Loading...
HomeMy WebLinkAboutStructural Calculations for Covered Playshed - COM Engineering / Geo-Tech Reports - 5/6/2014 apCS Structural Solutions Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 Tacoma 1250 Pacific Avenue,Suite 701-Tacoma,WA 98402.tel:253.383.2797 www.Pca-structural.com STRUCTURAL CALCULATIONS FOR BELFAIR ELEMENTARY SCHOOL COVERED PLAYSHED BELFAIR, kNA5H I NCGTON PREPARED BY P05 STRUCTURAL 5OLUT/ON5 wr>` Q© s r 2 s MAY 6, 2014 15-450 Project: BELFAIR ES COVERED PLAYSHED Job Number: 13-430 dZFCS Sheet: of Name: DAG Structural Solutions Originating Office: []wattle ❑Tacoma Date: 04/15/14 DESIGN CRITERIA CHECKLIST CODE: IBC 2012,ASCE 7-10 LOCATION: BELFAIR,WA CONSTRUCTION REQUIREMENTS, BUILDING TYPE: n-.s _. (� SPRINKLERED7 no FIRE RATING:;o SPRINKLER SUBSTITUTED FOR FIRE RATING?I no VERTICAL DESIGN CRITERIA DEAD LIVE PARTITION CONCENTRATED ROOF: 15 PSF 25 PSF WIND DESIGN CRITERIA BASIC WIND SPEED(V) us MPH w (Per ASCE 7-10 Sec.26.5.1,Fig,26.5-1 A;IB&IC,or as required by Bldg Dept.) RISK CATEGORY: ru&tv 1w (Per ASCE 7-10 Table 1,5-1&IBC Table 1604,5) EXPOSURE CATEGORY:,B w (Per ACSE 7-10 Section 26.7.3) TOPOGRAPHIC FACTOR(Kz0: 1,0 (Per ASCE 7-10 Section 26.8.1) MEAN ROOF HEIGHT': 20 Fr w (See ASCE 7-10 Section 26,2-Definitions) ROOF SLOPE( :12): 3.00:12 (Enter vertical rise in 12 horizontal units) 0(degrees): 14.04 SEISMIC DESIGN CRITERIA RISK CATEGORY: 1n w (Per ASCE 7-10 Table 1.5-1&IBC Table 1604.5) SITE CLASS:,p . (Per IBC Section 1613.3.2,Assumed as"D"or perGeotech.) IMPORTANCE FACTOR(IE): 1.25 (Per ASCE 7-10 Table 1.5-2) STRUCTURAL SYSTEM(R): 4.5 (Per ASCE 7-10 Table 12.2-1) OVERSTRENGTH FACTOR(0j: 3.0 (Per ASCE 7-10 Table 12.2-1) INFORMATION BELOW FROM"EARTH,Q.IJAKE SPECTRAL RESPONSE ACCELERATION MAPS"PER USGS LATITUDE:1 47.439 SS= 1.458 F,, - T.00 LONGITUDE: 122.834 St= 0,582 F,, 1.50 DEFLECTION CRITERIA FLOOR(LIVE): I./'480 ROOF(LIVE): L/ 360 FLOOR(TOTAL): LP 360 _ ! ROOF(TOTAL): L/ 2q0 WALLS: U'.w SPECIAL: L/ SOIL DESIGN CRITERIA. . REPORT:. YES SEE SOILS REPORT FOR ACTIVE,PASSIVE PRESSURES AND FRICTION COEFFICIENT BEARING: 2000 PSF ACTIVE: MINIMUM FOOTING DIMENSIONS: PASSIVE: 250 PCF COEFFICIENT OF CONTINUOUS, FRICTION: 0.35 SPREAD: FROST DEPTH., I'-6" PILE TYPE: NONE VERTICAL CAPACITY= N/A LATERAL CAPACITY= N/A UPLIFT CAPACITY= N/A SIZE= N/A Design Criteria-ISC2012-Revised 0021/12 PCS Design Criteria-IBC 2012.xls(D1) Project: BELFAIR ES COVERED PLAYSHED Jab Number: 13-430 sheer of Name: DAG Structural Solutions [Z Seattle Tacom Originating Office: Date: 04/15/14 MATERIALS CONCRETE Footings/Piles: 3000 PSI Columns: 4000 PSI Slabs/Walls: 4000 PSI Beams: 4000 PSI REINFORCING Steel Grade= 60 f,.= 60000 PSI STRUCTURAL STE EL W-Flange Beams ASTM A992 ft.= 50000 PSI Shapes&Plates ASTM A36 f,:= 36000 PSI Pipes ASTM A53,Grade B fy,= 35000 PSI Tubes ASTM A500,Grade B fy,= 46000 PSI MASONRY ASTM C90 fm= SOLID GROUTED GLULAM BEAMS Simple Spans Cantilevers 24F-V4 Grade= 24F-V8 1.80E+06 PSI E= 1.80E+06 PSI 2400 PSI Fb(BOTTOM)= 2400 PSI 1850 PSI Fb(TOP)= 2400 PSI 240 PSI F,= 240 PSI SCL PRODUCTS 2x SCL IYV 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 F,,= 285 PSI 285 PSI 285 PSI F,= 1400 PSI 2400 PSI 2600 PSI FRAMING LUMBER Joists&Studs 2x DF#2 2x 14F#1 - E= 1.60E+06 PSI 1.50E+06 PSI - Fb= 900 PSI 975 PSI - F,= 180 PSI 150 PSI - F.= 1350 PSI 1350 PSI Beams&Headers 4x DF#2 4x HF#1 6x DF#1 E= 1.60E+06 PSI 1.50E+06 PSI 1.60E+06 PSI Fb= 900 PSI 975 PSI 1350 PSI F,,= 180 PSI 150 PSI 170 PSI Posts&Timbers 6x DF#1 - E= 1.60E+06 PSI - - Fc= 1000 PSI Design Criteria-IBC2012-Revised 09/21/12 PCS Design Criteria-IBC 2012.xls(Ml) Project: BELFAIR ES COVERED PLAYSHED Job Number: 13-430 Sheet: of Name: DAG Structural Solutions Originating Office: 0Seattle ❑Tacoma Date: 04115/14 DESIGN CRITERIA - WIND BASIC WIND SPEED(V): 115 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: III&IV ROOF SLOPE(_:12): 3.0:12 EXPOSURE CATEGORY: B 0(degrees): 14.04 TOPOGRAPHIC FACTOR(K,i): 1.0 ASCE 7-10 CHAPTER 28.5 PART 2:ENCLOSED SIMPLE DIAPHRAGM LOW RISE BUILDINGS W/H<60 FT ASCE 7-10 FIG.28.6-1-MAIN WIND FORCE RESISTING SYSTEM-DESIGN WIND PRESSURES-METHOD 2 HORIZONTAL PRESSURES ZONE:1 A B C D - CASE 1:1 2630 -8.70 17.50 -5.00 - CASE 2: N/A I N/A I N/A N/A VERTICAL PRESSURES ZONE: E F G H EoH CroH CASE 1: -25.20 -16.50 -17,50 -12.60 -35.30 -27.60 CASE 2: N/A N/A N/A N/A N/A N/A ASCF,7-10 CH 28.5 PART 2:ENCLOSED LOW RISE BUILDINGS SIMPLIFIED W/11<60 FT ASCE 7-10 FIGURE 30.5-1-COMPONENTS AND CLADDING-DESIGN WIND PRESSURES-METHOD 1 ROOFSURFACES POSITIVE PRESSURES NEGATIVE PRESSURES Effective Wind Area ZONE 1 2 3 I 2 3 10 SF 13.7 13.7 13.7 -21.8 -3T9 -56.0 20 SF 12.5 12.5 12.5 -21.2 -34.9 -52.4 50 SF 1 10.9 10.9 10.9 -20.4 -30.9 -47.6 100 SF 1 9.7 9.7 9.7 -19.8 -27.8 -44.0 WALL SURFACES&ROOF OVERHANGS POSITIVE PRESSURES NEGATIVE PRESSURES ROOF OVERHANGS Effective Wind Area ZONE 4 5 4 5 2 3 10 SF 23.8 23.8 -23.6 -29.1 -44.4 -74.6 20 SF 223 22.7 -22.6 -27.2 -44.4 -67.3 50 SF 21.3 21.3 -21.3 -24,6 -44.4 -57.7 100 SF 20.2 20.2 -20.4 -22.6 -44.4 -50.4 500 SF 17.7 IT7 -18.1 18.1 0.0 0.0 ASCE 740 SECTION 28.6.4&SECTION 30.2.2-MINIMUM PRESSURES MAIN WIND FORCE RESISTING SYSTEM-MINIMUM PRESSURES(ENVELOPE 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,p,,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-ISC2012-Revised 09/21/12 PCS Design Criteria-IBC 2012,x1s(L1A(METHODI)) Project: BELFAIR ES COVERED PLAYSHED Job Number: 13A30 ■mpm Sheet of Name: DAG Structural Solutions Originating Office: El Seattle 0Tacoma Date: 04/15/14 DESIGN CRITERIA - WIND FIGURE 28.6-1,ASCE 7-10 Main Wind Force Resisting System—Method 2 h S 60 ft. Figure 28.6-1 Design Wind Pressures Walls & Roofs Enclosed Buildings 0 O E C.� 0 0 ti Lk,^ rr 0 O O Case A n d Case B Notes: 1. Pressures shown are applied to the horizontal and vertical projections,for exposure 13,at h=30 ft(9.1m), Adjust to other exposures and heights with adjustment factor X. 2. The load patterns shown shall be applied to each corner 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 251<B S 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. T The total horizontal load shall not be less than that detemuned by assuming ps=0 in zones B&D. S. Where zone E or G falls on a roof overhang on the windward side of the building,use EON and GoN 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(09 m). h: Mean roof height,in feet(meters),except that eave height shall be used for roof angles<10°. 0..• Angle of plane of roof from horizontal,in degrees. Design Criteria-IBC2012-Revised 09/21/12 PCs Design Criteria-IBC 2012.xls(L1B) Project: BELFAIR ES COVERED PLA- IED Job Number: 13-430 Sheet: of Name: DAG Structural Solutions Originating Office: ❑Seattle Tacoma Date: 04/15/14 DESIGN CRITERIA - WIND FIGURE 30.5-1,ASCE 7-10 h560M Figure30.5-I Design Wind Pressures Enclosed Buildings Walls & Roofs h h Flat Roof Hip Roof(70 < 8 <_ 270) h h Gable Roof (6 5 70) Gable Roof (70 < 8 S 450) Interior Zones ■ End Zones ■ Corner Zones Roofs-Zone 11 Walls-Zone 4 Rook-Zono 21 Walk-Zone 5 Roofs-Zone 3 Notes_ L Pressures shown are applied normal to the surface,for exposure 13,at h=30 fl(9.1 m).Adjust to other conditions using Equation 30.5-1. 2. Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. 3. For hip roofs with 05 25°,Zone 3 shall be treated as Zone 2, 4. For effective wind areas between those given,value may be interpolated,otherwise use the value associated with the lower effective wind area. 5. Notation: a: 10 percent of least horizontal dimension or 0.4h,whichever is smaller,but not less than either 4°/o 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°. 9- Angle of plane of roof from horizontal,in degrees. Design Criteria-ISC2012-Revised 09/21/12 PCs Design Criteria-IBC 2012.xis(L1 C) ■� � Project: BELPAIR ES COVERED PLAYSHID Job Number: 13-430 Sheer of Name: DAG Structural Solutions Seattle 0-rai-c-ofn Originating Office: Dale: 04/15/14 DESIGN CRITERIA- SEISMIC ASCE 7-10 SECTION 12.8-EQUIVALENT LATERAL FORCE PROCEDURE OCCUPANCY CATEGORY: III LATITUDE: 47.438762 SITE CLASS: D LONGITUDE: -122.833631 IMPORTANCE FACTOR(1E): 1.25 Ss= 1.458 STRUCTURAL SYSTEM(R): 4.5 S,= 0.582 OVERSTRENGTH FACTOR(Q.): 3 Fa= 1 F.,= 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=Fe*Ss= 1.458 SM,=Fy*S t= 0.873 Section 11.4.4-Design Spectral Response Acceleration Parameters SDs=2/3*SMs= 0.972 SDI=2/3*SMt= 0.582 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 SDs RISK CATEGORY, I&II III IV Each building and structure shall <0.167 A A A be assigned to the most severe <0.33g B B C Seismic Design Category in <0.5og C C D accordance with Table 11.6-1 or >=0.50ZI D D D Table 11.6-2,irrespective of the D fundamental period of vibration of the structure. ASCE 7-10 TABLE 11.6-2 SEISMIC DESIGN CATEGORY BASED ON Snt RISK CATEGORY- -I&II III IV <0.067g A A A PERIOD DETERMINATION: <0.I 33,g B B C C,= 0.02 <0.20g C. C D h = 20 FT >=0.20 D D D x= 0.75 D T,=C,*b�'= 0.189 ASCE 7-10 SECTION 12.8.1.1-SEISMIC.RESPONSE COEFFICIENT GENERAL EQUATION: CS=SDs/(R/I)= 0270 <--CONTROLS EQ. 12.8-2 MAXIMUM: CS=Sot/(T*(R/1))= 0.855 EQ. 12.8-3 MINIMUM: Cs=0.044*SDs*I>0.01= 0.053 EQ. 12.8-5 For structures located where S 1>0.6g Cs=0.5*S,/(R/1)= 0.0 EQ. 12.8-6 ASCE 7-10 SECTION 12.8.1-SEISMIC BASE SHEAR V=Cs*W= 0.270*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 PCS Design Criteria-IBC 2012.xls(L2) L)TC WINDSPEED BY LOCATION Applied Technology Council Search Results Latitude: 47.4388 Gn�d� Longitude: -122.8336 u..��. EJ,.ti.,1w, ASCE 7-10 Wind Speeds (3-sec peak gust MPH*): * 9 Risk Category I: 100 Risk Category II: 110 hstw.l" Risk Category III-IV: 115 „ „�t,,Sl=. MRI** 10 Year: 72 "' MRI**25 Year: 79ohm °• "`"�m•N,v�k. w,rorM w,Kn M"•• MRI**50 Year: 85 MR[** 100 Year: 91 e, h o hY04.RN,.Oaq..EEO, 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, 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 latitudenongitude location in the wind speed report. Sponsored by the ATC Endowment Fund Applied Tachndnav Council 201 Redwood Shores Parkway,Suite 240 Redwood City,California 94065(650)595-1542 Design Maps Summary Report Page 1 of 1 ELM Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.438760N, 122.83336°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III Smi SOOOm 1 T 8enau 30o Y O NQRTNH AMERICA 106 �Atlye ©maimuem 0 *J © 1i ®MapQuest USGS-Provided Output Ss = 1.458 g SMs = 1.458 g Sos = 0.972 g S, = 0.582 g S,. = 0.872 g So, = 0.582 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.65 1,10 1.50 1.00 1.35 0.90 1.20 0.90 1,05 0.70 01 0.90 Oi 0.60 0.75 y 0.50 0.60 0.40 0.45 0.30 0.30 0.20 0,15 0,10 o.00 0.00 0.00 0,20 0.40 0,60 0,90 1.00 1.20 1.4o 1.60 1.8o 200 0,00 0..20 0.40 0.60 0.90 1.00 120 1.40 L.60 1.80 2.00 Period, T(sec) Period,T(sec) Although this information is a product of the U.S. Geological Survey,we provide no warranty, expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?template=minimal&latit... 4/15/2014 r yy t, i Belfair Be1»entary Schaal, Belfair, 1J+11A � 2274E-22822 Washington 3 Belfair,Dim" 98528 • J a'. 4 r IL If �'�"`"� i •fig ... n '��� �. Project: (i►'/1 �I L t / Job No:apCS Subject: Sheet Name: Structural Solutions Originating Office: Seattle Tacoma Date: �ou��r�i i Et,�tl �ltP �iT irnr4�� �--T'0 ILIA +n � � E Seattle 811 First Avenue,Suite 620-Seattle,WA 98104•tel:206.292.5076 wom.pcs-structural.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383,2797 Project: akG l+ - tr-�+" ' ! Job No: %IN FCS Subject: Sheet r� Name: Structural Solutions Originating Office: Seattle []Tacoma Date: ,,, - ►�;C2�'Iz� = re P(F g ff I d y i 1 f - 1 �e y1m Jan vz> qv- Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel-20 ;292,5076 VwwX PCs-structural.com Tacoma 11250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: 9.�2 r Job No: Subject: Sheet Name:FUS Structural Solutions Originating Office: Seattle ❑'Facoma Date: rJ�� >�1�auG7utz'�.S 51G w��D N - �d o'e< [�YPvvua C. �zr . 1,0 G-, • o.0s rjC = 7, z� : « 217 179f Fr;;Pr M41 Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 v w..pcs-structuraI.com Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253,383.2797 Project: r/E'+�`��y V/ Job No: Il " Subject: Sheet Name:FUS Structural Solutions Originating Office: RI'Seattle Tacoma Date: 17' � L Mrs I�l - D� I n CZcc't2� Z /Z 'SP5YZ, � 04W ono avee�+�+ur Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 www.pcs-sttuctural.com Tacoma 11250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project: "' �l " ,' Job No: Subject: Sheet Name:a P V-a- Structural Solutions Originating Office: Z"Sleattle ❑Tacoma Date: f 6 Y /••, V 14 LL �!ky" pjpit", Seattle 811 First Avenue,Suite 620•Seattle,WA 98104-tel:206.292.5076 www.pcs-structural.com Tacoma 11250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797