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Home My WebLink AboutStructural Calculations for Playshed - PLN General - 5/6/2014 M y FC5 Structural Solutions Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 Tacoma 1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 www.pcs-structural.com STRUCTURAL CALCULATIONS FOR 5AND HILL ELEMENTARY SCHOOL COVERED PLAYSHED BELFAIR, YVASHINGTON PREPARED BY P05 STRUCTURAL 5O1-07ON5 }v -0 et.s�.:. .,d., MAY 6, 2014 15-451 Project SAND HILL ES COVERED PLAYSHED Job Number. 13431 ■' Sheet: of Name: DAG Structural Solutions OriginatingOfice_ Seattle ❑Tacoma Date: 04/15/14 DESIGN CRITERIA CHECKLIST CODE: IBC 2012,ASCE 7-10 LOCATION: BELFAIR,WA CONSTRUCTION REQUIRENI>aNTS BUILDING TYPE: u_B SPRINKLERED? .0 FIRE RATING:;o SPRINKLER SUBSTITUTED FOR FIRE RATING? No • VERTICAL DESIGN CRITERIA DEAD LIVE PARTITION CONCENTRATED ROOF: 15 PSF 25 PSF 1YLND DESIGN CRITERIA BASIC WIND SPEED(V)_ 115 MPH v (Per ASCE 7-10 Sec.26.5,1,Fig.26.54A;lB&IC,or as required by Bldg Dept.) RISK CATEGORY: to&iv w (Per ASCE 7-t0 Table 1.5-1&IBC Table 1604.5) EXPOSURE CATEGORY::B w (Per ACSE 7-10 Section 263 3) TOPOGRAPHIC FACTOR(K,�: 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 C__:.12): 3.00:12 (Enter vertical rise in 12 horizontal units) 0(degrees): 14.04 SF.ISNIIC DESIGN CRrFERIA RISK CATEGORY: n> (Per ASCE 7-10 Table 1.5-1&IBC Table 1604,5) SITE CLASS:,_D w (Per IBC Section 1613.3,2,Assumed as"D"orper Geetech.) 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(Q,,): . 3.0 (Per ASCE 7-10 Table 122-1) INFORMATION BELOW FROM"EARI.-TI.QUAKE SPECTRAL RESPONSE ACCELERATION MAPS"PER USGS LATITUDE: 47.458 Ss= 1.470 Fa LONGITUDE: -122.847 S t 0.587 F.� 1.50 D.EFL,EChON CRITERIA FLOOR(LIVE): L/480., v ROOF(LIVE): L/360 FLOOR(TOTAL): L/,360 v ROOF(TOTAL): L/240 WALLS: L/360 Y SPECIAL: L/ SOIL DESIGN CRITERIA.. REPORT:. NO SEE SOILS REPORT FOR ACTIVE,PASSIVE PRESSURES AND FRICTION COEFFICIENT BEARING: 1500 PSF ACTIVE: 35 PCF MINIMUM FOOTING DIMENSIONS: PASSIVE:: 250 PCF COEFFICIENT OF CONTINUOUS: 1'-4a FRICTION: 0.35 SPREAD: FROST DEPTI-I: I'-G_". . PILE TYPE: NONE VERTICAL CAPACITY= NIA LATERAL CAPACITY= N/A UPLIFT CAPACITY NIA SIZE= N/A Design Criteria-IBC2012-Revised 09/21/12 PCS Design Criteria-IBC 2012.xis(D1) Project: SAND HILL ES COVERED PLAYSHED lob Number: ]3-03I ■M PCS Sheet, of Name: DAG Structural Solutions 2Seattle LJ 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 STEEL W-Flange Beams ASTM A992 f.= 50000 PSI Shapes&Plates ASTM A36 r,= 36000 PSI Pipes ASTM A53,Grade B f,= 35000 PSI Tubes ASTM A500,Grade B l;.= 46000 PSI MASONRY ASTM C90 P,,= SOLID GROUTED GLULAINI 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 1T0P1= 2400 PSI 240 PSI F,.= 240 PSI SCL PRODUCTS 2x SCL 1%"SCL 3%,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 HF#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#I 6x DF#I 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 -Nsts.&Timbeac 6x DF#1 - - E= 1.60E+06 PSI - - F.= 1000 PSI - Design Criteria-IBC2012-Revised 09121/12 PCS Design Criteria-IBC 2012,x1s(M1) Project: SAND HILL ES COVERED PLAYSHED lob Number: 13431 Sheet of Name: DAG Structural Solutions Originating Office: ❑' Seattie ❑Tacoma Date: 04/15/14 DESIGN CRITERIA - WIND BASIC WIND SPEED(V): 115 MPH MEAN ROOF HEIGHT: 20 FT RISK CATEGORY: III&IV ROOF SLOPE L_:12): 3.0:12 EXPOSURE CATEGORY: B 0(degrees): 14.04 TOPOGRAPHIC FACTOR(KO: 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: A B C.. D - - CASE 1:1 26.30 -8.70 17.50 -5.00 - - CASE 2: N/A N/A N/A N/A - - VERRTICAL PRESSURES ZONE: E F I G I H I Eotr I GoH CASE 1: -25.20 1 -16.50 J -17.50 -12.60 J -35.30 -27.60 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 ROOF SURFACES POSITIVE PRESSURES NEGATIVE PRESSURES Effective Wind Area ZONE 1 2 3 1 2 3 lO SF 13 7 :'. 13 7 1..13 7 .-21..8 -37,9. -56.0 20 SF 123 r12 5 _ :'_12 5 -21.2 -34.9 --52.4 50 SF 10 9_ =..10 9. 10 9 -20.4 -30.9 -47.6 100 SF 9.7` 9.7 ,.: ". 9.7 -19.8 -27.8 -44.0 WALL:SURFACES C 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 22.7 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 -20A -22.6 -44.4 -50.4 500 SF. 17.7. . 17.3. -18.( -18.1 0.0 0,0 ASCC:7-16 SEC'r1ON 28.6.4&.SECTION 30.2.2-II[NINIL'iM PRESSURES MAIN WIND FORCE RESISTING SYSTEM MIN]NIUNI:PRESSIJRr-S'tENVI LOPE 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 09/21/12 PCS Design Criteria-IBC 2012xis(L1A(METHODI)) Y Project: SAND HILL ES COVERED PLAYSHED Sob Number: 13-431 Sheet: of Name: DAG PCs Structural Solutions Originating Office: ❑Seattle ETacoma Date: 04/15/14 DESIGN CRITERIA-WIND FIGURE 28.6-1,ASCE 7-10 Main Wind Force ReOsfing l5ysteiq—Method 2 h<60 ft. Figure 2&6-1 Design Wind Pressures Enclosed Mildutgs walls 8i Roofs tt: 11 F �"��",��` o � .sue .'.•. o . Case A . . Q' y cdr Case B Notes: 1. Pressures shown are applied to die horizontal and vertical projections,for exposure B,at h=30 ft(9.1 m). Adjust to other exposures and heights with adjustment factor 1. 2. The load patterns shown shall be applied to each corner ofthe building in turn as the reference comer.(See Figure 28.4-1) 3. For Case B use 0=V. 4- Load cases 1 and 2 must be checked for 25°<0 5 45'. Load case 2 at 251 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 EoH 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 sinaller,but not less than either 4%of least horizontal dimension or 3 ft(0.9 m). h: Mean roofheight,in feet(meters),except that eave height shall be used for roofanglas<10°. 0.• Angle.ofplaneefrooffrom horizontal,indegrees. r Design Criteria-IBC2012-Revised 09/21/12 PCS Design Criteria-IBC 2012.xis(L1B) Project'. SAND HILL ES COVERED PLAYSHED lob Number: 13431 1111111111116ON Sheet: of Name: DAG Structural Solutions Originating Office: ❑Seattle 0 Tacoma Date: 04/15/14 DESIGN CRITERIA-WM FIGURE 30.5-1,ASCE 740 , IIIILHI hS60R. Figuie30.5-1 Design Wind P iMures Walls 4LX.p� Roofs Enclosed Buildings 1 Flat Roof 'Hip Roof (70 < 8 <_ 27°) Gable Roof(® <_ 7°) Gable-Roof.(7° < 9 <450) EJ Interior Zones End Zones ■ Corner Zones Roofs-Zone 1/Wolk-Zone 4 Rook•Zone 2/Walls-Zone 5 Roofs-Zons3 Notes: 1. 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. 2. Plus and minus signs signify pressures acting toward and away from the surfaces,respectively. 3. For hip roofs with 0<250,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 noL less than either 4%of least horizontal dimension or 3 R(0.9 m). h: Mean roof height,in feet(meters),except that cave height shall be used for roof angles<10°. 0. Angla of plane of roof from horizontal,in degrees. Design Criteria-IBC2012-Revised 09/21/12 PCs Design Criteria-IBC 2012.xls(L1C) ■M PCS Project: SAND HILL ES COVERED PLAYSHED lob Number. 13-431 Sheer of Name: DAG Structural Solutions Seattle acorn Originating Office: Date: 04/15/14 DESIGN CRITERIA - SEISMIC ASCE 7-10 SECTION 12.8-EQUIVALENT LATERAL FORCE PROCEDURE OCCUPANCY CATEGORY: III LATITUDE: 47.458451 SITE CLASS: D LONGITUDE: -122.84666 IMPORTANCE FACTOR(IE): 1.25 Ss= 1.47 STRUCTURAL SYSTEM(R): 4.5 St= 0.597 OVERSTRENGTH FACTOR Pa): 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 5ms=Fe*Ss= 1.470 SM,=F,,*S,= 0.881 Section 11.4.4-Design Spectral Response Acceleration Parameters SDs=2/3*S�{s= 0.980 Sot=2/3*Sml= 0.587 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 <0.1671. A A A be assigned to the most severe <0.33g B B C Seismic Design Category in <0.50 .' C C D accordance with Table 11.6-1 or >=0.50g 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 Sot RISK CATEGORY*. I&II III IV <0.067g A ._ A A PERIOD DETERMINATION. <0.133g B B C C,= 0.02 <0 20g C C D. h = 20 FT >=0.20g. D D D x= 0.75 D Ta=C,*hn N= 0.189 cASCG 7-10 SECTION 12.8.1.1-SEISMIC RESPONSE COEFFICIENT GENERAL EQUATION: Cs=SDs/(R/1)= 0-272 <--CONTROLS EQ.12.8-2 MAXIMUM: Cs=SD,/(T*(R/I))= 0,862 EQ.12.8-3 MTNIMUM: Cs=0.044*SDs*T>0.01= 0.054 EQ.12,8-5 For structures located where S 1>0,6 g Cs=0.5*S,/(R/1)= 0.0 EQ.12,8-6 ASCE 7-10 SECTION 12.8.1-8E151MIC BASE SHEAR V=Cs*W= 0.272*NV W=the total dead load and applicable portion of other loads as indicated in Section 12.7.2 Design Criteria-IBC2012-Revised 09121/12 PCS Design Criteria-IBC 2012,xls(L2) `;;uric: gill rclerYr.:ntaru School, Northeast Sand Hill Roar 791 NE Sand Hill Rd Belfair, ','1, -98528 � Y OEM III + a! t r/I/f, ` X. 4A 1 a". OTCWINDSPEED BY LOCATION Applied Technology Council Search Results f• r- Latitude: 47.4550 Longitude: -122.8412 WiTC•4,n L ASCE 7-10 Wind Speeds c: (3-sec peak gust MPH*): Risk Category 1. 100 i Risk Category II: 110 'k, 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 ASCE7-93: 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 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 94066(650)595-1642 ZUSGS 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 47.4584511N, 122.84666oW Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III -sin, S000ff ' 8elielr. � 0 R.T A! n IVI E R T C A' ®R1apQU0St _ 1`ti 1"20141 0 INapO'uest USGS-Provided Output Ss = 1.470 g S,s = 1.470 g Sos = 0.980 g -S, = 0.587 g S" = 0.881 g Sol = 0.587 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. MCEn Response Spectrum Design Response Spectrum 1.65 1,10 1.50 1.00 1.35 0.90 1.20 0.20 1.05 0.70 O� 0.90 v fn 0,75 y 05o 0.60 0.40 0.45 0.30 0.30 0.20 0.15 0,10 - 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1,00 1.20 1.40 1.60 1.90 2.00 0,00 0.20 0.40 0.60 0,20 1,00 1.20 1.40 1.60 1.90 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. Project: —=J N 7�L: ✓ Job No:. ,!�"L�1 �z PCS Subject: Sheet r� Name:. Structural Solutions Originating Office: Seattle ❑Tacoma Date: Owl Y Gar A4�7 A >e� E P �tA NW , 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 Id Project: Vim/"`1' � "V J - Job No: a CS. Subject: Sheet �� Name:>t$ Structural Solutions Originating Office: Seattle ❑Tacoma Date: V1, - 16 C2�'I?,,� 'VA- 6 0 f<..T'� If � I j f j j� %e-eO pwpr fop Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel;:2, ;2Fi 2.56v wwwpcs-structuraf.com Tacoma 11250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project:. .+`.I> �I L L, W Job No: �3 I Subject: Sheet Name: NMFCS Structural Solutions Originating Office: Seattle ❑Tacoma Date: b� S F,-Ae%r, WIMP �J o Cyr?l*upt 49rr %� 1,a G - '9.0 F'M'a� �C P "7,0 Z� ~ a/ = < I 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 • Project: y � Job No: Subject: Sheet Name: FUS Structural Solutions originating office: Z"S'eattle ❑Tacoma Date:- ----------------------------- I4e�" �g�►grn tiv � .400 Seattle 1811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 wwwpcs-structural.com Tacoma (1250 Pacific Avenue,Suite 701•Tacoma,WA 98402•tel:253.383.2797 Project; !2 I '"" Job No: �x PCS i ` Subject:_ Sheet IJ Name: Structural Solutions originating office: 2roSeattle ❑Tacoma Date:• Seattle 811 First Avenue,Suite 620•Seattle,WA 98104•tel:206.292.5076 wwww.pcs-structural.com Tacoma 11250 Pack Avenue,Suite 701-Tacoma,WA 98402•tel:253.383.2797