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Home My WebLink AboutMiscellaneous Miscellaneous 5/4/2012 KEATING ENGINEIING LLC PROJECT PROSPER PARK • e =P•--�-- 159 EAST SIXTEEN( AVENUE ADDRESS 945 28TH STREET-SPRINGFIELD LFJ;y __ EUGENE OREGON 97401 SCOPE TRASH ENCLOSURE IL PHONE 541-242-0613 FAX 541-242-0614 DATE 05/04 � � PROJECT NO -- I email: keatingeng @msn.com DESIGNER STEVE KEATING REVISED STRUCTURAL APPLIED LOADS !LATERAL LOADS 0.25 DL SEISMIC SOILS 1500 PSF ALLOWED CONCRETE FOOTINGS 2500 PSI MIN. 28 DAY STRENGTH MASONRY r— 1500 PS! FM STEEL i 33 KSI GALVANIZED ROLL—FORMED PURLINS I � 1ROOF LIVE LOAD 25JPSF ROOF DEAD LOAD 3 PSF '.f PFvs^~'� "' 1C • j 411Y- .Lys P�, laS.i z� EXPIRES 6.30.` CODES AND STANDARDS ASCE 7-05 OSSC 2010 II''�� MAY -4 2012 B`'�/ s t „ — Keating Engineering I I Title: •r 159 East Sixteenth A Job r - Engineer: '^` ;1 i Eugene,Oregon 9740 Project Deso: 2 y Phone: (541)242 0613 1 ' Fax: (541)242-0614 •, ' -" — -- keatingeng @msn.com •ASCE 7-05 Sfmpllffed Procedure Wmd Load o1Docu m1entsAndsewn9stStephenKealing\MVO«amem51ENERCALDDaterlenladerapatm o 7dC II cWA eg,:ISLQ'It 19832017'BUildifi 12314 Ver 6:12728 ..i- ._r....e_ D......rl.,t.,e. Mo.e-- -- .eBe.a$ 'ISEApfNJ(I c. o-��,� ,A._:. '-AnalyticarValues _-. ..__.__.. .... Calculations per ASCE 7-05 Basic✓ind Speed per Sect n_4&Figure 1 95.0 mph '." - - - - ---"— Root Slope Angie 10 degrees Occupancy perTsme 1-1 Buildings and other structures that represent a low hazard to human life in the event of failure, Importance Factor per Sect 6.5.5,&Table 6-1 0.37 Exposure Categc:y per 5.5 8.3..4&.5 Exposure C Mean Roof height 10.0 it "Lambda"is interpolated between height tablular values. Lambda:per Figure 6.2,Pa 40 1.21 Effective Wind Area of Component&Cladding 100.0 ft^2 Net design pressure from table ;609.9.2.1043)interpolated by area Roof pitch for cladding pressure 0 to 7 degrees User specified minimum design pressure 10-0 psf Topographic Factor Kzt per 6.5.7.2 1.00 Destgn Wind Pressures E x: t.>:.:,r Minimum Additional Load Case per 6.4.2.1.1=10 PSF on entire vertical plane Horizontal Pressures Zone: A = 18.84 psi Zone: C = 12.53 psf Zone: 0 = -10.00 psf Zone: D = -10.00 psf Vertical Pressures... Zone: E = -20.11 psf Zone: G = -14.00 psf Zone: F = -12.21 psf Zone: H = -10.00 psf Overhangs... Zone: Eoh = -2811 psf Zone: Goh = -22.00 psf 'r-.`'s'Component?8 Claddujg,"Destgn�,Wind:pressures„„ Minimum Additional Load Case per 6.42.1.1=10 PSF on entire vertical plane Design Wind Pressure=Lambda'Kzt*Importance'Ps30 per ASCE 7-05 6.4.2.1 Eq 6.1 Roof Zone 1: Positive: 10.000 psf Negative: -15.685 psf Roof Zone 2: Positive: 10.000 psf Negative: -18.580 psf Roof Zone 3: Positive: 10.000 psf Negative: -18.580 psf Wall Zone 4: Positive: 14.580 psf Negative: -16.001 psi Wall Zone 5: Positive: 14.580 psf Negative: -17.791 psf Roof Overhang Zone 2: -23.265 psf Roof Overhang Zone 3: -11.685 psf REctivED MAY -4 2012 e PROSPER PARK SEISMIC LATERAL FOR .S Page: il 945 28TH ST- SPRINFIELD ASSUMES SITE CLASS D W/O GEOTECH Date: 3 ate: 4 nog.tRa ' 1 FOR 2007 OREGON STRUCTURAL SPECIALTY CODE Pro! no: SITE I SITE MAPPED SPECTRAL RESPONSE ACCELERATIONS AT SHORT PERIO[ COEFFICIENT CLASS Ss<0.25 Ss<0.50 Ss<0.75 S < class sD is 1see FOR VALUES IC 1.2 1.2 1.1 s 11.00 Ss<11.01 when geo;ecd OF Fa I-D 1.6 1.4 1.2' 1 1 01 here veofecb- I E 1 2.5 1.71 1.21 0.9 ' I nical investigation 0.91 is not available SITE ISITE 'MAPPED SPECTRAL RESPONSE ACCELERATIONS AT SHORT PERIO COEFFICIENTICLASS S1<0. J I FORVALUESIC I 1.7 1.61 1S1<0.4 1S1<0.5 OF Fv1r 1 2.41 2.01 1.61 2.61 1.51 1 2.41 __ 2.81 2.41 2.4j / t' i 1 jII * c L 1 I " i SZ� s 5 D , J J . r L_ �I. f.- 7 Iii L l 8 . 1,,,,a,.. I _,,, MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION MAXIMUM CONSIDERED S 5%E GROUND MOTION 2 SEC SPECTRAL RESPONSE(5%CRITICAL DAMPING) 1.0 SEC SPECTRAL RESPONSE(5%CRITICAL DAMPING) ) MAPPED SMS=Pass Fa= 1.36 Ss= 0.40 RESPONSE SM1=FvS1 Fv= 1.1 2.1 S1= 0.17 2.6 PROBABALISTIC`SCS=2/3SMS 0.726 Sa for T<T 0 0.6 Sos/T0+0.4 Sos= 0.71 RESPONSE ISD1=Z/3SM1 I 1.716 Sa for T>T0 PARAMETERS Sa for T>Ts Sa=SD SoSos= 31/T= 3.4.43 To = 0.2(SD1/SoS)= 0.4727273 3 ..4727273 Ts = SDi/Sos= 2.3636364 T(calc'd)= 0.5 DETERMINISTIC Ss=1.5G SMS=FaSs 1.5 Sa for T<T RESPONSE Si=0.6G SMi=FvS1 0 0.6 SDS/To+0.4 Sos=1 1.651 PARAMETERS Fa = 1.0 Sos=2/3SMS 0.99 Sa for T>T5I =SnSos= 1.11 Fv = 1.4 SD1=2/3SM1 0,5544 Sa=SD1/T= 1.11 SIMPLIFIED V=1.2SDSW/RI 0,25IW BASE SHEAR R= 3.5 (DETERMINISTIC) • SEISMIC FP=0.4aPSDSWP 1+2 z/h)))/(RP/IP)= 0 FP(MAX)= 1.6SosIPWP= SHEAR ON ap= 2.5 FP = 0 MIN EQUIPMENT RP= 6 ( ) 0.3SosIPWP= 0 WP 0 Weis ht b MFG Fp(USED)= z= 5 Height to Unit in feet 0 lbs = Mid-height of 1 1 Roof in I I= 1 HVAC Importance Factor MAY -42012 By: �' Keating Engineering LI C 1 -C`e.u_ Title ngi: Job rL � 159 East Sixteenth Engineer: • 2% `` 1 v„ �;;: L; Eugene,Oregon 974 Project Desc.: p Phone: (541)242 0613 ` i`:%,:wh.: . f�✓r j; Fax (541)242-0614 . — - keahngeng @msn corn MaMaso66/ Slender Wail :;,. _ - x.,. — –.•.,ENERCALC.�1NC.19832011 Build:612314 Ve'c61222r3n 'Ceg58 STEpE ( ' EN'1iEERIN - -L.0-.Description: T RASH ENCLOSURE WALLS ",General General information Calculations per ASCE 7-05 Construction Type Grouter, Hollow Concrete Masonry ------ -__ __._.- ---- --------—-_ F'01 = 1.50 ksi Norm Wall Thickness 8 in Temp Diff across thickness Fy-Yield = 60.0 ksi Actual Thickness 7.625 in = deg F Fr-Ru Rupture = Minimum eflRaiia= 150.0 P - 61.0 psi Lower distance 8.700 in Minimum Vertical Stool% = 0.0020 Em=fm' 900.0 !aver Level Rehar... Max%of O bal. = 0.50 Bar Size ,. 5 Grout Density = 140 pcf Bar Spacing 48.0 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rehar cells only ;One StoryNyall Dimensions x, it A Clear Height = 8.660 ft - �' w .-ate, B Parapet height = 0.660 ft e ate'' ' "T' avw' ., A,- - sflt " Wall Support Condition Top Free, Bottom Fix A° .7 RoolnAttachmem. '.* '"°i&s , Wiz:-sue,•rte' S',S"��, ' a,. . .4? ageN' ri 5 iae Mme+4 a.v. i .i mss. I;X�._. �,,. ° s2.132y.Floor utnchment �-; w • '- ;____„:"._„..,„:,4„ .„„,„:„. „......:„..„,.,„,.......r.„ Vertical Uniform Loads... (Appled per fool of Strip Width) DL:Dead Load Lr:Roof Live Load Lf:Floor Live Load S:Snow Load Ledger Load Eccentricity 6.750 in 0.0250 Concentric Load 0.0 0.0 0.1250 k/ft 0.0 0.0 0.0 0.0 MI L°ateiahLoad s a Full area WIND load 15.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 25.0 psf Seismic Wall Lateral Load 25.0 psf —D Lr L E W Endpoints from Base (Applied to full'STRIP Width) Distributed Lateral Load 0.0 0.0 0.0 top tiotfom 0.00120 0.0020 k/fl 0.0 0.0 klfl RECEIVE I: MAY -4 2012 By: i, Keating Engineering lI C Title: rr _ + 159 East Sixteenth�1e Engineer: • Job# S a r 1 Eugene,Oregon 97�{ Project Desc.: r Phone: (541)242 0613 __ --•r _ ,, Fax (541)242-0614 keatingeng@msn.com L:Masonty Slender WaII _ T''' E cn ccy 3 ._ C -H(R;08i184108a:�' -- : . • "^ { '.1-.-,:-* ER L 7 ,19e 2otr'soiiaotzsie'vera'izz2e C _ -Atteridie:Description : TRASH ENCLOSURE WALLS DESIGrNSUMMARY Aes a's reported for Strip Width of 1 9.0 in Governing Load Combination A - --- PASS _._. _... `s Allow be Values .. Moment Capacity Check Maximum P 1e:.1g Stress Ratio = 0.8706 1.20D+0.50L+0.205+E t Max kyle -1.130 k-ft Phi'Mn 1.298 k-ft PASS Service Deflection Check D + L+ S + E/1.4 Min.Deft patio 226.696 Max Allow Ratio 150.0 PASS Max.Deflection 0.4584 in Max.Allow.Dell. 0.6928 in Axial Load Check Max Pu/Ag 8.499 psi 0.02*Pc 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.001667 r +1.400 As/bd= 0.50 rho hat 0.005345 PASS Minimum Moment Check +1.40D Mcracking 0.4415 k-ft Minimum Phi Mn 1.298 k-ft Maximum Reactions... for Load Combination.... Top Horizontal 0.0 k Base Horizontal E Only 0.2330 k "gDeslgn'Mazimum Combinat^ions Moments t`3 Vertical Reaction D+L+S 0.6986 k Axial Load i Moment Values Load Combination Pu 0.06'fc'b't f Mcr Mu 0.6' Phi Phi t As As Eff As Ratio rho bat k-ft k-ft 3-ft in^2 in 12 +1.400 at 0.00 to 0.29 � - - ----- --- _16.560 0.44 0.02 0.90 1.30 0.078 +1.20D+0.50Lr+1.60L at 0.00 to 0.29 0.000 16.560 0.44 0.02 0.90 1.30 0.078 0.078 0.0017 0.0053 +1,200.1.60L+0.505 at 0.00 to 0.29 0.000 16.560 0.44 0.05 0.90 1.30 0.078 0.078 0.0017 0.0053 +1.20D+7,60Lr+0.50L at 0.00 to 0.29 0.000 16.560 0.078 0.0017 0.0053 0.44 0.02 0.90 1.30 0.078 0.078 0.0017 0.0053 +1.20D+1.60Lr+0.80W at 0.00 to 0.29 0.000 16.560 0,44 0.54 0.90 1,30 0.078 0.078 0.0017 0.0053 +1.200+0.50L+1.603 at 0.00 to 0.29 0.000 16.560 0.44 0.13 0.90 1.30 0.078 0.078 0.0017 0.0053 +1.200+1.606+0.80W at 0.00 to 0.29 0.000 16.560 0.44 +120D+0.50Lr+0,50L+1.60W at 0.00 to 0.29 0,000 16.560 0.44 0.65 0.90 1.30 0.078 0.078 0.0017 0.0053 1.07 0.90 1.30 0.078 0.078 0.0017 0.0053 +1.200+0.50L+0.50S+1.60W at 0.00 to 0.29 0.000 16.560 0,44 1.11 0.90 1.30 0.078 0.078 0.0017 0.0053 +1.200+0.50L+0.20S+E at 0.00 to 0.29 0.000 16.560 0.44 1.13 0.90 1.30 0.078 0.078 0.0017 0.0053 +0.900+1.60W at 0.00 to 0.29 0.000 16.560 0.44 1.06 0.90 1.30 0.078 +0.90D+E at 0.00 to 029 0.000 16.560 0.44 0.078 0.0017 0.0053 .-zfirh.0 ._x� 1.11 0.90 1.30 0.078 0.078 0.0017 0.0053 'DeslgnrMaxlmum Combinations,,;p @flec6o_. . 1a Axial Load Moment Values Stiffness Load Combination Pu Mcr Mactual I gross I cracked I effective . Deflectiti nec1'Defl. Ratio D+L+Lr at 8.37 to 8.66 - _- - in^4 in _ 0.000 0.44 0.01 331.10 17.65 331.100 - 0.002 52,645.3 D+L+W at 8.37 to 8.66 0.000 0.44 0.02 331.10 17.65 331.100 D+L+W+S/2 at 8.37 to 8.66 0.000 0.44 0.05 331.10 17.65 331.100 0.243 427.3 D+L+S+W/2 at 8.37 to 8.66 0.000 0.44 0.09 331.10 17.65 331.100 8870 0.09 331.10 17.65 0+L+5+E/1.4 at 8.37 to 8.66 0.000 0.44 0.331.100 0.458 424.5 458 2 226.7 D+0.5(L+ir)+0.7W at 8.37 to 8.66 0.000 0.44 0.02 331.10 17.65 331.100 0.043 2,424.5 D+05(L4ir) 07E at,8.37 to 8.66 0.000 0.44 331.10 rc--.x A,,.. .,, 0.02 17.65 331.100 0.320 324.2 ;Reactions Vertical&Hoorizontal t t` . w, : • Load Combination `c' --- Base Horizontal _ __ Top Horizontal Only 0.0 k Vertical @ Watt Base S Only 0.00 k -........__-_.k __...... 0.0 k 0.574 k W Only ` �� °'0° ,k 0.161 0.1 k f,00 J • E Only 0 2 k _ 0.036 k .00 k 0.036 k D+L+Lr 0.0 k 0.0o k 0.574 k • MAY -4 2012 By: • 2007 North American Specification A. • DATE: 5/4/2012 PROSPER PARK TRASH ENCLOSURE SECTION DESIGNATION: 8005200-33 [333 Single input Properties: Web Height = 8.000 in Design Thickness = Top F!e 0.0760 nge = 2.000 in Inside Corner Radius = 0.0766 in Bottom Fiance = 2.000 in 33.0 ksi Point, Fy = si Stiffening Lip = 0.625 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Ceiling Solver Design Data -Simpie Span Joist Span 10.00 ft Deflection Limit L/180 Joist Spacing 16.0 in Dead Load = 3.0 psf DL Multiplied by 1.00 for Strength Checks Live Load = 25.0 psf LL Multiplied by 1.00 for Strength Checks Wind Load = 20.0 psf WL Multiplied by 0.75 for Strength Checks WL Multiplied by 0.70 for Deflection Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 Fe = 18.8 ksi Fy = 33.0 ksi inA3 Fc = 18.8 ksi Sc = 1.007 inA3_ Sf= 1.024 in 3 Mn = 1578 Ft-Lb Mmax= 717 Ft-Lb <= Ma = 945 Ft-Lb Check Deflection Deflection Limit: L/180 Maximum Deflection = 0.104 in Deflection Ratio = L/1151 Check Shear Vmax = 287 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 474 lb >= Vmax Check Web Crippling Rmax = 287 lb (Including Flexural Load Multiplier) • Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Web depth-to-thickness ratio = 1 > 200, STIFFENERS REQUIRED 1 _� L�L-Z' S c. o c--Rxr r - (1) 'di 10 4v ) 14_ 2e1 (SU RECEWED • MAY -4 2012 By: