEFLECTIONS (in) "/a Allow. Design Allow. Design Allow. Pass /Fail Span Live 17% 0.174 1.039 L / 999+ L/ 240 PASS Span Total 15% 0.203 1.386 L / 999+ L / 180 PASS Overhang Live (down) 52% 0.643 1.242 2L / 463 2L / 240 PASS Overhang Total (down) 54% 0.895 1.656 2L / 333 2L / 180 PASS Overhang Live (up) -0.299 2L / 997 Overhang Total (up) -0.048 2L / 999+ SUPPORTS Support i Support 2 Live Reaction, Critical (lb) (DOL %) 1308 (115) 513 (115) Dead Reaction (lb) 955 241 Total Reaction (lb) (DOL %) 2263 (115) 753 (115) Bearing Bottom Bottom Support Wall Beam Req'd Bearing, No Stiffeners (in) 3.50 1.75 Req'd Bearing, Stiffeners (in) - SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 2/12 ie 12'- 3.0" APPLICATION LOADS e 20'- 6.0" Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Connect multiple ply members per RedBuiltT" Installation Guidelines. • Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecTM, Red -ITM, Red- I45TM, Red- I65TM, Red- I65TTM, Red- I90TM, Red- I90HTM, Red- I90HSTm. Red -LTM, Red -LTTM, Red -WTM, Red -STM, Red -MTM, Red -HTM, RedLamTM, FloorChoiceTM are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. IVSPEC RedSpecTm by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:50 AM Designer: tpp Comment: Allow. 0 Type: Roof - drive thrU c A00py SPANS AND LOADS Dimensions represent horizontal design spans. 4' 3.0" 20'- 6.0" APPLICATION LOADS Member Slope: 2/12 R 7'- 10.0" Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24' Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations- Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec' ", Red -I' ", Red- I451", Red- I65T", Red- I65T'", Red- I90T", Red- I90H' ", Red- I90HSTM, Red-LTM, Red -LT'" Red-WTM, Red-STM, Red -M'", Red-HTM, RedLam'", FloorChoice'" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 16" Red-145 TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 36% -874 2438 115% - Adjacent Second Support PASS Positive Moment (ft -lb) 52% 3828 7348 115% - Even Members PASS Negative Moment (ft -lb) 36% -2654 7348 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 33% 0.348 1.039 L/ 717 L/ 240 PASS Span Total 36% 0.498 1.386 L/ 501 L / 180 PASS Overhang Live (down) 43% 0.341 0.794 2L / 560 2L / 240 PASS Overhang Total (down) 29% 0.310 1.059 2L / 614 2L / 180 PASS Overhang Live (up) -0.382 2L / 498 Overhang Total (up) -0.413 2L / 462 SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL %) 747 (115) 979 (115) Dead Reaction (lb) 491 699 Total Reaction (lb) (DOL%) 1238 (115) 1678 (115) Bearing Bottom Bottom Support Beam Beam Req'd Bearing, No Stiffeners (in) 3.50 3.50 Req'd Bearing, Stiffeners (in) - SPANS AND LOADS Dimensions represent horizontal design spans. 4' 3.0" 20'- 6.0" APPLICATION LOADS Member Slope: 2/12 R 7'- 10.0" Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24' Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations- Sloped length multiplier = 1.014. Bevel cut add = 2.67 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec' ", Red -I' ", Red- I451", Red- I65T", Red- I65T'", Red- I90T", Red- I90H' ", Red- I90HSTM, Red-LTM, Red -LT'" Red-WTM, Red-STM, Red -M'", Red-HTM, RedLam'", FloorChoice'" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. I dSPEC RedSpecTm by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:50 AM Designer: tpp Comment: Shear (lb) 2k Type: R - drive thr - 5orprr SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 2/12 it 20'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Wind(160 %) -27.7 10 0' -0.0" to 20' -6.0" Replaces Uplift NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Net uplift over 200 lb detected. • Sloped length multiplier = 1.014. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt— recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'"' associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -IT°', Red- I457", Red- I65TM, Red- I65TTM, Red- I90TM, Red-190H TM, Red- I90HSTM, Red-LTM, Red -LTT", Red_WTM, Red_STM, Red -MT°', Red -HT"', RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 11.875" Red-145 TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 13% 205 1606 90% - Dead Load PASS Positive Moment (ft -lb) 25% 1065 4216 90% - Dead Load PASS Negative Moment (ft -lb) 25% -1842 7496 160% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 73% -0.761 -1.039 L / 328 L / 240 PASS Span Total 35% -0.482 -1.386 L 1 518 L/ 180 PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL %) 0 0 Dead Reaction (lb) 208 208 Total Reaction (lb) (DOL %) 208 (90) 208 (90) Net Uplift Reaction (lb) (DOL %) -359(160) -359 (160) Bearing Bottom Bottom Support Beam Beam Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 2/12 it 20'- 6.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform psf Wind(160 %) -27.7 10 0' -0.0" to 20' -6.0" Replaces Uplift NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Net uplift over 200 lb detected. • Sloped length multiplier = 1.014. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt— recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'"' associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -IT°', Red- I457", Red- I65TM, Red- I65TTM, Red- I90TM, Red-190H TM, Red- I90HSTM, Red-LTM, Red -LTT", Red_WTM, Red_STM, Red -MT°', Red -HT"', RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. I dSPEC RedSpecTm by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Shear (lb) Type: Low Roof Grid E -F 15'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.001. Bevel cut add = 0.49 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -IT", Red- I45T", Red - I65T ", Red - I65T' ", Red- I90'", Red- I90HT", Red- I90HSTM, Red-LTM, Red -LTT", Red_WTM, Red_STM, Red -MT", Red -HT ", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 11.875" Red-145 TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 31% 645 2053 115% - All Loads PASS Positive Moment (ft -lb) 45% 2420 5388 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 27% 0.204 0.751 L / 883 L/ 240 PASS Span Total 35% 0.351 1.001 L/ 513 L / 180 PASS SUPPORTS Support 1 Support z Live Reaction, Critical (lb) (DOL %) 375 (115) 375 (115) Dead Reaction (lb) 270 270 Total Reaction (lb) (DOL %) 645 (115) 645 (115) Bearing Flush Bottom Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. Member Slope: 0.5/12 it 15'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.001. Bevel cut add = 0.49 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -IT", Red- I45T", Red - I65T ", Red - I65T' ", Red- I90'", Red- I90HT", Red- I90HSTM, Red-LTM, Red -LTT", Red_WTM, Red_STM, Red -MT", Red -HT ", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. IVSPEC RedSpecTm by RedBuiltT°° v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Allow. Type: Low Roof Grid 6 -9 SPANS AND LOADS Dimensions represent horizontal design spans. 28'- 8.0'• APPLICATION LOADS Member Slope: 0.5/12 it Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24'- Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.001. Bevel cut add = 0.58 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt—, RedSpeCTM, Red -IT", Red- I45T", Red- I65T ", Red- I657", Red- I90T ", Red- I901-11", Red- I90HSTm, Red-LTM, Red -LT'", Red-WTM, Red -ST", Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 14" Red -I90TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 42% 1232 2921 115% - All Loads PASS Positive Moment (ft -lb) 67% 8837 13144 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 63% 0.900 1.435 L/ 382 L / 240 PASS Span Total 81% 1.549 1.913 L/ 222 L / 180 PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL %) 717 (115) 717 (115) Dead Reaction (lb) 516 516 Total Reaction (lb) (DOL %) 1233 (115) 1233 (115) Bearing Flush Bottom Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 28'- 8.0'• APPLICATION LOADS Member Slope: 0.5/12 it Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24'- Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.001. Bevel cut add = 0.58 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt—, RedSpeCTM, Red -IT", Red- I45T", Red- I65T ", Red- I657", Red- I90T ", Red- I901-11", Red- I90HSTm, Red-LTM, Red -LT'", Red-WTM, Red -ST", Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. IVSPEC RedSpecTm by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Design 24 Type: Low Rf Grid 6 ShoRY SPANS AND LOADS Dimensions represent horizontal design spans. 20'- 6.0" APPLICATION LOADS Member Slope: 0.5/12 V Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.001. Bevel cut add = 0.58 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -IT", Red- I45T", Red- I65T", Red- I65TT", Red- I90T", Red- I90HT", Red- I90HSTM, Red-LTM, Red -LTT" Red_WTM, Red -ST", Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 14" Red-145 TM @ 24" o.c. This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 39% 881 2254 115% - All Loads PASS Positive Moment (ft -lb) 71% 4519 6406 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 45% 0.460 1.026 L/ 536 L / 240 PASS Span Total 58% 0.791 1.368 L/ 311 L/ 180 PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL%) 513 (115) 513 (115) Dead Reaction (lb) 369 369 Total Reaction (lb) (DOL %) 882 (115) 882 (115) Bearing Flush Bottom Support Wall Wall Req'd Bearing, No Stiffeners (in) 1.75 1.75 Req'd Bearing, Stiffeners (in) - HANGERS Model Top Face Member Header Size Left None Selected SPANS AND LOADS Dimensions represent horizontal design spans. 20'- 6.0" APPLICATION LOADS Member Slope: 0.5/12 V Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 24" Snow Roof Joist NOTES • Building code: IBC. Methodology: Allowable Stress Design • Birdsmouth and beveled plate conditions require additional consideration. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Sloped length multiplier = 1.001. Bevel cut add = 0.58 ". G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -IT", Red- I45T", Red- I65T", Red- I65TT", Red- I90T", Red- I90HT", Red- I90HSTM, Red-LTM, Red -LTT" Red_WTM, Red -ST", Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. I; dSPEC RedSpecTm by RedBuiltT"' v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Allow. DOL - Control 25 Type: Grid 4 -S GI Elm SPANS AND LOADS Dimensions represent horizontal design spans. 28' 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 18 0 Member Slope: 0/12 Tributary Member Type 1' -0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform plf Snow(115 %) 304 197 0' -0.0" to 28' -0.0" Replaces NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top edge. Lateral support required at bearings for bottom edge. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, PedSpeCTM, Red -IT", Red- 145TM, Red- I657", Red- I65TT", Red- I90T", Red- I90HT", Red- I90HST", Red-LTM, Red -LTT" Red-WTM, Red-STM, Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 6.75 x 16.5 GLB 24F -V4 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 29% 6667 22628 115% - All Loads PASS Positive Moment (ft -lb) 80% 51751 64501 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 66% 0.924 1.400 L/ 363 L/ 240 PASS Span Total 86% 1.606 1.867 L / 209 L / 180 PASS SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL %) 4256 (115) 4256 (115) Dead Reaction (lb) 3137 3137 Total Reaction (lb) (DOL %) 7393 (115) 7393 (115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing (in) 1.69 1.69 SPANS AND LOADS Dimensions represent horizontal design spans. 28' 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 18 0 Member Slope: 0/12 Tributary Member Type 1' -0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform plf Snow(115 %) 304 197 0' -0.0" to 28' -0.0" Replaces NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top edge. Lateral support required at bearings for bottom edge. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuiltT" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltT" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, PedSpeCTM, Red -IT", Red- 145TM, Red- I657", Red- I65TT", Red- I90T", Red- I90HT", Red- I90HST", Red-LTM, Red -LTT" Red-WTM, Red-STM, Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. I; dSPEC RedSpecTm by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Allow. DOL - Control M Type: Grid 4 -S GI Bm Ur A r SPANS AND LOADS Dimensions represent horizontal design spans. 28'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 18 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Uniform plf Snow(115 %) 304 197 0' -0.0" to 28' -0.0" NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. GA2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 Member Slope: 0/12 Tributary Member Type 1' -0.0" Snow Roof Beam Application Comment Replaces The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt`" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBujItTM, RedSpeCTM Red -IT", Red-145 TM Red -165T" Red- 165T TM, Red - I90TM. Red- I90H —, Red- I90HST" Red -LT"', Red-LT TM, Red -WT", Red -ST", Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 6.75 x 16.5 GLB 24F -V4 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 29% 6667 22628 115% - All Loads PASS Positive Moment (ft -lb) 80% 51751 64501 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 66% 0.924 1.400 L/ 363 L/ 240 PASS Span Total 86% 1.606 1.867 L / 209 L / 180 PASS SUPPORTS Support i Support 2 Live Reaction, Critical (lb) (DOL %) 4256 (115) 4256 (115) Dead Reaction (lb) 3137 3137 Total Reaction (lb) (DOL %) 7393 (115) 7393 (115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing (in) 1.69 1.69 SPANS AND LOADS Dimensions represent horizontal design spans. 28'- 0.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 18 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Uniform plf Snow(115 %) 304 197 0' -0.0" to 28' -0.0" NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. GA2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 Member Slope: 0/12 Tributary Member Type 1' -0.0" Snow Roof Beam Application Comment Replaces The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt`" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBujItTM, RedSpeCTM Red -IT", Red-145 TM Red -165T" Red- 165T TM, Red - I90TM. Red- I90H —, Red- I90HST" Red -LT"', Red-LT TM, Red -WT", Red -ST", Red -MT", Red-HTM, RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. IVSPEC RedSpecTm by RedBuiltT"' v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Allow. 2Z Type: Drive Thru Glula SPANS AND LOADS Dimensions represent horizontal design spans. 26'- 9.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 18 0 Member Slope: 0/12 12'• 3.0" Tributary Member Type 1' -0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Uniform plf Snow(115 %) 489 350 0' -0.0" to 39' -0.0" Replaces NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top edge. Lateral support required at bearings for bottom edge. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 Comment The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt— recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt- associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecT", Red -IT", Red- 145 TM. Red- I65TM, Red- 165T TM, Red - I90TM, Red -I90HT , Red- I90HSTm, Red-LTM, Red-LT TM, Red -WT", Red -ST", Red -MT", Red -HT", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 6.75 x 21 GLB 24F -V8 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 44% -12604 28799 115% - All Loads PASS Positive Moment (ft -lb) 63% 64369 102457 115% - Odd Members PASS Negative Moment (ft -lb) 64% -65536 102457 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 45% 0.601 1.338 L/ 534 L / 240 PASS Span Total 47% 0.835 1.783 L / 384 L/ 180 PASS Overhang Live (down) 81% 0.992 1.225 2L / 296 2L / 240 PASS Overhang Total (down) 66% 1.080 1.633 2L / 272 2L / 180 PASS Overhang Live (up) -0.880 2L / 334 Overhang Total (up) -0.800 2L / 367 SUPPORTS support 1 Support 2 Live Reaction, Critical (lb) (DOL %) 6540 (115) 13902 (115) Dead Reaction (lb) 4064 10930 Total Reaction (lb) (DOL %) 10604 (115) 24832 (115) Bearing Bottom Bottom Support Wall Beam Req'd Bearing (in) 2.42 5.66 SPANS AND LOADS Dimensions represent horizontal design spans. 26'- 9.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 18 0 Member Slope: 0/12 12'• 3.0" Tributary Member Type 1' -0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Uniform plf Snow(115 %) 489 350 0' -0.0" to 39' -0.0" Replaces NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top edge. Lateral support required at bearings for bottom edge. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 Comment The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt— recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt- associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpecT", Red -IT", Red- 145 TM. Red- I65TM, Red- 165T TM, Red - I90TM, Red -I90HT , Red- I90HSTm, Red-LTM, Red-LT TM, Red -WT", Red -ST", Red -MT", Red -HT", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. I dSPEC RedSpecT"^ by RedBuilt'" v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:49 AM Designer: tpp Comment: Allow. Type: Drive Thru GI UPLIFT SPANS AND LOADS Dimensions represent horizontal design spans. 2U'- 9.o° Member Slope: 0/12 12'- 3.a.. APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 1' -0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform plf Wind(160 %) -160 1 0' -0.0" to 39' -0.0" Replaces NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. • Net uplift (see reactions) requires additional connector consideration. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec'", Red -I'", Red- I45'", Red- I651", Red- I657", Red- I90'", Red- I90H'", Red- I90HS'", Red-LTM, Red -LT' ", Red_WTMr Red -S'", Red -M'", Red-HTM, RedLam'", FloorChoice'" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 6.75 x 13.5 GLB 24F -V8 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 8% 2060 25758 160% - All Loads PASS Positive Moment (ft -lb) 17% 10268 60368 160% - All Loads PASS Negative Moment (ft -lb) 22% -13125 60368 160% - Odd Members PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 55% -0.740 -1.338 L / 434 L/ 240 PASS Span Total 39% -0.687 -1.783 L / 467 L/ 180 PASS Overhang Live (down) 89% 1.084 1.225 2L / 271 2L / 240 PASS Overhang Total (down) 68% 1.104 1.633 2L / 266 2L / 180 PASS Overhang Live (up) -1.222 2L / 241 Overhang Total (up) -1.221 2L / 241 SUPPORTS Support 1 Support z Live Reaction, Critical (lb) (DOL %) 449 (160) 0 Dead Reaction (lb) 245 658 Total Reaction (lb) (DOL %) 693 (160) 658 (90) Net Uplift Reaction (lb) (DOL %) -1895(160) -3891 (160) Bearing Bottom Bottom Support Wall Beam Req'd Bearing (in) 1.50 3.00 SPANS AND LOADS Dimensions represent horizontal design spans. 2U'- 9.o° Member Slope: 0/12 12'- 3.a.. APPLICATION LOADS Type Units DOL Live Dead Partition Tributary Member Type Uniform psf Snow(115 %) 25 18 0 1' -0.0" Snow Roof Beam ADDITIONAL LOADS Type Units DOL Live Dead Location from left Application Comment Uniform plf Wind(160 %) -160 1 0' -0.0" to 39' -0.0" Replaces NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. • Net uplift (see reactions) requires additional connector consideration. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpec'", Red -I'", Red- I45'", Red- I651", Red- I657", Red- I90'", Red- I90H'", Red- I90HS'", Red-LTM, Red -LT' ", Red_WTMr Red -S'", Red -M'", Red-HTM, RedLam'", FloorChoice'" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. IVSPEC RedSpecTm by RedBuiltTM v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:48 AM Designer: tpp Comment: % Allow. zI Type: Canopy GI Sm SPANS AND LOADS Dimensions represent horizontal design spans. 9'- 3.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 10 12 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Uniform plf Snow(115 %) 100 60 10' -3.0" to 16' -9.0" NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. • Net uplift (see reactions) requires additional connector consideration. • Sloped length multiplier = 1.000. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 7. 6 -0" Tributary 1' -0.0" Application Replaces Member Slope: 0.25/12 IC Member Type Snow Roof Beam Comment The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -ITM, Red- I45TM, Red- I65TM, Red- I65TTM, Red- I907", Red- I90HT", Red- I90HSTM, Red -LT ", Red -LTT", Red -Wt°', Red_STM, Red -MTm, Red -HT°', RedLamT ", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. 3.125 x 9 GLB 24F -V8 DF This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 19% 1092 5714 115% - All Loads PASS Positive Moment (ft -lb) 0% 0 0 PASS Negative Moment (ft -lb) 50% -4624 9213 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 17% -0.077 -0.463 L / 999+ L / 240 PASS Span Total 19% -0.119 -0.617 L / 930 L/ 180 PASS Overhang Live (down) 70% 0.523 0.750 2L / 344 2L / 240 PASS Overhang Total (down) 85% 0.850 1.000 2L / 212 2L / 180 PASS Overhang Live (up) -0.013 2L / 999+ Overhang Total (up) 0.000 2L / 999+ SUPPORTS Support 1 Support 2 Live Reaction, Critical (lb) (DOL %) 0 1005 (115) Live Reaction, Max. (lb) (DOL%) 46 (115) 1005 (115) Dead Reaction (lb) -114 741 Total Reaction (lb) (DOL %) 0 1747 (115) Net Uplift Reaction (lb) (DOL %) -413 (115) Bearing Bottom Bottom Support Wall Beam Req'd Bearing (in) 1.50 3.00 SPANS AND LOADS Dimensions represent horizontal design spans. 9'- 3.0" APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 10 12 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Uniform plf Snow(115 %) 100 60 10' -3.0" to 16' -9.0" NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Lateral support required at bearings for top edge and bottom edge. • Net uplift (see reactions) requires additional connector consideration. • Sloped length multiplier = 1.000. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 7. 6 -0" Tributary 1' -0.0" Application Replaces Member Slope: 0.25/12 IC Member Type Snow Roof Beam Comment The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuiltTM, RedSpeCTM, Red -ITM, Red- I45TM, Red- I65TM, Red- I65TTM, Red- I907", Red- I90HT", Red- I90HSTM, Red -LT ", Red -LTT", Red -Wt°', Red_STM, Red -MTm, Red -HT°', RedLamT ", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. SIZE 4x6 4x8 4X10 4x12 4x14 51ZE 6x6 6x8 6x10 6x12 6x14 DOUG -FIR LARCH #2 Project: OIq Fed 5avina5 2651 Job Number: 14 -358 MZ _ Sheet: 3C) 5434 Name: t Structural Solutions Originating Office: 21 Tacoma ❑ seame Date: 06/09/14 ROOF BEAM5 2012 N05/2012 151 - Doug -Fir #2 Fb = 900 psi Cr = 1.15 repetetive or Hem -Fir #1 F„ = 150 psi Op = 1.15 SNOW BUILT - A ]REAMS E = 1.50E+06 psi OF = (varies) size Vallow = A'F„•Cv/1.5 Vapplied = VARIE5 # Mallow = S ;Fb *C -V*CF i" lapplied = VARIE5 ft - # 2x6'5 2x6 (2) 2x6 (B) 2x6 W 2x6 A (i n ); 8.25 Vallow ( #) 949 1898 2846 3195 5 (in5)= 136 Mallow (ft-#) 848 1696 2925 3901 I (in 4)= 20.80 OF = 1.3 2x8'5 2x8 (2) 2x8 (3) 2x8 (4) 2X8 A (m')° 10.88 Vallow ( #) 1251 2501 3152 5003 5 (in5)= 13.14 Mal,o,,, (ft - #) 1360 2120 4692 6256 I (in 4)= 4-7.63 OF = 1.2 2x10'5 2x10 (2) 2x10 (3) 2x10 (4) 2x10 A (in )= 13.88 Vallow ( #) 15% 3191 4181 6383 5 (in5)= 21.39 Mallow (ft - #) 2029 4059 1002 9335 1 (in4)= 98.93 CF 2x12'5 2x12 (2) 2x12 (3) 2x12 (4) 2x12 A (in )= 16.88 Vallow ( #) 1941 3881 5822 1163 5 (in5)= 31.64 Mallow (ft - #) 2129 5458 9415 12553 1 (in 4)= 111.98 CF = 1.0 Fb (psi) F„ (psi) FL, (psi) F„ (psi) 900 180 915 150 SIZE 4x6 4x8 4X10 4x12 4x14 51ZE 6x6 6x8 6x10 6x12 6x14 DOUG -FIR LARCH #2 Mallow (ft-#) Vallow ( #) 1919 2651 3438 3502 5166 4468 1005 5434 8832 6400 FL, (psi) F„ (psi) 1350 110 DOUG -FIR LARCH #1 Mallow (ft-#) Vallow ( #) 3588 3943 6611 5316 10103 6810 15680 8244 21338 9611 GF 1.30 1.30 1.20 1.10 1.00 OF 1.00 1.00 1.00 1.00 0.981 HEM -FIR #1 Mallow (ft - #) Vallow ( #) 2144 2214 3124 2919 55% 3124 1588 4529 95(08 5334 I (in4) 49 111 231 415 619 I (in 4) 16 193 393 691 1128 ,aders - IBC2012 - Revised 09/26/2012 14358 IBC12BeamsHeaders.xls(R00F) �Xpcs Structural Solutions ` - H �►��2 t=_ q' d 411,b= 2Zl REAM 2 Project: Subject: Originating Office: 53,0, l� Toh No: Sheet 31 Name:. ❑ Seattle ❑ Tacoma Date: _ Z ���jgZ,14- SZZ NAF-,IJ SST LANIZS /1fi yWi��pRN� �3_� '� tP ►'v{�w= Z C)Zx'` -5-� OiZ VArI,L Z, tiuCp�-`L� DL ` '�"V ,'3Z , y I� wt�I L= ►,r'x�p�yg 1J 0f Zbs�p 6E Z. T� cox Ip C-LKY r C 2-0-34 -C POZ ` (D _7ZP5L' Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.cdm Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 apCS Project: Subject: Sheet n Job No: Name: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: TiDR 11�' C�RtI� g wok ,.b,7z, p� R oe� r< 2S f 5A- p 5 L= p zc)zp v- s�= rod- -w �R�AUc,� hut% �z3�xez z Cox 10 NF"64, Ae,= za"r- w =- z►p-_"; k O,(p - /L'&pr. 2, V- 5' Z 1/3p1� u -7.�,� fz4 Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 'YN-yyi I,F�f -2, rZ V1 r tAJSL� u'WA-w �s'� r -/- I Y jsap I l�l =)s 5 Sz * -J�4 G2 �s�►Z� -�.l- Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Project: Job No: apCS Subject: 2 Sheet 53 Name: Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: 'YN-yyi I,F�f -2, rZ V1 r tAJSL� u'WA-w �s'� r -/- I Y jsap I l�l =)s 5 Sz * -J�4 G2 �s�►Z� -�.l- Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 IVSPEC RedSpecTm by RedBuiltT"' v7.0.18 Project: Project Location: Yelm Folder: Folder Date: 7/2/14 11:50 AM Designer: tpp Comment: Shear (lb) 3A Type: Vault Header SPANS AND LOADS Dimensions represent horizontal design spans. APPLICATION LOADS Type Units DOL Live Dead 5.125 x 9 GLB 24F -V4 DF 0 This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (lb) 52% 4894 9371 115% - All Loads PASS Positive Moment (ft -lb) 98% 15582 15912 115% - All Loads PASS DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 54% 0.295 0.550 L / 447 L/ 240 PASS Span Total 83% 0.606 0.733 L/ 218 L/ 180 PASS SUPPORTS Support i Support 2 Live Reaction, Critical (lb) (DOL %) 2761 (115) 2761 (115) Dead Reaction (lb) 2905 2905 Total Reaction (lb) (DOL%) 5666 (115) 5666 (115) Bearing Bottom Bottom Support Wall Wall Req'd Bearing (in) 1.70 1.70 SPANS AND LOADS Dimensions represent horizontal design spans. APPLICATION LOADS Type Units DOL Live Dead Partition Uniform psf Snow(115 %) 25 15 0 ADDITIONAL LOADS Type Units DOL Live Dead Location from left Uniform plf Snow(115 %) 502 517 0' -0.0" to 11' -0.0" NOTES • Building code: IBC. Methodology: Allowable Stress Design • No repetitive member increase applied in design. • Support bearing length requirements must be checked separately. • Continuous lateral support required at top and bottom edge. G: \2014 Jobs \14358 Oly Fed Credit Union Yelm Branch \Calcs \Oly Fed RedBuilt Calcs.red Page 1 of 1 Member Slope: 0/12 Tributary Member Type 1' -0.0" Snow Roof Beam Application Comment Replaces The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuiltTM associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. RedBuilt'", RedSpeCTM, Red -IT", Red- 145 T", Red- I65T", Red- 165T T", Red- 190T", Red- I90HT", Red- I90HSTm, Red -LT", Red -LTT", Red -WT", Red -ST", Red -MT", Red -HT", RedLamT", FloorChoiceT" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 -2012 RedBuilt LLC. All rights reserved. Project: � � Job No: I ME �Zpcs Subject: S3iee1 J� Name:.. AV Structural Solutions Originating Office: ❑ Seattle Tacoma Date: A7wA Wf U, %Wfj b L =7 R.;o F= Z w zor,� _'(OP 10az t5`xlops = Itgpl� M v (("') z x )b VJ/ (7,) :3rhoo -5�roai' *-,v . 4.1i': %jr. VN$QC A1.,L Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 WWW.Pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project Descr: Project ID: 310 Printed: 2 JUL 2014,11:42AM File = g:12014 Jobs114358 Oly Fed Credit Union Yelm 8rancMCatc31enerca1c.ec6 ENERCALC, INC. 1983-2014, Build:6.14.128. Ver.6.14.1.28 Description : ATM Wall Header- X -X 0.5161 Maximum Shear Stress Ratio Section used for this span 6 -2x10 CODE REFERENCES fb : Actual = 511.21 psi fv : Actual Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7 -10 990.00psi Fv: Allowable Load Combination Load Combination Set: ASCE 7 -10 Load Combination Location of maximum on span = 6.750ft Material Properties Span # where maximum occurs = Span # 1 Span # where maximum occurs Analysis Method: Allowable Stress Design Fb - Tension 900 psi E: Modulus of Elasticity Load Combination ASCE 7 -10 Fb - Compr 900 psi Ebend- xx 1600ksi 0 <360 Fc - Pril 1350 psi Eminbend - xx 580ksi Wood Species Douglas Fir - Larch Fc - Perp 625 psi 404.70 Wood Grade No.2 Fv 180 psi 1 0.409 Ft 575 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral- torsion buckling 1.00 1.00 1.00 a 0.1 S 5 fl.o5 1 0.006 r r ■ 1.100 ■ ■ -N 6 -2x10 1.00 1.00 Span = 13 50 ft Applied Loads Uniform Load : D = 0.190, S = 0.050 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.5161 Maximum Shear Stress Ratio Section used for this span 6 -2x10 Section used for this span fb : Actual = 511.21 psi fv : Actual FIB: Allowable = 990.00psi Fv: Allowable Load Combination +D +S+H Load Combination Location of maximum on span = 6.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection C FN C i Max Downward L +Lr +S Deflection 0.040 in Ratio= 4093 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.190 in Ratio = 852 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces Er Stresses for Load Combinations Shear Values M fb Load Combination V Max Stress Ratios Fv 0.00 0.00 0.00 0.00 Segment Length Span # M V C d C FN C i Cr C m C t C L +D+H 0.00 0.00 0.00 0.00 4.33 404.70 990.00 1.14 Length = 13.451 ft 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+L+H 1.14 20.58 180.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D +S+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.516 0.144 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.008 0.144 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.144 : 1 6 -2x10 25.99 psi 180.00 psi +D +S+H 0.000 ft Span # 1 Moment Values Shear Values M fb Fb V fv Fv 0.00 0.00 0.00 0.00 4.33 404.70 990.00 1.14 20.58 180.00 0.06 5.89 990.00 1.14 20.58 180.00 0.00 0.00 0.00 0.00 4.33 404.70 990.00 1.14 20.58 180.00 0.06 5.89 990.00 1.14 20.58 180.00 0.00 0.00 0.00 0.00 4.33 404.70 990.00 1.14 20.58 180.00 0.06 589 990.00 1.14 20.58 180.00 0.00 0.00 0.00 0.00 5.47 511.21 990.00 1.44 25.99 180.00 0.08 7.44 990.00 1.44 25.99 180.00 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Engineer: Project Descr: Project ID: 31 Printed: 2 JUL 2©14,11:42AM Re = 02014 Jotut14358 % Fed Credit Union Yelm 9rancMCaIrMenercalc.ec6 ENERCALC, INC. 19D2014. Build:6.14.1.28, Ver.6.14.1.28 Description : ATM Wall Header - X -X Support 1 Support 2 Overall MAXimum 1.620 1.620 Overall MINimum 0.338 0.338 Load Combination 1.283 Max Stress Ratios 0.338 0.338 D +S 1.620 1.620 Segment Length Span # M V C d C FN C i Cr C m C t CL +D+0.750Lr+0.750L+H 990.00 1.37 24.64 180.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 It 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 180.00 0.06 5.89 990.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.489 0.137 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.007 0.137 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 990.00 137 24.64 180.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.00 2.60 242.82 990.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.75OL-+0.450W+H Max. " +' Defl Location in 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.409 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.006 0.114 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.489 0.137 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.007 0.137 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.489 0.137 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.007 0.137 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.245 0.069 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.004 0.069 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.245 0.069 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.004 0.069 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max.'-* Defl Location in Span Load Combination D +S 1 0.1900 6.799 Var4iral I7nmr4inne _ I Infor4nrari SUDDort notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.620 1.620 Overall MINimum 0.338 0.338 D Only 1.283 1.283 S Only 0.338 0.338 D +S 1.620 1.620 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0.00 0.00 4.33 404.70 990.00 1.14 20.58 180.00 0.06 5.89 990.00 1.14 20.58 180.00 0.00 0.00 0.00 0.00 5.18 484.58 990.00 1.37 24.64 180.00 0.08 7.05 990.00 1.37 24.64 180.00 0.00 000 0.00 0.00 433 404.70 990.00 114 20.58 180.00 0.06 5.89 990.00 1.14 20.58 180.00 0.00 000 0.00 0.00 4.33 404.70 990.00 114 20.58 180.00 0.06 5.89 990.00 114 20.58 180.00 0.00 000 0.00 0.00 4.33 404.70 990.00 114 20.58 180.00 0.06 5.89 990.00 114 20.58 180.00 0.00 0.00 0.00 0.00 5.18 484.58 990.00 137 24.64 180.00 0.08 7.05 990.00 1.37 24.64 180.00 0.00 000 0.00 0.00 5.18 484.58 990.00 137 24.64 180.00 0.08 7.05 990.00 137 24.64 180.00 0.00 0.00 0.00 0.00 2.60 242.82 990.00 0.69 12.35 180.00 0.04 3.53 990.00 0.69 12.35 180.00 0.00 0.00 0.00 0.00 2.60 24282 990.00 069 12.35 180.00 0.04 3.53 990.00 069 12.35 180.00 Max. " +' Defl Location in Span 0.0000 0.000 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Description : ATM Wall Header - Y -Y CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7 -10 Load Combination Set: ASCE 7 -10 Material Properties Project Title: Engineer: Project Descr: Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7 -10 Fb - Compr Fc - PHI Wood Species ; Douglas Fir - Larch FV - Perp Wood Grade : No.2 Ft Beam Bracing Beam is Fully Braced against lateral- torsion buckling T ■ Applied Loads Uniform Load : W = 0.130, Tributary Width =1.0 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 Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection �NfO 131 r 6 -2x10 Span = 13 50 ft Project ID: 38 Printed: 2 JUL 2014,11:42AM File = gA2014 Jobs114358 Oly Fed Credit Union Yelm BranchlCalcslenercalc.ec6 ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 900.0 psi E: Modulus of Elasticity 900.0 psi Ebend- xx 1,600.0 ksi 1,350.0 psi Eminbend - xx 580.0 ksi 625.0 psi 8.45 psi 180.0 psi Fv : Allowable = 575.0 psi Density 32.210pcf ■ r Service loads entered. Load Factors will be applied for calculations. 0.1681 Maximum Shear Stress Ratio = 0.047 :1 6 -2x10 Section used for this span 6 -2x10 166.14psi fv : Actual 8.45 psi 990.00psi Fv : Allowable = 180.00 psi +D+0.60W+H Load Combination +D+0.60W+H 6.750ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.000 in Ratio= 0 <360 1.00 0.000 in Ratio= 0 <360 1 0.103 in Ratio= 1574 +D+Lr+H 0.000 in Ratio = 0 <180 1.100 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Max Stress Ratios Span # M V C d C FN +D+H Moment Values Shear Values Length = 13.451 ft 1 1.00 1.100 Length = 0.04927 ft 1 1.00 1.100 +D+L+H 1.100 Length = 13.451 ft 1 1.00 1.100 Length = 0.04927 ft 1 1.00 1.100 +D+Lr+H 1.00 1.00 1.100 Length = 13.451 ft 1 1.00 1.100 Length = 0.04927 ft 1 1.00 1.100 +D +S+H 000 0.00 1.100 Length = 13.451 ft 1 1.00 1.100 Length = 0.04927 ft 1 1.00 1.100 Moment Values Shear Values C I C r C m C t C L M fb Fb V fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 990.00 000 0.00 180.00 1.00 1.00 1.00 1.00 1.00 990.00 000 0.00 180.00 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 1.00 1.00 1.00 1.00 1,00 990.00 0.00 0.00 180.00 1.00 1.00 1.00 1.00 1.00 990.00 000 0.00 180.00 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 1.00 1.00 1.00 1.00 1.00 990.00 000 0.00 180.00 1.00 1.00 1.00 1.00 1.00 990.00 000 0.00 180.00 1.00 1.00 1.00 1.00 1.00 0.00 000 0.00 0.00 1.00 1.00 1.00 1.00 1.00 990.00 000 0.00 180.00 1.00 1.00 1.00 1.00 1.00 990.00 0.00 0.00 180.00 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: ?-� using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. f itle Block Line 6 Printed: 2 JUL 2014,11:42AM Wood Beam File = g:12014 Jobs114358 Oly Fed Credit Union Yelm Branch\Calcslenercalc.ec6 ENERCALC, INC. 19n2014, Build:6.14.1.28, Ver.6.14.1.28 KW-06002327 Licensee., PCS STRUCTURAL SOIL • Description - ATM Wall Header - Y -Y fb F'b V fv F'v Load Combination 0.00 Max Stress Ratios 0.00 990.00 0.00 0.00 180.00 Segment Length Span # M V C d C FN C i Cr Cm C t C L_ +D+0.750Lr+0.750L+H 0.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 990.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 180.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.00 100 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 180.00 0.02 1.81 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.168 0.047 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.002 0.047 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 990.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 180.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.126 0.035 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.002 0.035 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.126 0.035 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.002 0.035 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.168 0.047 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 0.002 0.047 1.00 1.100 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Length = 0.04927 ft 1 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " - -" Defl Location in Span Load Combination W Only 1 0.1029 6.799 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.878 0.878 Overall MINimum 0.878 0.878 W Only 0.878 0.878 Moment Values Shear Values M fb F'b V fv F'v 0.00 0.00 0,00 0.00 990.00 0.00 0.00 180.00 990.00 0.00 0.00 180.00 0.00 000 0.00 0.00 990.00 0.00 0.00 180.00 990.00 0.00 0.00 180.00 0.00 0.00 0.00 0.00 1.78 166.14 990.00 0.47 8.45 180.00 0.03 2.42 990.00 047 8.45 180.00 0.00 0.00 0.00 0.00 990.00 0.00 0.00 180.00 990.00 000 000 180.00 0.00 0.00 0.00 0.00 1.33 124.61 990.00 0.35 634 180.00 0.02 1.81 990.00 0.35 634 180.00 0.00 0.00 0.00 0.00 1.33 124.61 990.00 0.35 6.34 180.00 0.02 1.81 990.00 0.35 6.34 180.00 0.00 0.00 0.00 0.00 990.00 0.00 0.00 180.00 990.00 0.00 0.00 180.00 0.00 0.00 0.00 0.00 1.78 166.14 990.00 0.47 8.45 180.00 0.03 2.42 990.00 0.47 8.45 180.00 0.00 0.00 0.00 0.00 990.00 0.00 0.00 180.00 990.00 0.00 0.00 180.00 Max. " +" Defl Location in Span 0.0000 0.000 Values in KIPS American Institute of Timber Construction q b Glued Laminated Timber Columns with Eccentric End Loads* Combination 2** (DF 1-2) Duration of Load (CD) = 1.15 Lamination Thickness = 1 -1/2 in. Dry Conditions Of Use Width (in) 3 1/8 3 1/8 5 1/8 5 1/8 5 1/8 6 3/4 6 3/4 6 3/4 8 3/4 Width (in) Depth (in) 4 1/2 6 4 1/2 6 7 1/2 6 7 1/2 9 9 Depth (in) Length (ft) Column Capacity (lb) Length (ft) 4 12330 17910 23180 35430 45620 46960 60750 74100 96560 4 5 10150 14350 21190 33240 42530 44320 58480 71990 94150 5 6 8200 11420 18920 30610 38390 41260 55750 68910 91250 6 7 6670 9200 16560 27180 33970 37860 52610 64360 87900 7 8 5490 7540 14330 23740 29680 34290 49080 59390 84130 8 9 4580 6270 12400 20670 25840 30750 45160 54190 80010 9 10 3880 5290 10770 18040 22550 27450 40870 49040 75580 10 11 3320 4520 9410 15820 19780 24500 36840 44210 70930 11 12 2870 3900 8280 13960 17450 21920 33190 39830 66170 12 13 2510 3400 7330 12380 15480 19680 29950 35940 61460 13 14 -- -- 6530 11050 13810 17740 27100 32520 56940 14 15 -- 5840 9920 12390 16050 24600 29510 52710 15 16 -- 5260 8940 11180 14570 22400 26880 48800 16 17 -- 4760 8100 10120 13290 20470 24560 45220 17 18 -- 4330 7370 9210 12160 18760 22520 41930 18 19 -- -- 6730 8410 11160 17250 20710 38920 19 20 -- -- 6170 7720 10280 15910 19100 36200 20 21 -- -- 5680 7100 9490 14720 17660 33730 21 22 - -- -- -- -- 8790 13650 16370 31490 22 23 - -- -- -- - 8170 12690 15210 29420 23 24 -- -- -- 7600 11830 14170 27550 24 25 -- -- -- - 7100 11050 13230 25840 25 26 -- -- -- -- 10340 12370 24280 26 27 -- -- -- - -- 9690 11600 22860 27 28 -- -- -- - -- 9100 10900 21550 28 29 - -- -- -- - -- -- -- 20350 29 30 - -- -- -- - -- 19250 30 31 -- -- -- - -- 18230 31 32 -- -- -- - -- 17290 32 33 - -- -- -- - -- 16420 33 34 - -- -- 15610 34 35 -- -- -- -- - 14860 35 36 - -- -- -- -- -- - 14160 36 Table Specifications: The tabulated capacities are for glued laminated timber columns of constant cross section under dry conditions of use. Capacities have been rounded to nearest 10 lb. Columns are limited to a maximum effective length /least dimension (Idd) of 50. End Conditions: Capacities are based on column ends being supported to prevent translation. The effective buckling length factor used is Ke = 1.00. • Eccentricity: End loads are limited to a maximum eccentricity of 1/6 of either cross sectional dimension. "* Design Properties: AITC 117 -93 Design Fc = 1900 psi for 4 or more lams, 1600 psi for 3 lams. E= 1.7x106psi Fby = 1800 psi for 4 or more lams, 1600 psi for 3 lams. Fbx = 1700 psi. While these capacity tables have been prepared in accordance with recognized engineering principles and are based on the most accurate and reliable technical data available, these tables should not be used or relied upon for any general or specific application without competent professional examination and verification of their accuracy, suitability, and applicability by a licensed professional engineer, designer, or architect. AITC MAKES NO REPRESENTATION OR WARRANTY, EXPRESSED OR IMPLIED, THAT THE INFORMATION CONTAINED HEREIN IS SUITABLE FOR ANY GENERAL OR SPECIFIC USE OR IS FREE FROM INFRINGEMENT OF ANY PATENT OR COPYRIGHT. ANY USER OF THIS INFORMATION ASSUMES ALL RISK AND LIABILITY ARISING FROM SUCH USE. TABLE 2 DESIGN VALUES FOR STRUCTURAL GLUED - LAMINATED SOFTWOOD TIMBER STRESSED PRIMARILY IN AXIAL TENSION OR COMPRESSION0,2,31 Bending About Axially Loaded Bending About Y-Y Axis X -X Axis Fasteners Loaded Perpdendicular Speck ravity Loaded Parallel to to Wide Faces of `' for r Wide Faces of Laminations Laminations Dowel - Tension Compression Shear Shear Type Parallel Parallel Parallel Parallel Fastener to Grain to Grain Bending to Grain Bending to Grain Design Compression 2 or 4 or 4 or See 2 Lams Modulus of Perpendicular More More 2 or 3 More 3 2 Notes to 15 in. See Elasticity to Grain Lams Lams Lams Lams Lams Lams 5 and 6 Deept'I Note B Comb. EM Fr F, F, Fc F, F, Fe,, F,,,, Fs, F,,, SG Symbol Species Grade 106 psi psi psi psi psi psi _ psi psi psi psi psi 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 Western Species EWS 1 DF L3 1.5 560 900 1550 1200 1450 1250 1000 230 1250 265 0.50 EWS 2 DF L2 1.6 560 1250 1950 1600 1800 1600 1300 230 1700 265 0.50 EWS 3 DF L2D 1.9 650 1450 2300 1850 2100 1850 1550 230 2000 265 0.50 EWS 5 DF Ll 2.0 650 1600 2400 2100 2400 2100 1800 230 2200 265 0.50 EWS 22(9) SW L3 1.0 315 525 850 675 800 700 550 170 725 195 0.35 EWS 69 AYC L3 1.2 470 725 1150 1100 1100 975 775 230 1000 265 0.46 EWS 70 AYC L2 1.3 470 975 1450 1450 1400 1250 1000 230 1350 265 0.46 EWS 71 AYC LID 1.6 560 1250 1900 1900 1850 1650 1400 230 1700 265 0.46 EWS ES 11 ES C4 1.5 450 975 1550 1350 1750 1600 1400 175 1350 200 0.41 EWS ES 12 ES 1.9E6 1.8 560 1600 2300 1700 2400 2400 2300 175 1950 200 0.41 EWS POC 1 POC Ll 1.8 560 1350 2300 2000 1950 1750 1500 230 1850 265 0.45 EWS POC 2 POC L2 1.5 375 1050 1900 1550 1500 1300 1100 230 1400 265 0.45 Southern Pine EWS 47 SP N2M14 1.4 650 1200 1900 1150 1750 1550 1300 260 1400 300 0.55 EWS 48 SP N2D14 1.7 740 1400 2200 1350 2000 1800 1500 260 1600 300 0.55 EWS49 SP N1M16 1.7 650 1350 2100 1450 1950 1750 1500 260 1800 300 0.55 EWS50 SP N1D14 1.9 740 1550 2300 1700 2300 2100 1750 260 2100 300 0.55 Wet -use factors 0.833 0.53 0.8 0.73 0.73 0.8 0.8 0.8 0.875 0.8 0.875 See NDS Footnotes: (1) The tabulated design values are for dry conditions of use. For wet conditions of use, multiply the tabulated values by the factors shown at the end of the table. (2) The tabulated design values are for normal duration of loading. For other durations of loading, see applicable building code. (3) The symbols used for species are AYC = Alaska yellow cedar, DF = Douglas fir - larch, ES = Eastern spruce, POC = Port Orford cedar, SP = Southern pine, and SW = Softwood species. (4) For beam stability and column stability calculations, Emi, shall be determined by multiplying the tabulated modulus of elasticity by 0.518. (5) The tabulated Fn, values are for members of 4 or more lams. The tabulated Fn, values shall be multiplied by a factor of 0.95 for 3 lams and 0.84 for 2 lams. (6) For members with 5, 7, or 9 lams manufactured from multiple -piece lams with unbonded edge joints, the tabulated FW values shall be multiplied by a factor of 0.4. For all other members manufactured from multiple -piece lams with unbonded edge joints, the tabulated Fn, values shall be multiplied by a factor of 0.5. This adjustment shall be cumulative with the adjustment given in Footnote No. 4. (7) The tabulated F. values are for members without special tension lams up to 15 inches in depth. If the member depth is greater than 15 inches without special tension lams, the tabulated F. values shall be multiplied by a factor of 0.88. If special tension lams are used, the tabulated Fb, values are permitted to be increased by a factor of 1.18 regardless of the member depth. (8) For non - prismatic members, notched members, members subject to impact or cyclic loading, or shear design of bending members at connections (NDS 3.4.3.3), the tabulated F_ values shall be multiplied by 0.72. (9) When Western Cedars, Western Cedars (North), Western Woods, and Redwood (open groin) are used in combinations for Softwood Species (SW), the design values for modulus of elasticity (E, and Er} shall be reduced by 100,000 psi. When Coast Sitko Spruce, Coast Species, Western White Pine, and Eastern White Pine are used in com- binofrons for Softwood Species (SW), design values for shear parallel to grain (F� and P ] shall be reduced by 10 psi before applying any adjustments. 9 0 2008 APA - The Engineered Wood Associalion Project:. Job No: PUS Subject: Sheet Z Name:. Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: Z`lF'V� p, 0, G . 7A OD 70 WbOrLOM-7 1,95 +t, d6 r0Z 1.43 Klol�f�; Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Project: Job No: mMFCS Subject: Sheet 4.1 Name: Structural Solutions Originating Office: ❑ Seattle MI Tacoma Date:. TDRW5- � HQV COL kL = Z r' Me, 'z n.51.>Lj Zz.07k -G+ Ns� Sit -�`�fj vQ HAS C�- (ox��(O sz zl 4 23ZIA Seattle 1811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 �Zpcs Project: Subject: Sheet 41 ` Job No: Name:. Structural Solutions Originating Office: ❑ Seattle ❑ Tacoma Date: - W WINN UP U r- r VV v `IfNRU 17V 11l1�{] (�=� w <4 GL 2 FWvj �a�rL 3 - I,SZ d C37G69 u-a V4 U_� U t of, �'w k vexV_ p 19, 43 C), Cab 1- 0, (0 VA) -2 u P Ps C � ) u �-T, Seattle 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs- structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 apCS Structural Solutions Project: Subject: Originating Office: ❑ Seattle Tnh Nn- Sheet A Name:. ❑ Tacoma Date: _ ff 1T Ae= 37'o-3Z' a 3 'z 3 WIMD ° �11p4�C � p'o„�UYI.t( kDJAc,¢�T Tv 6(,D�G� b+ 0,(W 13'6ps-� S µ4f2 17r'-'5J('M Fc-ta I -4 f,�-q lug uPt-IFr RFC- ortonl� PAR �5 r � �1c0* [Uea S -Fs?Z' h`' CAL u� vv-) < P.F-n i4p6,-- c A{ > C)IAM Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Em Structural Solutions Project: Oly Fed Savings Job Number: 14 -355 Sheet: Li V of Name: tpp Originating Office: ❑� Tacoma ❑ Seattle Date: 06109114 STUD 1NALL DE516N - Typ Grid G/E Jamb Fc HEIGHT = 18 FT 2012 NDS/2012 II3G 16.50 IN Fe SPACING = 48 IN 5x = 15.13 IN 1485 ECCENTRICITY = 0.1 IN IX = 41.59 IN 4 11'10 LUMBER TYPE: DF #2 /HF #t APPLIED LOADS: POD = 300 L55 Fb = 900 P51 Y"lI^uND = 15.0 P5F PLWE = 0 L55 F, = 1350 P51 Y EFmc = 5.0 P5F PSNON7 = 300 L55 F.l= 405 P51 CASE 1 Fmo = 0 L55 E = 1.50E+06 P51 DEAD + SNOW + 5 P5F LAX. PSEsr nc = 0 L55 STUD 51ZE: (2) 2x6 M15GELLANE0U5: Fc HEIGHT = 18 FT AX = 16.50 IN Fe SPACING = 48 IN 5x = 15.13 IN 1485 ECCENTRICITY = 0.1 IN IX = 41.59 IN 4 11'10 GF(coMPRE-.50H) = 1.10 (NDS 4.3.6) CF(BENDING) = 1.3 (ND5 43.6) 1-108 APPLY? Fe,E = 291.8 P51 G5Y5(5@1DM6) = 1.00 NO (5VFm T3.1.1.1) C. = 1.13 (ND5 3.10.4) G = 1.00 YE5 (ND5 4.3.9) OA2 rA'gr" , - IESG 1605.3.1 284 J CASE 1 DEAD + LIVE + 5 P5F LAT. CASE 4 DEAD + 0.45Y`UND + 0.75LIVE + 0.755NOkN CASE 2 DEAD + SNOW + 5 P5F LAX. CASE 5 DEAD + 0.60VVIND CASE 3 DEAD + 0.75LIVE + 0.755NOYV + 5 P5F LAT. CASE 6 DEAD + 015ESMIC 1094 4 CASE I DEAD + 0.555EISK0 + 0,15LIVE + 0.155NC)A AL L nWABI '-Tt2G5E5 - PER ND5_ T2.3.2_ Q RR NIDS 3.7.i_ _ UN1= Gm Gt_ i GL = 1 1 1458 3 1460 1158 CASE CID Fc FcVF.* 0, F,' Fe FC,l 1 1.00 1485 0.20 0.188 2 -19 11'10 456 2 3 3 1.15 1-108 0.1'1 0.164 281 1346 456 4$5 1.60 2316 0.12 0.120 284 15-72 456 &$-1 1.60 23-16 0.12 0.120 284 1812 456 APPLIEV T!Z 55Lza - N CASE PAM-um fl, MCAT. LOAD MC, MTOTAL fb 1 300 18 810 3 812 644 2 600 36 0 5 3 2 3 525 32 810 4 813 645 4 525 32 1094 4 10% 8 -1O 5 300 16 1458 3 1460 1158 6 300 18 561 3 569 451 7 525 32 429 4 432 343 - COMFSINFn NOS EON 3-q-3 U!!2 CASE f,/F,' fb/Fe fC-/FC-1 Combined f./F.F Deflection L/? 1 0.01 0.55 0.04 0.59 0.06 0.16 L/285 2 0.13 0.00 0.08 0.02 0.12 0.00 L/'13944 3 0.11 0.48 0.01 0.55 0.11 0.16 L/284 4 0.11 0.46 0.01 0.53 0.11 0.12 L/3O1 5 0.06 0.62 0.04 0.66 0.06 0.96 L/226 6 0.06 0.24 0.04 0.26 0.06 0.53 L/4O6 1 0.11 0.18 0.01 0.22 0.11 0.40 L/535 MAX. - -> 0.13 0.62 0.05 0.66 0.12 0.96 L/226 O.K. O.K. O.K. O.K. O.K. • R P M15GELLANEOU5: STUD REAGTION5 GF„ = 1.15 (ND5 431) F� = 113 P51 (OUT - OF - PLANE) Fv = 150 PSI F,'= 1541 P51 540 LB DBL TOP PLATE PROPERTIES: APPLIED 5TRE55E5: AX = 16.50 IN2 f„ = 36 P51 < - -- O.K. 5x = 4.13 IN fb = 1145 P51 < - -- N.G. IX = 3.09 IN 41, = 0.298 IN Stud Wall - IBC2012 - Revised 03/24/2014 14358 IBC12StudWallBasicLoadComb xls(STUD WALL (1)) Project: Oly.. Fed Savings Fc Job Number: 14 -355 Nz Sheet: 1 `1 l of 5PACIN6 = 48 IN Name: tpp Structural Solutions Originating Office: ❑Tacoma ❑ Seattle Date: 06109114 5TU12 WALL DE516N - 2x10 Grid 2 Jamb 1.1 (ND5 4.3.6) 2012 ND5/2012 IBC APPLY? F.E = 42'1.8 P51 05Y5(BENDINW - 1.00 YES (9PPM T3.1.1.1) Ce = I ATA G a K - 1.00 YES (NM 43A) l 6 CA5E5 - iaC. 1r-Q; 1 LUMBER TYPE: I DF #2 /HF #1 APPLIED LOAD5: PDT = Sq1 LB5 Fb = q00 P51 NI "ND = 15.0 P5F PLNE = 0 1-135 FC, = 1350 P51 NtSEFmr_ = 5.0 P5F PSNON = 300 LB5 F, L= 405 P51 CASE 7 PNND = 0 LB5 E = 1.50E+06 P51 t�f = FSE15Mic = 0 L$5 STUD 51ZE: (2) 2x10 M15CELLANEOU5: Fc HEIGHT = 25 FT AX = 27.75 IN Fe 5PACIN6 = 48 IN 5X = 42.18 INS 1350 ECCENTRICITY = 0.1 IN IX = 1g7.86 IN's qqO CF(G0MFRE5510N) = 1.00 (NV5 4.3.6) C'F(SENDMG) = 1.1 (ND5 4.3.6) 1553 APPLY? F.E = 42'1.8 P51 05Y5(BENDINW - 1.00 YES (9PPM T3.1.1.1) Ce = 1.13 (N VS 3.10.4) G a K - 1.00 YES (NM 43A) l 6 CA5E5 - iaC. 1r-Q; 1 40q 1584 JAn CASE 1 DEAD + LIVE + 5 PSF LAT. CASE 4 DEAD + 0.45WIND + 0.75LIVE + 0.- 155NOW CASE 2 DEAD + SNOW + 5 P5F LAT. CASE 5 DEAD + 0.60WIND CASE 3 DEAD + 0.751-IVE + 0.755NOW + 5 P5F LAT. CASE 6 DEAD + 0.75EISMIC 1563 q CASE 7 DEAD + 0- 55SEISMIC • 075LtVE + 0, 755NOW P N C,12 p�R 1116 t�f = CASE Cro Fc F,E/Fc. GP Fr. Fe F�l 1 1.00 1350 0.32 0.2013 3q5 qqO 456 2 6 3 1.15 1553 0.28 0.258 400 11301 456 4$5 1.60 2160 0.20 0.1801 40q 1584 456 6 8 7 1.60 2160 0.20 0.18q 40q 1584 456 APPLI y E55E5 - ND5 CHAPTER 3 DE51G EQUATIDNS CASE PAPPLIED fc t" 1u,T. LOAD MEU MTOT,aL fn 1 8011 32 1563 7 1561 440 2 1181 43 0 10 6 2 3 1116 40 1563 q 1568 440 4 1116 40 21001 q 2115 5013 5 8011 32 2813 7 2817 -1qO 6 8011 32 10014 7 1098 308 7 1116 40 628 q 834 234 HE K5 - r-QM cNEL7 5 GHEG![ PER N N 3.01 -3 1 _ CASE f./F� fvFe f./F1-j- Combined fc./Fc.E Deflection L/? 1 0.08 0.44 0.07 0.401 O.OS 0.501 1/505 2 0.11 0.00 O.Oq 0.01 0.10 0.00 L/12-758q 3 0.10 0.39 O.Oq 0.44 O.Oq 0.5q L/505 4 0.10 0.37 O.Oq 0.42 O.Oq 0.56 L/535 5 0.08 0.50 0.07 0.55 0.08 0.75 L/401 6 0.08 0.1q 0.07 0.22 0.08 0.42 L/721 7 0.10 0.15 O.001 0.17 O.Oq 0.32 L/g4q MAX. - -> 0.11 0.50 O.Oq 0.55 0.10 0.75 L1401 O.K. O.K. O.K. O.K. O.K. PLATE BENDINQ -.-AL STUDS WITH J01575 NIHEFZ PD5518I p. MISCELLANEOU5: Ai i nwAB E STR 55E5• STUD REACTION5 C'F. = 1.2 (NM 4.3.7) FV = 173 P51 (OUT - OF - PLANE) Fv = 150 P51 Ft; = 1366 P51 750 LB DBL TOP PLATE PROPERTIES: APPLIED 5TRE55E5: AX = 2-►.-15 IN2 f = 43 P51 < - -- O.K. 5X = 6.014 INS fb = 2060 P51 < - -- N.G. IX = 5.20 IN4 AMAX = 0.352 IN Stud Wall - IBC2012 - Revised 03/24/2014 14358 IBC12StudWallBasicLoadComb .xls(STUD WALL (2)) 5TUD 51ZE: Project: OlyclFed Savings HEIGHT = 18 FT Job Number: 14 -356 MM 5heet: 1 of 21.39 IN3 Name: tpp Structural Solutions Originating Office: ❑Tacoma ❑ Seame Date: 06/09/14 5TUD YVALL DE516N - Grid B Door Jamb FoE = 2012 ND5/2012 IBC 05YSOENOIN6) = 1.00 YE5 (SDPWS T3.1.1.1) = 1.25 (NP.- 3.10.4) CrlBFNI7h6J = 1.00 YE5 (NOS 43A) 0.346 -146 1584 506 CASE 1 DEAD + LIVE + 5 P5F LAT. LUMBER TYPE: DF #2 /HF #1 T APPLIED LOADS: POEAD = 891 L55 Fb = 900 P51 MMNO = 15.0 P5F PANE = O LB5 F, = 1350 P51 NESM c = 5.0 P5F PSNOV4 = 300 L155 Fcl= 405 P51 1 5"12 PnNp = O LB5 E = 1.50E+06 P51 80 429 PSEismr- = O L155 5TUD 51ZE: (1) 2x10 V M15OELLANEOU5: Fc. HEIGHT = 18 FT AX = 13.88 IN2 Fe 5PAOING = 48 IN 5X = 21.39 IN3 1350 ECCENTRICITY = 0.1 IN Ix = 98.93 IN4 990 CF(coMPRE550N) = 1.00 (NUB 436) CF(BE7'D1N6) = 1.1 (NDS 43.6) 1553 APPLY? FoE = 825.3 PSI 05YSOENOIN6) = 1.00 YE5 (SDPWS T3.1.1.1) = 1.25 (NP.- 3.10.4) CrlBFNI7h6J = 1.00 YE5 (NOS 43A) 0.346 -146 1584 506 CASE 1 DEAD + LIVE + 5 P5F LAT. CA5E 4 DEAD + 0.45WIND + 0.75LIVE + O.- 55NOW CA5E 2 DEAD + 5NOW + 5 PSF LAT. CASE 5 DEAD + 0.60114IND CASE 3 DEAD + O.- 5LIVE + 0 :755NOW + 5 F5F LAT. C.A5E 6 DEAD + 0.75E15MIC 1 1463 CASE 7 MAD + 01535EI5MIC + 0.75LIVE + O- 155NOA 6 891 64 56'1 CA5E OD Fc. FcE/F,." OP Fc Fe F,l 1 1.00 1350 0.61 0.50-1 684 990 506 2 d 3 1.15 1553 0.53 0.455 101 1139 506 4 4 5 1.60 2160 0.38 0.346 -146 1584 506 6 4-7 APPLIED STRESSES 1.60 - ND5 2160 DRAFTER 3 DEr16N 0.38 0.346 "146 1564 506 5 891 64 1458 1 1463 821 OA5E PAPFUm fc MCAT LOAD MEU MTOTAL fb 1 891 64 810 -1 815 45-1 2 1191 86 O 10 6 3 3 1116 80 810 9 816 458 4 1116 80 1094 9 1099 611 5 891 64 1458 1 1463 821 6 891 64 56'1 1 5"12 321 1 1116 80 429 q 435 244 I 7iZ - CASE f,/Fc, fb/Fy' f./Fc. l Combined f./F.E Deflection L/? 1 0.09 0.46 0.13 0.51 0.08 0.32 L/615 2 0.12 0.00 0.1"1 0.02 0.10 0.00 1/88604 3 0.11 0.40 0.16 0.46 0.10 0.32 L1614 4 0.11 0.39 0.16 0.44 0.10 0.30 L1114 5 0.09 0.52 0.13 0.51 0.08 0.40 1/531 6 0.09 0.20 0.13 0.23 0.08 0.22 L1961 1 0.11 0.15 0.16 0.18 0.10 0.11 111263 MAX- - -> 0.12 0.52 0.11 0.51 0.10 0.40 L/531 O.K. O.K. O.K. O.K. O.K. I PLATE BENDING - 'ALIGN 5TU1 V41TH J015T5 WHERE F0551151 F* M15CELL6NEOU5: al i iN F STrzF55E- STUD R- AOTION5 Cf„ = 1.2 (ND5 4.3.1) Fv = 113 P51 (OUT - OF - PLANE) Fv = 150 P51 FL,' = 1366 P51 540 LB OBL TOP PLATE PROPERTIES: APPLIED 5TRMSE5: Ax = 21.15 IN2 f„ = 43 P51 < - -- O.K. 5X = 6.94 IN3 ft, = 2060 P51 < - -- N.G. IX = 5.20 IN4 4~ = 0.352 IN Stud Wall - IBC2012 - Revised 03/24/2014 14358 IBC12StudWallBasicLoadComb xls(STUD WALL (3)) Project: Oly Fed 5avings Job Number: 14 -355 EM l 5heet: �{ q -of Name: tpp Structural Solutions Originating Office: E] Tacoma ❑ Seattle Date: 06/09/14 5TUD WALL DE51614 - Grid B Door Brg 2012 N05/2012 1130 ATA LUMBER TYPE: I DF #2 /HF #1 APPLIED LOA125: PDT = 2500 LB5 Fb = 900 P51 YgNNO = 5.0 P5F PLVE = 0 LB5 Fc = 1350 P51 N15m5mr- = 5.0 P5F P5NOw = 2500 LB5 F.-L= 405 P51 PnND = O LB5 E = 1.50E+06 P51 1=5E5MIG = O LB5 STUD 51ZE: (1) 2x10 M15CELLANEOU5: Fa' HEIGHT = 18 FT AX = 13.85 IN-2 Fti 5PACING = 4 IN 5x = 21.39 IN3 1350 ECCENTRICITY = 0.1 IN IX = 98.93 IN4 990 CF(coM"ZE5r.M) = 1.00 (ND5 4.3.b) CF(BENDING) = 1.1 (NM 4.3.6) 1553 APPLY? Fe E = 825.3 P51 GSYS(BENDMG) = 1.00 NO (50FM T3.1.1.1) Gn = 1.25 (Nos 3.:a a; 1.60 1.00 NO &"E5 - 1130 1 .1 146 1584 CASE 1 DEAD + LIVE + 5 P5F LAT. CA5E 4 DEAD + 0.45)NIND + 0. -MLIVE + 0.155NOW CASE 2 DEAD + 5NOY4 + 5 PSF LAT. CA5E 5 DEAD + 0.60YVIND CA5E 3 DEAD + 0.15LIVE + O.- 755NOW + 5 P5F LAT, CASE 6 DEAD + 0.1505MIG 2500 180 CASE I DF-AD + 0535EI5MI6 + 0.15LIVE * 0.155,40A I F P R 6 = CA5E CD Fa' FIE /Fa 0, Pc Fti Fcl 1 1.00 1350 0.61 0.501 664 990 506 2 d 3 1.15 1553 0.53 0.455 -10-1 1139 506 4$5 1.60 2160 0.38 0.346 146 1584 506 6 d -1 1.60 2160 0.38 0.346 146 1584 506 CA5E f,/F,' fb/FL, N Combined fc/FcE Deflection L/? CASE PAPPLIED fc MLAT LOAD MECC MTOTAL fb 1 2500 180 68 21 51 45 2 5000 360 0 42 26 15 3 43-15 315 66 36 90 51 4 43-15 315 30 36 53 30 5 2500 180 41 21 54 30 6 2500 180 4-1 21 60 34 -1 4375 315 36 36 59 33 1 - iN =,:2 TF r H ( - -K P NHS EON 3 -G_ -_3. O.K. I- ATE • LIQN 5TUD5 YVI .1 15T5 Y4HERE P0551B ' - - , .x CA5E f,/F,' fb/FL, fc/Fcl Combined fc/FcE Deflection L/? 1 0.26 0.05 0.36 0.13 0.22 0.03 L16826 2 0.51 0.01 O. -11 0.28 0.44 0.01 L/21105 3 0.45 0.04 0.62 0.2-1 0.35 0.04 1-16085 4 0.42 0.02 0.62 0.21 0.38 0.01 L/14 -MO 5 0.24 0.02 0.36 0.08 0.22 0.01 L/146 -10 6 0.24 0.02 0.36 0.09 0.22 0.02 L/9119 -1 0.42 0.02 0.62 0.21 0.38 0.02 L/9385 MAX. --> 0.51 0.05 011 0.28 0.44 0.04 L/6055 O.K. O.K. O.K. O.K. O.K. I- ATE • LIQN 5TUD5 YVI .1 15T5 Y4HERE P0551B ' - - , .x M150ELLANEOU5: sI I nwnR caTRE55E5• 5TUD REACTIONS Cf. = 1.2 (NOS 4.3.-7) F,'= 1 -13 P51 (OUT - OF - PLANE) Fv = 150 P51 F,'= 1366 P51 15 LB DBL TOP PLATE PROPERTIES: AX = 2 -1. -15 IN2 f„ = 180 P51 < - -- N.G. 5x = 6.94 IN5 fn = "121 P51 < - -- O.K. IX = 5.20 IN AMAX = 0.001 IN Stud Wall - IBC2012 - Revised 03/24/2014 14368 IBC12StudWallBasicLoadComb .xls(STUD WALL (4)) Project: Oly Fed Savings (2) 2x6 M15GELLANEOU5• Job Number: 14 -355 wzpCS Sheet: 50 of Fe Name: tpp Structural Solutions Originating Office: El Taco= ❑ wattle Date: 06/09/14 STUD WALL DE516N - Typ Tall V' Stud at Jet Brg 2012 ND5/2012 IBC DATA 11705 APPLY? F.E = 291.8 P51 LUMBER TYPE: of #2 /HF #1 T- APPLIED LOADS: PVC = 955 L$5 Fb = 900 P51 YgNNp = 15.0 P5F PUVE = 0 1-135 F, = 1350 P51 Nmmr- = 5.0 P5F P5NOW = 1305 LB5 F, l= 405 P51 CASE 5 PMV = O LB5 E = 1.50E+06 P51 DEAD + 0.R5E15MIC Psmmr, = 0 L155 STUD 51ZE: (2) 2x6 M15GELLANEOU5• F,• HEIGHT = 15 FT AX = 10.50 IN Fe 5PACING = 24 IN 5X = 15.13 IN3 1485 ECCENTRICITY = 0.1 IN IX = 41.59 IN4 1346 CHCOMPRE550N) = 1.10 (ND543.6) GF(M40ING) = 1.3 (NM 4.3.6) 11705 APPLY? F.E = 291.8 P51 G5Y5(SENDING) = 1.15 NO (5DPNL5 T3.1.1.1J Cb = 1.13 (rV53.10.4) 23'76 1.15 YE5 (NV54.39) 0.120 254 2153 456 CASE 1 DEAD + LIVE + 5 P5F LAT. CASE 4 DEAD + 0.45AND + 0.- 15LIVE + O.i59NOV4 CASE 2 DEAD + 5NOYN + 5 P5F LAT. CASE 5 DEAD + 0.60VVIND CASE 3 DEAD + O.- 5LIVE + 0.155NOW + 5 P5F LAT. CASE 6 DEAD + 0.R5E15MIC 16 55-1 CASE 7 DEAD + 0535E15MIC + 0. 75LII /E + 0.755NOY4 5 T12 58 - CASE CD F,• F,E/Fc. C, F,- Fe Fcl 1 1.00 1485 0.20 0.155 279 1346 456 2 S 3 1.15 11705 0.1'1 0.164 251 1547 456 4$5 1.60 23'76 0.12 0.120 254 2153 456 6 8 -1 1.60 23-16 0.12 0.120 254 2153 456 APPLIED STRESSES - NOS CHAPTER 3 DESIGN EQUATION5 IX = 3.09 IN4 44M = Stud Wall - IBC2012 - Revised 03/24/2014 CASE P,>PPuEV fl- MLAT. LOAD MECC MTOTAL fb 1 955 55 405 a 410 325 2 2263 137 O 19 12 9 3 1936 11-1 405 16 415 329 4 1936 11-7 54'7 16 55-1 442 5 955 58 '729 a -734 582 6 955 58 254 a 255 229 '7 1956 11-r 215 16 225 1-75 CASE fc,/Fc. fb/Fe fC-/F1, Combined f./F.E Deflection L/? 1 0.21 0.24 0.13 0.34 0.20 0.55 L/564 2 0.49 0.01 0.30 0.25 0.4i 0.01 1/19605 3 0.42 0.21 0.26 0.53 0.40 0.39 L/55-1 4 0.41 0.21 0.26 0.51 0.40 0.36 L/593 5 0.20 0.2'1 0.13 0.55 0.20 0.45 L/450 6 0.20 0.11 0.13 0.17 0.20 0.21 L/501 7 0.41 0.08 0.26 0.31 0.40 0.21 L/1025 MAX. - -> 0.49 0.2-7 0.30 0.53 0.47 0.45 L/450 O.K. O.K. O.K. O.K. O.K. PLA TE iN - ' M15CELLANEOU5• Al I ONABIF STKE55E-5• STUD REACTION5 C, = 1.15 (ND5 4.3.'1) Fv' = 1-73 P51 (OUT - OF - PLANE) Fv = 150 P51 Fe = 1547 P51 270 LB APPLtFn STR2Fc,5�c AX = 16.50 IN2 fv = 5X = 4.13 IN3 Fy = IX = 3.09 IN4 44M = Stud Wall - IBC2012 - Revised 03/24/2014 13-7 P51 < - -- O.K. 3292 P51 < - -- N.G. 0.140 IN 14358 IBC12StudWallBasicLoadComb .xls(STUD WALL (5)) Project: Oly Fed Savings Job Number: 14 -355 w3pCS Sheet: C I f Name: tpp Structural Solutions Originating Office: []Tacoma ❑ Seattle Date: 06/09/14 STUD NALL DE516N - Try V' Stud fr. ML4T. LOAD MECC 2012 N05/2012 IBC fb 1 1003 122 211 8 216 LUMBER TYPE: DF #2 /HF #1 APPLIED LOA05: PDEJ,D = 1003 LBS Fb = 900 P51 Y4,,, = 15.0 PSF PLnIS = 0 LB5 FC = 1350 P51 • "MIG = 5.0 P5F PSNgr = 1380 L55 FG L= 405 P51 1003 122 PAD = 0 L55 E = 1.50E+06 P51 1003 122 P5mmr- = 0 LB5 STUD 51ZE: k", I 2x6 r M15GELLANE0115: 241 HEIGHT = 11 13 FT Ax = 8,25 INS SPACING = 24 IN 5x = '1.56 IN3 f./F.' fb/Fe ECCENTRICITY = Combined 0.1 IN Ix = 20.80 IN4 0.24 0.26 GMOMPRE5510N) = 0.38 1.10 (NM 4.3.6) CF(6ENDN6) = 1.3 (NM 4.3.6) 0.56 0.01 APPLY? Fc.E = 559.4 PSI 0.01 L/12889 G5Y5(eENDING) - 1.15 NO (90PYV9 T3.1.1.1) Cy = 1.25 (NM 3.10.4) 0.22 L/"721 4 1.15 YES (NUS, 4 -3.9) 0.61 0.44 0.20 L/-173 5 0.23 0.28 0.24 CASE 1 DEAD + LIVE + 5 P5F LAT. 0.26 L/593 CASE 4 DEAD + 0.45I14IND + 0.- 15LIVE + 0.755NOW CASE 2 DEAD + SNOW + 5 PSF LAT. 0.20 CASE 5 DEAD + 0.60AND 1 0.4-7 CASE 3 DEAD + 0.15LIVE + 0.155NOW + 5 P5F LAT. CASE 6 DEAD + O.'ISEISMIC 0.12 L/1305 MAX. - -> 0.56 0.28 0.51 CA5E "I DEAD + 0335E -1K + 0.15LIVE + 0155NOn ALLOPAQL;L O.K. O.K. O.K. - O.K. CASE P F.E/Fc* GP Fc Fe Fcl 1 1.00 1485 0.38 0.341 50'1 1346 506 2 d 3 1.15 11708 0.33 0.302 515 1541 506 445 1.60 2316 0.24 0.223 529 2153 506 &$-1 1.60 2316 0.24 0.223 529 2153 506 AP 1 9 STRES5E5 - ND5 CHAPTER 3 D�51GN E ATiONS_ < - -- O.K. Ax = 1 CASE PAPPUm fr. ML4T. LOAD MECC MTOTAL fb 1 1003 122 211 8 216 343 2 2383 289 0 20 12 20 3 2038 241 211 11 222 352 4 2038 241 285 11 296 469 5 1003 122 380 8 385 612 6 1003 122 148 8 153 243 i 2038 241 112 11 123 195 GA5E f./F.' fb/Fe fc/Fal Combined fc,/FCE Deflection L/? 1 0.24 0.26 0.24 0.38 0.22 0.21 L/139 2 0.56 0.01 0.51 0.34 0.52 0.01 L/12889 3 0.48 0.23 0.49 0.64 0.44 0.22 L/"721 4 0.41 0.22 0.49 0.61 0.44 0.20 L/-173 5 0.23 0.28 0.24 0.42 0.22 0.26 L/593 6 0.23 0.11 0.24 0.20 0.22 0.15 L/1045 1 0.4-7 0.09 0.49 0.38 0.44 0.12 L/1305 MAX. - -> 0.56 0.28 0.51 0.64 0.52 0.26 L/593 O.K. O.K. O.K. O.K. O.K. P - • MISCELLANEOUS- ALLOkNABL E 5 TZE55E5- STUD KEAGTION5 GFU = 1.15 (NDS 4.31) F,'= 113 PSI (OUT - OF - PLANE) Fv = 150 P51 Fe = 1541 PSI 195 LB DBL TOP PLATE PROPERTIES: APPLIED STRESSES: f„ = 144 P51 < - -- O.K. Ax = 16.50 IN2 5x = 4.13 IN fb = 3466 P51 < -- N.G. Ix = 3.09 IN AMAX = 0.148 IN Stud Wall - IBC2012 - Revised 03/24/2014 14358 IBC12StudWallBasicLoadComb .xls(STUD WALL (8)) Project: Oly Fed Savings Job Number: 14 -358 �3Sheet: 52 f Name: tpp PCS Structural Solutions Originating Office: ❑Tacoma ❑ Seattle Date: 06/09/14 STUD WALL DESIGN - Typ 10" Stud 2012 ND5/2012 1136 IIINALL LUMBER TYPE: DF #2 /HF #1 APPLIED I OAD5: PDT = 1003 1-155 Fy = q00 P51 YV MND = 15.0 P5F PLN(F = 0 1-155 Fr = 1350 P51 Nmsmr = 5.0 P5F P5NO1N = 1380 L$5 F.l= 405 P51 Pr IND = 0 L55 E = 1.50E+06 P51 P5rzemr- = O LB5 STUD 51ZE: (1) 2x10 V MISCELLANEOUS: F,* HEIGHT = 25.5 FT Ax = 13.88 IN2 Fe SPACING = 24 IN 5x = 21.3q IN3 1350 ECCENTRICITY = 0.1 IN Ix = g8.g3 IN4 113q GF(GOMMES510N) = 1.00 (ND5 4.3.6) CF(BENDING) = 1.1 (1,117.4.3.6) 1553 APPLY? F,F = 411.2 P51 G5Y5(BENDING) = 1.15 NO (WPrr T3.1.1.1) C„ = 1.25 (x175 5.10.4) Gr = 1.15 YES (N-r5 4.5.q) 0.1q 0.182 3q4 I CASE 1 DEAD + LIVE + 5 P5F LAT. CASE 4 DEAD + 0.45NUND + O.- 5LIVE + 0.i55NOW CASE 2 DEAD + SNOW + 5 P5F LAT. CASE 5 DEAD + O.60WIND CASE 3 DEAD + 0.75LIVE + 0.- 155NOW + 5 PSF LAT. CASE 6 DEAD + 0.15E15MIC 2038 141 CASE 'I DEAD + 0.535EISMIC + O.15i-IVE + 0.755NOW 1108 622 5 1003 CASE CD F,* FCE/F1,` CP FC Fe Fc.l 1 1.00 1350 0.30 0.282 381 113q 506 2 4 3 1.15 1553 0.26 0.248 386 130q 506 4 8 5 1.60 2160 0.1q 0.182 3q4 1822 506 6 8 -7 1.60 2160 0.1q 0.182 3q4 1822 506 AFC-6=STRESSES - NOS C}-lAPTER S OP': E=ATIONS Q CASE PAPPLIEV fc MLAT. LOAD MECC MTOTAL fn 1 1003 -12 813 8 818 45q 2 2383 1-72 0 20 12 -7 3 2038 14-7 813 11 823 462 4 2038 141 10q-i 1-i 1108 622 5 1003 12 1463 8 1468 824 6 1003 12 56q 8 514 322 i 2038 141 431 1i 441 248 R -� CH - F-�4 F q- RijIgN CASE fb/Ft, fc./Fc.l Combined fc./F,F Deflection L/? 1 0.1q 0.40 0.14 0.53 0.18 0.65 L/4-74 2 0.45 0.01 0.34 0.21 0.42 0.01 L/3125q 3 0.38 0.35 0.2q 0.6q 0.36 0.65 L/4 ?1 4 0.3-7 0.34 0.2q 0.617 0.36 0.61 L/500 5 0.18 0.45 0.14 0.58 0.18 0.81 L/5-M 6 0.18 0.18 0.14 0.25 0.18 0.45 L/616 -7 0.3-7 0.14 0.2q 0.35 0.36 0.35 L/8-7q MAX. - -> 0.45 0.45 0.34 0.6q 0.42 0.81 L /377 O.K. O.K. O.K. O.K. O.K. PLATE BENDING - •ALI&N STUDS WITH _ 015T5 YdHERE P055181 r• I M15CELLANE01,15• a1 I OY%B E STRESSES: STUD REACTIONS Cfu = 1.2 (1415 4.3.1) F', = 1173 P51 (OUT - OF - PLANE) Fv = 150 P51 Fe = 1366 P51 383 LB DBL TOP PLATE PROPERTIES: hp,-LIep 53mm5f--L Ax = 2-1.-75 INS fv = 86 P51 < - -- O.K. 5x = &A4 IN3 fe = 2061 P51 < - -- N.G. Ix = 5.20 IN 0.088 IN Stud Wall - IBC2012 - Revised 03/24/2014 14368 IBC12StudWallBasicLoadComb .xls(STUD WALL (7)) Project: Oly Fed Savings Job Number: 14 -358 EM Sheet: 55 _of Name: tpp Structural Solutions Originating Office: E] Tacoma ❑ Seattle Date: 06/09/14 STUD HALL DEVON - 10" Jamb at ATM 2012 ND5/2012 150 ATA (2) 2x10 MISCELLANEOUS: F,* HEIGHT = 24 FT AX = LUMBER TYPE: IMF #7 /HFili ! APPLIED LOAD5: POF,D = 350 L85 Fb = 900 P51 Y,4vaNv = 11.0 PSF PLK(E = O LB5 F,, = 1350 P51 YVsEj5mr, = 5.0 PSF PsNori = 350 LB5 F"-L= 405 P51 PHNp = O LB5 E = 1.50E+06 P51 PsEeam e = O L55 STUD 51ZE: (2) 2x10 MISCELLANEOUS: F,* HEIGHT = 24 FT AX = 2?.-75 IN2 Fe 5PAGING = 84 IN 5X = 4215 IN3 1350 ECCENTRICITY = 0.1 IN IX = 19 -1.86 IN 990 GF(commr:550N) = 1.00 (ND543.6) GF(BENVrNG) = 1.1 (NM 43.6) 1553 APPLY? F,E = 464.2 P51 G5Y5(BBdDMG) = 1.00 NO (SOPM T3.1.1.1) = 1.13 [revs 9.1v,4) G = 1.00 YE5 0.21 1 442 1584 CASE 1 DEAD + LIVE + 5 F5F LAT. CASE 4 DEAD + 0.45Y4IND + 0.15LIVE + 0.755NOW CASE 2 DEAD + 5140W + 5 P5F LAT. CASE 5 DEAD + 0.60WIND CASE 3 DEAD + 0.75LIVE + 0.- 755NOW + 5 f'SF LAT. CASE 6 DEAD + 0.- 15EI5MIG 2495 5 CASE i DES + 053SEI5MIC + O, -SLIVE + 0.T55N01^1 5 350 13 CASE CD F,* F,E/F�' GP F� Fe Fcl 1 1.00 1350 0.34 0.315 425 990 456 245 1.15 1553 0.30 0.2"78 431 1139 456 4 S 5 1.60 2160 0.21 0.204 442 1584 456 6 $ -7 1.60 2160 0.21 0.204 442 1584 456 APPLIED STRESSES QI&M ECRJArONS CASE PAPPLIED fc MLAT. LOAD M MTOTAL fl, 1 350 13 2520 3 2522 "70"7 2 -700 25 0 6 4 1 3 613 22 2520 5 2523 ?08 4 613 22 2495 5 2498 '101 5 350 13 3326 3 3328 934 6 350 13 1 ?64 3 1'766 495 7 613 22 1936 5 1339 Sig N H K 66P N L N 22 -' CASE f./Fc, fVFe fl./F.l Combined f./F.E Deflection L/? 1 0.03 O.-T1 0.03 0.-14 0.03 0.88 L/32 -7 2 0.06 0.00 0.06 0.00 0.05 0.00 L/226129 3 0.05 0.62 0.05 0.66 0.05 0.88 L/321 4 0.05 0.44 0.05 0.4-7 0.05 0.61 L/4'71 5 0.03 0.59 0.03 0.61 0.03 0.81 L/354 6 0.03 0.31 0.03 0.32 0.03 0.62 L/467 -7 0.05 0.24 0.05 0.25 0.05 0.4'1 L1616 MAX. - -> 0.06 O.-T1 0.06 0.-74 0.05 0.88 L/32 -1 O.K. O.K. O.K. O.K. O.K. PLATE BESIVIN6 -' M_ 15CELLANEOU5: A i OV4A5 E 5TRE55E5• STUD REACTIONS Cf. = 1.2 (ND.- 4.3. -f) FV1 = 1 ?3 PSI (OUT - OF - PLANE) Fv = 150 P51 Fy = 1366 P51 924 LB DBL TOP PLATE PROPERTIES: APPLIED 5TRE55E5: AX = 2-7.-75 IN' f„ = 25 P51 < - -- O.K. 5X = 6.94 IN3 fl, = 2119 F51 < - -- N.G. IX = 5.20 IN4 AMAX = 1.10? IN Stud Wall - IBC2012 - Revised 03/24/2014 14358 IBC12StudWallBasicLoadComb .xls(STUD WALL (8)) apCS Structural Solutions Project: Subject: Originating Office: tp fv_,p k-y" A cl' L —A Ft-A1 r ztu-PS w- 1gfJ 'foe Zxi 6 FOX k'r jZo.G, ❑ Seattle Tnh Nn- Sheet 5 Name: ❑ Tacoma Date: M IMP= Z s z. FJ. � - I'nq Pa,. �1'I-- ), 8 zZpsz Seattle 1 811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206.292.5076 www.pcs - structural.com Tacoma 1 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Oly Fed Savings Page: 5 S Job # 14358 Dsgnr: tpp Date: 2 JUL 2014 Descr: Planter Wall Wall in File :L2014 jobS1l 4358 oly fed credit union yelm branchlcalc Retain Pro 10 (c) 1987 -2012, Build 10.13.8.31 License : KVV- 48057733 Cantilevered Retaining Wall Design Cade- IBC 2006,ACI 318- 05,AC1 530 -05 License To: PCS STRUCTURAL SOLUTIONS Criteria Retained Height - 2.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning 135 psf OK Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Allowable Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in 'Design Summary Allowable = Wall Stability Ratios Sliding Calcs (Vertical Component Overturning - 3.66 OK Sliding - 2.48 OK Total Bearing Load - 794 Ibs ...resultant ecc. - 2.64 in Soil Pressure @ Toe = 659 psf OK Soil Pressure @ Heel = 135 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 791 psf ACI Factored @ Heel = 162 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 1.4 psi OK Allowable = 82 2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 204.3 Ibs less 100% Passive Force= - 188.4 Ibs less 100% Friction Force = - 317.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors = 250.0 psf /ft Building Code IBC 2006,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf /ft Passive Pressure = 250.0 psf /ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore 1.00 for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load 0.00 ft has been increased 1.00 by a factor of 14.00 Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width - 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist 0.00 ft Footing Type = Base Above /Below Soil 14.00 at Back of Wall - 0.0 ft Poisson's Ratio 0.300 Stem Construction Top Stem 2nd Stem OK Stem OK Design Height Above Ftc ft = 1.17 0.00 Wall Material Above "Ht" = Masonry Concrete Thickness = 8.00 14.00 Rebar Size = # 4 # 4 Rebar Spacing = 24.00 24.00 Rebar Placed at = Edge Edge Design Data fb /FB + fa /Fa = 0.014 0.027 Total Force @ Section Ibs = 31.0 175.0 Moment.... Actual ft-# = 13.7 145.8 Moment..... Allowable ft -# = 969.8 5,468.3 Shear..... Actual psi = 0.5 1.2 Shear..... Allowable psi = 38.7 82.2 Wall Weight psf = 61.0 175.0 Rebar Depth 'd' in= 5.25 12.25 LAP SPLICE IF ABOVE in= 24.00 17.09 LAP SPLICE IF BELOW in= 17.09 HOOK EMBED INTO FTG in = 7.67 Masonry Data fm psi= 1,500 Fs PSI = 24,000 Solid Grouting = No Use Half Stresses = n/a Modular Ratio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.20 Masonry Block Type = Masonry Design Method = ASD Concrete Data fc psi = 3,000.0 Fy psi= 60,000.0 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Oly Fed Savings Page: T;! (D Job # 14358 Dsgnr: tpp Date: 2 JUL 2014 Descr: Planter Wall Wall in File: g:\2014 jobs \14358 oly fed credit union yelm branch \calc RetainPro 10 (c) 1987 -2012, Build 10.13.8.31 License: KW -06057733 Cantilevered Retaining Wall Design Code: IBC 2006,AC1 318- 05,AC1 530 -05 License To: PCS STRUCTURAL SOLUTIONS Footing Dimensions & Strengths Toe Width = 0.25 ft Heel Width = 1.75 Total Footing Width = 2.00 Footing Thickness = 11.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe - 2.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu <S *Fr Summary of Overturninq & Resistinq Forces & Moments .....OVERTURNING..... Toe Heel Factored Pressure = 791 162 psf Mu': Upward = 24 38 ft-# Mu': Downward - 8 84 ft-# Mu: Design = 16 46 ft-# Actual 1 -Way Shear = 0.00 1.38 psi Allow 1 -Way Shear _ 82.16 82.16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Axial Dead Load on Stem = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu <S *Fr Summary of Overturninq & Resistinq Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft_# ibs ft ft-# Heel Active Pressure = 204.3 1.14 232.7 Soil Over Heel = 160.4 1.71 274.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Soil Over Toe = 0.13 Surcharge Over Toe = Stem Weight(s) = 285.9 0.76 218.0 Total 204.3 O.T.M. 232.7 Earth @ Stem Transitions= 73.2 1.17 85.3 Footing Weighl = 275.0 1.00 275.0 Resisting /Overturning Ratio = 3.66 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 794.4 Ibs Vert. Component = Total = 794.4 Ibs R.M.= 852.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: