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38971; HOLIDAY PARK RESTROOM REPLACEMENT; STRUCTURAL CALCULATIONS; 2003-05-05
Jesse D. Moore Structural Engineer (760) 630-6133 I. 1( $O) '01 STRUCTURAL CALCULATIONS PROJECT: RESTROOM FACILITY HOLIDAY PARK CARLSBAD, CA 92008 CLIENT: BOOTH & SUAREZ JOB NO: 0318 DATE: MAY 5, 2003 PREPARED BY: JESSE D. MOORE 0 DESIGN CRITERIA REFERENCE: ROOF DEAD LOAD: COMPOSITION ROOFING RE ROOF 1/2" PLYWOOD SHTHG ROOF FRAMING MISCELLANEOUS TOTAL ROOF DEAD LOAD ROOF LIVE LOAD (TABLE 16C) 2001 CALIFORNIA BUILDING CODE 4.0 PSF 4.0 PSF 1.5 PSF 6.0 PSF 4.5 PSF 20 PSF I6 PSF SEISMIC: OCCUPANCY CATEGORY SOIL PROFILE NEAR SOURCE FACTOR (Na) z Ip Ca R Do AM1IJ 4 Sd 1.0 0.4 1.0 1.0 0.44 4.5 (MASONRY SHEARWALLS) 2.8 0.29W Ce 1.13(EXPOSUREC) Cq 1.3 qs 12.6 PSF (70 MPH) 1w 1.0 P 18.5 PSF (USE 20 PSF) Title: Job # Dsgnr: Date: 7:55AM, 6 MAY 03 Description Scope: I User:KW-060625.Ver5.6.O.2-Sep-2002 Mason'-" Wall Design Page 1 1 (c)1983-2002 ENERCALC Engineering Software .7 d:\projects\reslroom holiday park\calcsVestr - Description Longitudinal Walls I General Information Calculations are designed to 1997 UBC. Requirements fl Wail Height 9.67 ft Seismic Factor 0.3300 fm 1,500.0 psi Parapet Height 0.00 ft Calc of Em = I'm * 750.00 Fs 24,000.0 psi Duration Factor 1.330 No Special Inspection Thickness 8.0 in Wall Wt Muit. 1.000 Solid Grouted Rebar Size 4 Medium Weight Block Rebar Spacing 24 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 7.600 in Loads Uniform Load Concentric Axial Load Wind Load 20.000 psI Dead Load 0.000 #Ift Dead Load 0.000 #Ift Live Load 0.000 #Ift Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,125,000 psi . Rebar Area 0.100 in2 np 0.05638 j 0.90529 n: Es / Em 25.778 Radius of Gyration 2.205 in k 0.28412 2 / kj 7.77565 Wall Weight 78.000 psf Moment of Inertia 443.320 in4 Max Allow Axial Stress = 0.25 fm (1.(h/140r)A2) Spinsp 161.00 psi Allow Masonry Bending Stress = 0.33 I'm * Spinsp = 247.50 psi Allow Steel Bending Stress = 24,000.00 psi Load Combination & Stress Details Summary Moment Top of Wall in-# DL+LL 0.0 DL+LL+Wind . 0.0 DL + LL + Seismic 0.0 Between Base & Top of Wall DL+LL 0.0 DL + LL + Wind 2,805.3 DL + LL + Seismic 3,610.4 Axial Bending Stresses Axial IvIdxImum Load Stqel Masonry Compression fblFb + fa/Fa lbs psi psi psi . 0.0 0.0 0.0 0.00 . 0.0000 0.0 0.0 0.0 0.00 0.0000 0.0 0.0 0.0 0.00 0.0000 377.1 0.0 0.0 4.14 0.0257 377.1 8,133.2 125.2 4.14 0.5316 377.1 10,467.4 161.2 4.14 0.6768 Summary Wall Design OK 9.67ft high wall with 0.00ft parapet, Med Wt Block wl 8.00in wall w/ #4 bars at 24.00ino.c. at center Governing Load Combination is.... Dead + Live + Seismic Between Top & Bottom Masonry Bending Stress 161.16 psi Steel Bending Stress 10,467.40 psi Masonry Axial Stress 4.14 psi Combined Stress Ratio 0.6768 < 1.3300 (allowable) [nalLoads&Moments Wail Weight moment © Mid Ht 377.13 lbs Wind Moment © Mid Ht 2,805.27 in-# Seismic Moment @ Mid Ht 3,610.38 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 0.00 lbs Total Live Load 0.00 lbs Live Load Moment © Top of Wall 0.0.0 in-# . LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 5,544.59 in_# 14,683.24 lbs Soil Data Allow Soil Bearing = 1,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 100.0 Water height over heel = 0.0 ft FootingfjSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load = 23.4 #/ft S Title: Job # Dsgnr: Date: 8:51AM, 6 MAY 03 Description Scope: LUs l<W.0 er:60625.Ver5.6.O.2-Sep-2002 Cantilevered Retaining Wall Design Page 1 [(c)1983-2002 ENERCALC Engineering Software d \projects\restroom holiday park\calcslrestr Description transverse cmu walls [iteria Retained Height = 0.67 ft Wall height above soil = 9.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe 0.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Lateral Load Applied to S tern Design Summary Total Bearing Load = 1,700 lbs ...resultant ecc. = 9.58 in Soil Pressure © Toe = 943 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 1,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,306 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 3.7 psi OK Footing Shear @ Heel = 4.2 psi OK Allowable 85.0 psi Wall Stability Ratios Overturning = 2.44 OK Sliding = 2.02 OK Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 290.8 lbs Stem Construction Top Stem Ratio> 1.0 Design height ft= 1.00 Wall Material Above "Ht = Masonry Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data fbIFB + fa/Fa = 1.06E Total Force © Section lbs = 202.9 Moment .... Actual ft-#= 879.5 Moment.....Allowable ft-#= 823.8 Shear.....Actual psi = 5.1 Shear.....Allowable psi= 25.8 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 23.40 Wall Weight psf= 78.0 Rebar Depth 'd' in= 3.81 Masonry Data I'm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data f'c psi= Fy psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: No key defined [Footing Strengths & Dimensions IM f'c = 2,500 psi Fy = 60,000 psi Mm. As % = 0.0014 Toe Width = 1.50 ft Heel Width = 2.50 Total Footing Width = 4.00 Footing Thickness = 15.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover © Top = 3.00 in © Btm.= 3.00 in ...Height to Top = 9.67 ft ...Height to Bottom = 0.00 ft 2nd Stem 01< 0.00 Concrete 12.00 #5 16.00 Center I Footing Design Results Toe Heel Factored Pressure = 1,306 0 psf Mu': Upward = 1,266 0 ft-# Mu': Downward = 295 457 ft-# Mu: Design = 970 457 ft-# Actual 1-Way Shear = 3.71 4.20 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 0.311 398.0 1,862.9 5,990.5 5.5 85.0 23.40 6.00 145.0 6.00 2,500.0 60,000.0 Title: Job # Dsgrir: Date: 8:51 AM, 6 MAY 03 Description Scope: Rev: 560000 Page 2 1 I User KW-050625, Ve 5.6.0, 2-Sep-2002 Ca nti levered Retaining VVa II Design d:\pro;ects\restroom holiday park\calcs\reslr I (c)1983.2002 ENERCALC Engineering Software Description transverse cmu walls Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 64.5 0.64 41.3 Soil Over Heel = 110.6 3.25 359.3 Toe Active Pressure = Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 226.3 6.09 1,376.9 Axial Dead Load on Stem= 0.00 Load © Stern Above Soil = Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) 821.3 1.86 1,529.8 Total = 290.8 O.T.M. = 1,418.2 Earth @ Stem Transitions Res istinglOverturning Ratio = 2.44 Footing Weight = 750.0 2.00 1,500.0 Vertical Loads used for Soil Pressure = 1,699.8 lbs Key Weight = Veil. Component = 18.0 4.00 71.9 Vertical component of active pressure used for soil pressure Total = 1699.8 lbs R.M. 3,461.0 C T7) i2_J± . Ue:KW-OtC625.Vn5,&.O.2-Se-23C2 (c)1983-2002ENERCA Title: Job # Dsgnr: Date: 9:50AM, 19 AUG C3 Description Scope: T.*ke.. °", & Jois' Psge I IIIIhJ I IJQIl t 8 cve'rn Cl CP eec locF'O day L Description ROOF SYSTEM Timber Member Information _____________________ Calculations are designed to 1997 NOS and 1997 UBC Requirements RAFTER RIDGE Timber Section 4x8 402 Beam Width im 3.500 3.500 Beam Depth in 7.250 11.250 Le: Unbraced Length ft Timber Grade 0.00 it - Larth, )OqIae 0.00 Fir- Larch. .cf L_- Fb - - Basic Allow ps ff75.0 875.0 Fv- Basic Allow psil - 95.0 95.0 Elastic Modulus ksij 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 Member Type Sawn Sawn Repetitive Status Repetitive No 7 enter Span Data _- Span I't 10.00 11.50 Dead Load #Ift 40.00 200.00 Live Load #IftL 32.00 160.00 Results Ratio = 0.2334 - 0.8844 Mmax © Center in-l< 10.80 71.41 X = ft 5.00 5.75 lb : Actual psi 352.2 967.3 Fb: Allowable psi 1,509.4 1,093.8 Bending OK Sending OK fv ; Actual psi 18.7 66.2 Fv: Allowable psi 118.8 118.8 Shear OK Sheer OK Reactions @Left End DL lbs 200.00 1,150.00 LL lbs 160.00 920.00 Max. DLvLL lbs 360.00 2,070.00 © Right End DL lbs - 200.00 1,150.00 LL lbs 160.00 920.00 Max. DL+LL lbs 360.00 2,070.00 Deflections Ratio 01< Deflection OK Center DL Defl inj -0.051 -0.118 L/DeflRatio 1 2,371.2 1,165.1 Center LL NO in -0.040 -0.095 Ll0etl Ratio 2,964.0 1,456.3 Center Total Dell in -0.091 -0.213 Location ft 5.000 5.750 L/DeflRatio 1,317.3 647.3 2cl t, 6S-0C9 (Ostl o..icoll a ssc- e7:nt £0 61 2nw MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard This confidential report is provided exclusively for the use of engineering approval. The technical information provided herein is the confidential prOperty of Musco Lighting, Inc., and reproduction of this report or use of this information for anything other than its limited, intended purpose as to this project, without the written permission of Musco Lighting, Inc., is prohibited. ITEM : Structural Calculations Pole Foundation Standard PROJECT : CHASE FIELD CARLSBAD, CA 0 PROJECT NO : 102409 DATE : 8/27/2003 ENGINEER : R.L. Foley & Associates, Inc. Structural Engineers 25652 Ashby Way Lake Forest, Ca 92630 co LU No. 2407 M PV EXP3 MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard Calculation Index CONTENTS: Page ll1 1-3 LS60-A (w/8 Fixtures max.) 4 Precast base by CRETEX 5-7 LS70-A (w/7 Fixtures) 8 Precast base by CRETEX 9-11 LS70-C (w/14 Fixtures) 12 Precast base by CRETEX 13 Foundation Check Cl Foundation Schedule and General Notes CODE REFERENCE: 2001 CBC AC11995 Building Code Requirements for Reinforced Concret, ACt 318, American Cincrete Institute, Detroit, Michigan AISC 1990 Steel Construction Manual - ASD, 9th Edition, American Institute of Steel Construction, Chicago, Illinois AISI 1986 WITH 1989 AMENDMENTS Specification for the Design of Cold-Formed Steel Structural Members, Cold-Formed Steel Design Manual - Part I & II, 1986 Edition, American Iron and Steel Institute, Washington, D.C. 8127/2003 L. FOLEY &,MWCIATES, INC. POLE DESIGNATION: LS60-A WI URES MAX JOB NO: 2003-139 IRUCTUR • INEERS MANUFACTURER: MUSCO PROJECT: CHASE FIELD WE FORES CLIENT: LOCATION: CARLSBAD.CA LS6O-A MARK: A2,A3 I P = SUPERIMPOSED WT + POLE WT Al ,A4 SIM V lIlA <-- -- LIGHTS, p = Ce(Cq)(qs)I M CBC 2001 EDITION WIND CRITERIA 70 MPH P.A./FIXTURE= 2.9 f12 EPNFIXTURE = 4.0 ft2 D.L./FIXTURE= 25.0 lbs P.A.= PROJECTED AREA OF FIXTURES @ AIMING ANGLES,CROSSARMS EPA = EFFECTIVE PROJECTED AREA INCLUDING DRAG FACTOR, Cq D.L.= DEAD LOAD OF FIXTURE, & CROSSARM (NOTE: EPA & D.L. PER MUSCO LIGHTING, INC.) I ill lvi I III I lvi I Ill II M I Ill I VI Ill I lvi Ill lvi lii LOCATION FROM TOP,FT FIXTURES WIND,p FIXTURE WEIGHT 0.5 TOP CROSSARM= 3.0 216 LBS 100 LBS 3.0 2ND CROSSARM = 3.0 216 LBS 100 LBS 5.5 3RD CROSSARM = 0.0 0 LBS 0 LBS 8.0 4TH CROSSARM = 0.0 0 LBS 0 LBS 10.5 5TH CROSSARM = 0.0 0 LBS 0 LBS 13.0 6TH CROSSARM = 0.0 0 LBS 0 LBS 15.5 7TH CROSSARM = 0.0 0 LBS 0 LBS 18.0 8TH CROSSARM = 0.0 0 LBS 0 LBS 20.5 9TH CROSSARM = 0.0 0 LBS 0 LBS TOTALS = 6.0 432 LBS 200 LBS V 118 -- POLE, p= Ce(Cq)2I3)(qs)I - EQUIV 108 FIXT BACK-TO-BACK \\\\\0\\\\\\ LOADING DIAGRAM -> I = 60.00 ft. (lit. from grade) -=tA= 0.12 in. (pole thk. ttop) ->dA = .4.75 in. (pole diam. @ lop) -dB 12.00 in. (pole diam. @btm) ->tB = 0.179 in. (pole thk. @ btm) ->Fy = 38.0 ksi (fist mount sect. ->Fy = 55.0 ksi (other pole sect.) -> E = 29,000 ksi ->Ce= 1.43 MAX-EXPOSUREC Ca 60.0 FT. -> Cq = 1.40 LIGHT FIXT (ON P.A.) -> Cq = 0.933 ROUND POLE -, qs 12.60 (70 MPH) -> 1= 1.00 4.75 ft) -> EPA MAX 24.0 SQ.FT. -> SUPERIMPOSED WT = 0.200 KIPS la = 4.68 in4 taper = 0.140 in/ft Ib= 116 in4 dB/dA= 2.526 rA= 1.638 in. rB= 4.180 in. Aa 1.745 in2 Ab 6.647 iri2 Sa 1.97 in3 Sb = 19.36 in3 3.47 P = 8.5 FROM CRITICAL BUCKLING LOADS TAPERED COLUMNS,ASCE 2/62 kl/req (1/(P.5)[kI/rA = 317 = (where k2.l) Fy 55 KSI 38 KSI 0/1= .441E1Fy = 233 MAX 337 D/t < .319EIFy = 168 243 D/t < .070E/Fy = 37 53 p = Ce(Cq)(qs)l LIGHTS,p = 25.23 PSF POLE,p = 16.82 PSF MAX SUMMARY FOR FOOTING CHECK V= 1.023 KIPS MOMENT 43.45 K-FT e1+MN 43.5 FT P= 1.281 KIPS Page B/2712003 LS6O-A -. -. - --- uses amplification sim to Ca factor -,%•'- DIST. FROM TOPFT OUTSIDE DIAM. IN. THICK. I I_Il 1IJFWdflL D/t I IJIJJLflfl I'9LIYIULflQ C6.1-1 TO C6.1-4 ALL. Ma K-FT kI/r C4.1-1 Fe C4-1 TO C4-4 ALL.P KIPS ACT. M K-FT ACT. P KIPS P/Pa ______ C5-3 P/Pa+ M/Max 0.33 V C5-1 P/Pa+ CmM/Ma <1.33 C5-2 PIPao+ M/Mao 0.33 SCT. O.K. SHEAR V,KIPS AASHTO 1.3.3 Ca DELTA IN 1.44P x1.44A MOMEN FT-K COMB. MOMENT FT-K o 4.75 0.120 39.6 4.67 317 2.86 2.60 0.0 0.00 0.000 0.000 0.000 0.000 Y 0.000 48.6 0.0 0.0 1 4.75 0.120 39.6 4.67 317 2.86 2.60 0.1 0.11 0.041 0.065 0.000 0.000 V 0.223 1.00 47.0 0.0 0.1 2 4.75 0.120 39.6 4.67 317 2.86 2.60 0.3 0.11 0.043 0.115 0.000 0.000 V 0.230 1.00 45.3 0.1 0.4 3 4.75 0.120 39.6 4.67 317 2.86 2.60 0.7 0.22 0.084 0.229 0.000 0.000 V 0.452 1.00 43.7 0.1 0.8 4 4.75 0.120 39.6 4.67 317 2.86 2.60 1.1 0.22 0.086 0.329 0.000 0.000 V 0.459 1.00 42.1 0.2 1.3 5 4.87 0.120 40.6 7.01 317 2.86 2.66 1.6 0.23 0.086 0.314 0.000 0.000 V 0.466 1.00 40.4 0.3 1.8 6 5.01 0.120 41.8 7.39 317 2.86 2.74 2.1 0.24 0.086 0.366 0.000 0.000 V 0.473 0.99 38.8 0.3 2.3 7 5.15 0.120 42.9 7.78 317 2.86 2.82 2.5 0.24 0.086 0.413 0.000 0.000 V 0.480 0.99 37.3 0.4 2.8 8 5.29 0.120 44.1 8.17 317 2.86 2.90 3.0 0.25 0.086 0.456 0.000 0.000 Y 0.487 0.99 35.7 0.5 3.3 9 5.43 0.120 45.3 8.58 317 2.86 2.98 3.5 0.26 0.086 0.496 0.000 0.000 Y 0.495 0.99 34.2 0.5 3.9 10 5.57 0.120 46.4 9.00 317 2.86 3.06 4.0 0.26 0.086 0.532 0.000 0.000 Y 0.502 0.99 32.7 0.6 4.4 11 5.71 0.120 47.6 9.43 317 2.86 3.14 4.5 0.27 0.086 0.565 0.000 0.000 V 0.510 0.98 31.2 0.7 5.0 12 5.85 0.120 48.8 9.87 317 2.86 3.21 5.0 0.28 0.086 0.596 0.000 0.000 V 0.518 0.98 29.8 0.7 5.5 13 5.99 0.120 49.9 10.32 317 2.86 3.29 5.6 0.29 0.087 0.625 0.000 0.000 V 0.527 0.98 28.4 0.8 6.1 14 6.13 0.120 51.1 10.78 317 2.86 3.37 6.1 0.29 0.087 0.652 0.000 0.000 Y 0.535 0.98 27.0 0.9 6.7 15 6.27 0.120 52.3 11.25 317 2.86 3.45 6.6 0.30 0.087 0.676 0.000 0.000 Y 0.544 0.98 25.7 0.9 7.3 16 6.41 0.120 53.4 11.73 317 2.86 3.53 7.2 0.31 0.088 0.700 0.000 0.000 V 0.553 0.97 24.4 1.0 7.9 17 6.55 0.120 54.6 12.22 317 2.86 3.61 7.7 0.32 0.088 0.721 0.000 0.000 V 0.562 0.97 23.1 1.1 8.5 18 6.69 0.120 55.8 12.71 317 2.86 3.68 8.3 0.33 0.088 0.741 0.000 0.000 V 0.571 0.97 21.9 1.1 9.1 19 6.83 0.120 56.9 13.22 317 2.86 3.76 8.9 0.33 0.089 0.760 0.000 0.000 V 0.581 0.97 20.7 1.2 9.7 20 6.97 0.120 58.1 13.74 317 2.86 3.84 9.5 0.34 0.089 0.778 0.000 0.000 V 0.589 0.96 19.5 1.3 10.3 21 7.11 0.120 59.3 14,27 317 2.86 3.92 10.1 0.35 0.090 0.795 0.000 0.000 V 0.598 0.96 18.4 1.3 11.0 22 7.25 0.120 60.4 14.81 317 2.86 4.00 10.7 0.36 0.090 0.810 0.000 0.000 V 0.608 0.96 17.4 1.4 11.6 23 7.39 0.120 61.6 15.35 317 2.86 4.08 11.3 0.37 0.091 0.825 0.000 0.000 V 0.617 0.96 16.3 1.5 12.3 24 7.53 0.120 62.8 15.91 317 2.86 4.16 11.9 0.38 0.091 0.839 0.000 0.000 V 0.627 0.95 15.3 1.5 13.0 25 7.67 0.120 63.9 16.48 317 2.86 4.23 12.5 0.39 0.092 0.852 0.000 0.000 V 0.636 0.95 14.4 1.6 13.6 26 7.81 0.120 65.1 17.05 317 2.86 4.31 13.2 0.40 0.093 0.865 0.000 0.000 V 0.646 0.95 13.4 1.7 14.3 27 7.95 0.120 66.3 17.64 317 2.86 4.39 13.8 0.41 0.093 0.876 0.000 0.000 V 0.656 0.95 12.5 1.7 15.0 28 8.09 0.120 67.4 18.24 317 2.86 4.47 14.5 0.42 0.094 0.888 0.000 0.000 V 0.667 0.95 11.7 1.8 15.7 29 8.23 0.120 68.6 18.84 317 2.86 4.55 15.2 0.43 0.095 0.899 0.000 0.000 Y 0.677 0.94 10.9 1.9 16.4 30 6.37 0.120 69.8 19.46 317 2.86 4.63 15.8 0.44 0.095 0.909 0.000 0.000 Y 0.687 0.94 10.1 1.9 17.2 31 8,51 0.120 70.9 20.09 317 2.86 4.71 16.5 0.45 0.096 0.919 0.000 0.000 V 0.697 0.94 9.4 2.0 17.9 32 8.65 0.120 72.1 20.72 317 2.86 4.78 17.2 0.46 0.097 0.928 0.000 0.000 V 0.708 0.94 8.6 2.0 18.6, 33 8.79 0.120 73.3 21.37 317 2.86 4.86 17.9 0.47 0.097 0.937 0.000 0.000 V 0.718 0.93 8.0 2.1 19.4 34 8.93 0.120 74.4 22.02 317 2.86 4.94 18.7 0.48 0.098 0.946 0.000 0.000 V 0.729 0.93 7.3 2.1 20.1 35 9.07 0.120 75.6 22.69 317 2.86 5.02 19.4 0.50 0.099 0.954 0.000 0.000 V 0.739 0.93 6.7 2.2 20.9 36 9.21 0.120 76.8 23.36 317 2.86 5.10 20.1 0.51 0.100 0.962 0.000 0.000 V 0.750 0.93 6.1 2.2 21.7 37 9.35 0.120 77.9 24.05 317 2.86 5.18 20.9 0.52 0.100 0.969 0.000 0.000 V 0.761 0.93 5.6 2.3 22.5 38 9.49 0.120 79.1 24.74 317 2.86 5.26 21.7 0.53 0.101 0.977 0.000 0.000 V 0.772 0.92 5.1 2.3 23.3 39 9.39 0.179 52.4 37.59 317 2.86 7.70 22.4 0.55 0.071 0.668 0.000 0.000 V 0.783 0.94 4.6 2.4 24.1 40 9.53 0.179 53.2 38.65 317 2.86 7.82 23.2 0.57 0.073 0.674 0.000 0.000 V 0.793 0.94 4.2 2.4 24.9 41 9.67 0.179 5.4.0 39.73 317 2.86 7.94 24.0 0.59 0.074 0.679 0.000 0.000 V 0.804 0.93 3.8 2.5 25.7 42 9.81 0.179 54.8 40.83 317 2.86 8.05 24.8 0.60 0.075 0.683 0.000 0.000 V 0.815 0.93 3.4 2.5 26.6 43 9.95 0.179 55.6 41.93 317 2.86 8.17 25.7 0.62 0.076 0.688 0.000 0.000 V 0.826 0.93 3.0 2.5 27.4 44 10.09 0.179 56.3 43.06 317 2.86 8.29 26.5 0.64 0.077 0.693 0.000 0.000 V 0.837 0.93 2.6 2.6 28.3 45 10.23 0.179 57.1 44.20 317 2.86 8.41 27.3 0.96 0.114 0.733 0.000 0.000 V 0.847 0.91 2.3 2.6 29.2 46 10.37 0.179 57.9 45.35 317 2.86 8.52 28.2 0.98 0.115 0.737 0.000 0.000 V 0.858 0.91 2.0 2.7 30.1 47 10.51 0.179 58.7 46.52 317 2.86 8.64 29.0 1.00 0.116 0.740 0.000 0.000 V 0.869 0.91 1.7 2.7 31.0 48 10.65 0.179 59.5 47.70 317 2.86 8.76 29.9 1.02 0.116 0.744 0.000 0.000 V 0.880 0.91 1.5 2.8 31.9 49 10.79 0.179 60.3 48.89 317 2.86 8.87 30.8 1.04 0.117 0.747 0.000 0.000 V 0.891 0.91 1.2 2.8 32.8 50 10.93 0.179 61.0 50.11 317 2.86 8.99 31.7 1.06 0.118 0.751 0.000 0.000 V 0.902 0.90 1.0 2.9 33.7, /2 (/2UO3 I--- ,,nId iinn I,, ( A1511986 1 rcNDuMs CYLINDRICAL TUBULAR MEMBERS v ________ C6.1-1 TO T:i 04-1 TO C5-3 C5-1 C5-2 1.44 DIST. OUT E C6.1-4 C4-4 PIPa+ P/Pa+ P/Pao-i- AASI-ITO xl.44A COMB. FROM DIAJI. THICK. D/t ALL. Ma kl/r Fe ALL.P ACT. M ACT. P P/Pa M/Max CmM/Ma) MIMao SCT. SHEAR 1.3.3 DELTA MOMEN MOMENT TOP,FT IN. t K-FT egiv. POPS K-FT KIPS <1.33 <1.33 <1.33 O.K. V,KIPS Ca IN FT-K FT-K 51 11.07 0.179 61.8 51.33 317 2.86 9.11 32.6 1.08 0.119 0.754 0.000 0.000 Y 0.914 0.90 0.8 2.9 346 52 11.21 0.179 62.6 52.57 317 2.86 9.22 33.5 1.10 0.120 0.757 0.000 0.000 Y 0.925 0.90 0.6 29 35.6 53 11.35 0.179 63.4 53.83 317 2.86 9.34 34.5 1.12 0.120 0.761 0.000 0.000 Y 0.937 0.90 0.5 3.0 36.5 54 11.49 0.179 64.2 55.10 317 2.86 9.46 35.4 1.15 0.121 0.764 0.000 0.000 Y 0.949 0.90 0.4 30 375, 55 11.63 0.179 64.9 56.38 317 2.86 9.58 36.4 1.17 0.122 0.767 0.000 0.000 Y 0.961 0.90 0.2 30 38.5 56 11.77 0.179 65.7 57.68 317 2.86 9.69 37.3 1.19 0.123 0.770 0.000 0.000 Y 0.973 0.89 0.2 3.0 39.4 57 1191 0.179 66.5 59.00 317 2.86 9.81 38.3 1.21 0.124 0.773 0.000 0.000 Y 0.985 0.89 0.1 3.1 40.4 58 12.05 0.179 67.3 60.32 317 2.86 9.93 39.3 1.23 0.124 0.776 0.000 0.000 Y 0.998 0.89 0.0 31 41.4 59 12.19 0.179 68.1 61.67 317 2.86 10.04 40.3 1.26 0.125 0.779 0.000 0.000 Y 1.010 0.89 0.0 3.1 424 60 12.33 0.179 68.9 63.03 317 2.86 10.16 41.3 1.28 0.126 0.782 0.000 0.662 Y 1.023 0.89 0.0 3.1 435 Page 06-26-2001 THE CRETEX COMPANIES, 'NC. ANALYSIS OF A NN1JLAR PRESTRESSED MEMBER BASE!) ON COMPATIBLE S]'RA IN PROCEDURE PER AC1-318 WITH AN ULTIMATE CONCRETE STRAIN OF 6M03. TYPE 2 BASE INPUT DATA OUTSIDE DIAMETER OF X-SECTION 11.92 IN INSIDE DIAMETER OF HOLLOW CORE 5.625 IN DIAMETER OF TENDON CIRCLE ............... 9 IN NUMBER OF TENDONS ........................... 10 TENDON DIAMETER................................5 IN NOMINAL AREA OF TENDON ................... .1531 SQ.IN ULTIMATE STRENGTH OF TENDON 270 KS] YIELD STRENGTH OF TENDON................230 KS! TENDON YIELD STRAIN ......................... 7.931035E-03 SERVICE STRESS IN TENDON .................. 141.696 KS] CONCRETE COMPRESSIVE STRENGTH 9500 PSI MODULUS OF ELASTICITY OF STEEL 29000 KSI INITIAL PRESTRESS FACTOR....................64 PRESTRESS LOSS FACTOR........................82 DESIGN DATA PRESTRESSING STRAIN IN TENDON...................4.886069E-03 IN/IN SERVICE STRESS IN CONCRETE DUE TO TENDON PRESTRESS....................................2545.818 PSI GROSS MOMENT OF INERTIA ............................. .941.8601 IN 4TH CRACKING MOMENT (ACI 18.8.3)........................42.56142 KIP-FT TENDON TENDONS BENDING TOTAL TOTAL LINE PER ROW STRAIN STRAIN FORCE I 2.531831E-03 .0074179 32934.73 2 2 2.077319E-03 6.963389E-03 61833.5 3 2 8.873942E-04 5.773464E-03 51267.2 4 2 - 5.834345E-04 4.302635E-03 38206.54 5 2 - 1.77336E-03 3.112709E-03 27640.24 6 1 -2.227871E-03 2.658198E-03 11802.14 DIST TO NEUT AXIS FROM COMP SIDE ......... ..... 5.672625 IN CONCRETE COMPRESSIVE FORCE....................223684.4 LBS TOTAL LOAD................................................223684.3 LBS REINFORCEMENT RATIO (ACI 18.9.2) ................ I.764965E-02 REINFORCEMENT INDEX (ACI 18.8.1).................2885559 DESIGN CHECKS ACI 18.9.2 SATISFIED ACI 18.8.1 EXCEEDED ACI 18.8.3 SATISFIED * FIRST TENDON LINE NOT IN YIELD RESULTS ULTIMATE MOMENT CAPACITY = 91.6] 191 KIP-FT CRACKING LOAD MOMENT . = 42.56142 KIP-FT DESIGN MOMENT CAPACITY. 0.9Mn = 83 KIP-FT TENDON YIELD* 1. -. ... CONFJI)ENflM,: The information contained in this design is proprietary to 'lhc &ctes Companies. Inc.. and is heiflg furnished for flic use of the designer in connection with this particular project. Thic information contained herein is not to tic transmitted to any other OrgaflizatJOn unless specifically authorized in writing by The Cretcx Companies. inc. 0 8/27/2003 LS7O-A R.L. FOLEY & dATES, INC. POLE DESIGNATION: LS70-A W/7 URES JOB NO: 2003-139 STRUCTURA NEERS MANUFACTURER: MUSCO PROJECT: CHASE FIELD LAKE FORES CLIENT: LOCATION: CARLSBAD.CA MARK: 131.134 P = SUPERIMPOSED WT + POLE WT V lIlA -- <-- LIGHTS, p = Ce(Cq)(qs)I lvi CBC 2001 EDITION WIND CRITERIA 70 MPH P.A./FIXTURE= 2.9 ft2 EPNFIXTURE = 4.0 ft2 D.L./FIXTURE= 25.0 lbs P.A.= PROJECTED AREA OF FIXTURES @ AIMING ANGLES,CROSSARMS EPA = EFFECTIVE PROJECTED AREA INCLUDING DRAG FACTOR, Cq D.L.= DEAD LOAD OF FIXTURE, & CROSSARM (NOTE: EPA & D.L. PER MUSCO LIGHTING, INC.) Ill I lvi I Iii lvi III II lvi I ill lvi I III I M I III I lvi I III LOCATION FROM TOP,FT FIXTURES WIND,p FIXTURE WEIGHT 0.5 TOP CROSSARM = 4.0 308 LBS 100 LBS 3.0 2ND CROSSARM = 3.0 231 LBS 75 LBS 5.5 3RD CROSSARM = 0.0 0 LBS 0 LBS 8.0 4TH CROSSARM = 0.0 0 LBS 0 LBS 10.5 5TH CROSSARM = 0.0 0 LBS 0 LBS 13.0 6TH CROSSARM = 0.0 0 LBS 0 LBS 15.5 7TH CROSSARM = 0.0 0 LBS 0 LBS 18.0 8TH CROSSARM = 0.0 0 LBS 0 LBS 20.5 9TH CROSSARM = 0.0 0 LBS 0 LBS TOTALS= 7.0 540 LBS 175 LBS v I lB <-- POLE, p= Ce(Cqx2/3)(qs)I LOADING DIAGRAM -> I = 70.00 ft. (ht. from grade) ->IA= 0.12 in. (pole thk. lIop) ->dA = 4.75 in. (pole diam. @ top) -dB = 13.40 in. (pole diam. @ btm) ->IB = 0.179 in. (pole thk. @ btm) ->Fy = 38.0 ksi (fuxt mount sect. = -'Fy 55.0 ksi (other pole sect.) -> E = 29,000 ksi -, Ce = 1.53 MAX-EXPOSURE C Ca 70.0 FT. -> Cq = 1.40 LIGHT FIXT (ON P.A.) -> Cq = 0.933 ROUND POLE -> qs = 12.60 (70 MPH) -> 1= 1.00 4.67 ft) -> EPA MAX 28.0 SOFT. - >SUPERIMPOSEDWT= 0.175 KIPS OUTPUT la = 4.68 in4 taper = 0.140 in/ft lb = 162 in4 dB/dA 2.821 rA= 1.638 in. r8 4.675 in. Aa = 1.745 in2 Ab = 7.435 in2 Sa = 1.97 in3 Sb = 24.25 in3 3.42 P. = 10.6 FROM CRITICAL BUCKLING LOADS TAPERED COLUMNS ,ASCE 2/62 kl/reg (1/(P*)A.5)[kl/rA1 = 330 (where k 2.1) Fy 55 KSI 38 KSI D/t<.441E/Fy= 233 MAX 337 D/t<.319E/Fy = 168 243 D/I < .070E/Fy = 37 53 p = Ce(Cq)(qs)I LIGKTS,p = 26.99 PSF POLE,p= 17.99 PSF MAX SU1RY FOR FOOTING CHECK V= 1.303 KIPS MOMENT= 64.26 K-FT el+MN= 50.3 FT P= 1.558 KIPS Page 8/27/2003 AICI I OOC ...II•nflrr'..Int tie rs,I ,mnnlra I TnflhIa A 0 1--- uses amplification sim to Ca factor • DIST. FROM TOP,FT OUTSIDE DI.AM. IN. THICK. t Ott C6.1-1 TO C6.1-4 ALL. Ma K-FT kl/r C4.1-1 Fe C4-1 TO C4-4 ALL.P KIPS ACT. M K-FT ACT. P KIPS p/Pa ______ C5-3 P/Pa+ MJMax 0.33 C5-1 P/Pa+ CmMIMai 0.33 C5-2 P/Pao+ M/Mao 0.33 SCT. O.K. SHEAR VKIPS AASHTO 1.3.3 Ca DELTA IN xl.44A MOMEN FT-K COMB. MOMENT FT-K 0 4.75 0.120 39.6 4.67 330 2.62 2.39 0.0 0.00 0.000 0.000 0.000 0.000 Y 0.000 72.4 0.0 0.0 1 4.75 0.120 39.6 4.67 330 2.62 2.39 0.2 0.11 0.044 0.078 0.000 0.000 V 0.316 1.00 70.1 0.0 0.2 2 4.75 0.120 39.6 4.67 330 2.62 2.39 0.5 0.11 0.047 0.149 0.000 0.000 Y 0.323 1.00 67.9 0.1 0.5 3 4.75 0.120 39.6 4.67 330 2.62 2.39 0.9 0.19 0.081 0.278 0.000 0.000 V 0.561 1.00 65.7 0.2 1.0 4 4.75 0.120 39.6 4.67 330 2.62 2.39 1.5 0.20 0.083 0.401 0.000 0.000 Y 0.568 1.00 63.5 0.2 1.6 5 4.87 0.120 40.6 6.99 330 2.62 2.45 2.1 0.20 0.084 0.378 0.000 0.000 V 0.575 1.00 61.3 0.3 2.3 6 5.01 0.120 41.7 7.37 330 2.62 2.52 2.6 0.21 0.084 0.441 0.000 0.000 V 0.583 0.99 59.2 0.4 2.9 7 5.15 0.120 42.9 7.76 330 2.62 2.59 3.2 0.22 0.084 0.499 0.000 0.000 V 0.590 0.99 57.0 0.5 3.5 8 5.29 0.120 44.1 8.16 330 2.62 2.66 3.8 0.22 0.084 0.552 0.000 0.000 V 0.598 0.99 54.9 0.5 4.2 9 543 0.120 45.2 8.57 330 2.62 2.73 4.4 0.23 0.084 0.600 0.000 0.000 V 0.606 0.99 52.9 -0.6 4.9 10 5.57 0.120 46.4 8.99 330 2.62 2.81 5.0 0.24 0.085 0.644 0.000 0.000 V 0.614 0.99 50.9 0.7 5.5 11 5.71 0.120 47.6 9.42 330 2.62 2.88 5.6 0.25 0.085 0.684 0.000 0.000 Y 0.622 0.99 48.9 0.8 6.2 12 5.85 0.120 48.7 9.86 330 2.62 2.95 6.3 0.25 0.086 0.722 0.000 0.000 Y 0.630 0.98 46.9 0.9 6.9 13 5.99 0.120 49.9 10.31 330 2.62 3.02 6.9 0.26 0.086 0.756 0.000 0.000 V 0.638 0.98 45.0 1.0 7.6 14 6.13 0.120 51.1 10.77 330 2.62 3.10 7.5 0.27 0.086 0.788 0.000 0.000 V 0.647 0.98 43.2 1.1 8.3 15 6.27 0.120 52.2 11.24 330 2.62 3.17 8.2 0.28 0.087 0.817 0.000 0.000 V 0.656 0.98 41.3 1.1 9.0 16 6.41 0.120 53.4 11.71 330 2.62 3.24 8.9 0.28 0.088 0.844 0.000 0.000 V 0.664 0.98 39.6 1.2 9.7 17 6.55 0.120 54.6 12.20 330 2.62 3.31 9.5 0.29 0.088 0.869 0.000 0.000 V 0.673 0.97 37.9 1.3 10.4 18 6.69 0.120 55.7 12.70 330 2.62 3.38 10.2 0.30 0.089 0.892 0.000 0.000 V 0.683 0.97 36.2 1.4 11.2 19 6.83 0.120 56.9 13.21 330 2.62 3.46 10.9 0.31 0.089 0.914 0.000 0.000 V 0.692 0.97 34.5 1.5 11.9 20 6.97 0.120 58.1 13.73 330 2.62 3.53 11.6 0.32 0.090 0.935 0.000 0.000 V 0.702 0.97 32.9 1.6 12.7 21 7.11 0.120 59.2 14.25 330 2.62 3.60 12.3 0.33 0.091 0.954 0.000 0.000 V 0.712 0.97 31.4 1.7 13.5 22 7.25 0.120 60.4 14.79 330 2.62 3.67 13.0 0.34 0.091 0.971 0.000 0.000 V 0.722 0.96 29.9 1.8 14.2 23 7.39 0.120 61.6 15.34 330 2.62 3.74 13.7 0.35 0.092 0.988 0.000 0.000 V 0.732 0.96 28.5 1.8 15.0 24 7.53 0.120 62.7 15.89 330 2.62 3.82 14.5 0.35 0.093 1.004 0.000 0.000 V 0.742 0.96 27.0 1.9 15.8 25 7.67 0.120 63.9 16.46 330 2.62 3.89 15.2 0.36 0.094 1.019 0.000 0.000 V 0.753 0.96 25.7 2.0 16.6 26 7.81 0.120 65.1 17.04 330 2.62 3.96 16.0 0.37 0.094 1.033 0.000 0.000 V 0.764 0.96 24.4 2.1 17.4 27 7.95 0.120 66.2 17.62 330 2.62 4.03 16.8 0.38 0.095 1.046 0.000 0.000 V 0.775 0.95 23.1 2.2 18.3 28 8.09 0.120 67.4 18.22 330 2.62 4.11 17.5 0.39 0.096 1.059 0.000 0.000 V 0.766 0.95 21.9 2.3 19.1 29 8.23 0.120 68.6 18.83 330 2.62 4.18 18.3 0.40 0.097 1.070 0.000 0.000 V 0.798 0.95 20.7 2.3 20.0 30 8.37 0.120 69.7 19.44 330 2.62 4.25 19.1 0.42 0.098 1.082 0.000 0.000 V 0.808 0.95 19.5 2.4 20.8 31 8.51 0.120 70.9 20.07 330 2.62 4.32 19.9 0.43 0.099 1.092 0.000 0.000 V 0.819 0.94 18.4 2.5 21.7 32 8.65 0.120 72.1 20.70 330 2.62 4.39 20.8 0.44 0.099 1.103 0.000 0.000 V 0.830 0.94 17.4 2.6 22.6 33 8.79 0.120 73.2 21.35 330 2.62 4.47 21.6 0.45 0.100 1.112 0.000 0.000 V 0;841 0.94 16.4 2.7 23.5 34 8.93 0.120 74.4 22.00 330 2.62 4.54 22.5 0.46 0.101 1.122 0.000 0.000 V 0.853 0.94 15.4 2.7 24.4 35 9.07 0.120 75.6 22.67 330 2.62 4.61 23.3 0.47 0.102 1.130 0.000 0.000 V 0.864 0.94 14.5 2.8 25.3 36 9.21 0.120 76.7 23.34 330 2.62 4.68 24.2 0.48 0.103 1.139 0.000 0.000 V 0.876 0.93 13.6 2.9 26.2 37 9.35 0.120 77.9 24.03 330 2.62 4.76 25.1 0.49 0.104 1.147 0.000 0.000 V 0.888 0.93 12.7 3.0 27.1 38 9.25 0.179 51.7 36.54 330 2.62 6.97 26.0 0.51 0.073 0.784 0.000 0.000 V 0.900 0.94 11.9 3.0 28.1 39 9.39 0.179 52.4 37.59 330 2.62 7.08 26.9 0.53 0.075 0.789 0.000 0.000 V 0.912 0.94 11.2 3.1 29.0 40 9.53 0.179 53.2 38.65 330 2.62 7.19 27.8 0.55 0.076 0.795 0.000 0.000 V 0.923 0.94 10.4 3.2 30.0 41 9.67 0.179 54.0 39.73 330 2.62 7.29 28.7 0.57 0.078 0.800 0.000 0.000 V 0.935 0.94 9.7 3.3 31.0 42 9.81 0.179 54.8 40.83 330 2.62 7.40 29.6 0.58 0.079 0.805 0.000 0.000 V 0.946 0.94 9.0 3.3 32.0 43 9.95 0.179 55.6 41.93 330 2.62 7.51 30.6 0.60 0.080 0.810 0.000 0.000 V 0.958 0.94 8.3 3.4 33.0 44 10.09 0.179 56.3 43.06 330 2.62 7.62 31.6 0.62 0.082 0.815 0.000 0.000 V 0.970 0.93 7.7 3.5 34.0 45 10.23 0.179 57.1 44.20 330 2.62 7.72 32.5 0.64 0.083 0.819 0.000 0.000 V 0.982 0.93 7.1 3.5 35.0 46 10.37 0.179 57.9 45.35 330 2.62 7.83 33.5 0.66 0.084 0.824 0.000 0.000 V 0.994 0.93 6.5 3.6 36.0 47 10.51 0.179 58.7 46.52 330 2.62 7.94 34.5 0.68 0.086 0.828 0.000 0.000 V 1.006 0.93 6.0 3.7 37.1 48 10.65 0.179 59.5 47.70 330 2.62 8.05 35.5 0.70 0.087 0.832 0.000 0.000 V 1.019 0.93 5.4 3.7 38.1 49 10.79 0.179 60.3 48.89 330 2.62 8.15 36.6 0.72 0.088 0.836 0.000 0.000 V 1.031 0.93 4.9 3.8 39.2 50 10.93 0.179 61.0 50.11 330 2.62 8.26 37.6 0.74 0.090 0.840 0.000 0.000 V 1.043 0.92 4.5 3.8 40., -C-. 8/27/2003 I--- LIaPS amolirication sim to Ca factor LS70A AISI 1986 w/19 DNDUMS- CYLINDRICAL TUBULAR MRS V C6.1-1 TO C4.1-1 C4-1 TO C5-3 C5-1 C5-2 1.44 01ST. OUT E C 6.1-4 C4-4 P/Pa+ P/Pa+ PfPao+ AASHTO xl.44A COMB. FROM DIAM. THICK. 0/I ALL. Ma kl/r Fe ALL.P ACT. M ACT. P P/Pa M/Max CmM/Ma M/Mao SCT. SHEAR 1.3.3 DELTA MOMEN MOMENT TOP,FT IN. I K-FT KIPS K-FT KIPS 0.33 <1.33 <1.33 O.K.VKIPS Ca IN FT-K FT-K 51 11.07 0.179 61.8 51.33 330 2.62 8.37 38.7 0.76 0.091 0.844 0.000 0.000 V 1.056 0.92 4.0 3.9 41.4 52 11.21 0.179 62.6 52.57 330 2.62 8.48 39.7 0.78 0.092 0.848 0.000 0.000 V 1.068 0.92 3.6 4.0 42.5 53 11.35 0.179 63.4 53.83 330 2.62 8.59 40.8 0.80 0.094 0.851 0.000 0.000 Y 1.080 0.92 3.2 4.0 43.6 54 11.49 0.179 64.2 55.10 330 2.62 8.69 41.9 0.83 0.095 0.855 0.000 0.000 Y 1.093 0.92 2.8 4.1 44.7 55 1163 0.179 64.9 56.38 330 2.62 8.80 43.0 1.20 0.136 0.898 0.000 0.000 V 1.105 0.90 2.5 4.1 45.9 56 11.77 0.179 65.7 57.68 330 2.62 8.91 44.1 1.22 0.137 0.901 0.000 0.000 Y 1.117 0.90 2.1 4.2 47.0 57 11.91 0.179 66.5 59.00 330 2.62 9.02 45.2 1.24 0.138 0.904 0.000 0.000 V 1.129 0.90 1.8 4.3 48.2 58 12.05 0.179 67.3 60.32 330 2.62 9.12 46.3 1.27 0.139 0.907 0.000 0.000 V 1.142 0.90 1.6 4.3 49.4 59 12.19 0.179 68.1 61.67 330 2.62 9.23 47.5 1.29 0.140 0.910 0.000 0.000 V 1.154 0.90 1.3 4.4 50.5 60 12,33 0.179 68.9 63.03 330 2.62 9.34 48.7 1.31 0.140 0.912 0.000 0.000 V 1.167 0.89 1.1 4.4 51.7 61 12.47 0.179 69.6 64.40 330 2.62 9.45 49.8 1.33 0.141 0.915 0.000 0.000 V 1.180 0.89 0.9 4.5 52.9 62 12.61 0.179 70.4 65.79 330 2.62 9.55 51.0 1.36 0.142 0.918 0.000 0.000 V 1.193 0.89 0.7 4.5 54.2 63 12.75 0.179 71.2 67.19 330 2.62 9.66 52.2 1.38 0.143 0.920 0.000 0.000 V 1.206 0.89 0.5 4.6 55.4 64 12.89 0.179 72.0 68.60 330 2.62 9.77 53.4 1.41 0.144 0.923 0.000 0.000 V 1.220 0.89 0.4 4.6 56.6 65 13.03 0.179 72.8 70.04 330 2.62 9.88 54.7 1.43 0.145 0.925 0.000 0.000 V 1.233 0.89 0.3 4.6 57.9 66 13.17 0.179 73.6 71.48 330 2.62 9.98 55.9 1.46 0.146 0.928 0.000 0.000 V 1.247 0.88 0.2 4.7 59.1 67 13.31 0.179 74.3 72.94 330 2.62 10.09 57.1 1.48 0.147 0.930 0.000 0.000 Y 1.260 0.88 0.1 4.7 60.4' 68 13.45 0.179 75.1 74.42 330 2.62 10.20 58.4 1.51 0.148 0.933 0.000 0.000 V 1.274 0.88 0.0 4.7 61.7 69 13.59 0.179 75.9 75.91 330 2.62 10.31 59.7 1.53 0.149 0.935 0.000 0.000 Y 1.288 0.88 0.0 4.7 63.0 70 13.73 0.179 76.7 77.41 330 2.62 10.42 61.0 1.56 0.150 0.938 0.000 0.795 Y 1.303 0.88 0.0 4.7 64.3 Page O6-262OOJ TIlE CRETEX COMPANIES, INC. ANALYSIS OF ANNULAR PRESTRESSED MEMBER BASE)) ON COMPATIBLE STRAIN PROCEDURE PER AC)-318 WI'!' H AN 1I1.J)MATE CONCRE'I'E STRAIN OF 0.003. 5 TYPE 3 BASE INPUT DATA OUTSIDE DIAMETER OF X-SECTION 13.32 IN INSIDE DIAMETER OF HOLLOW CORE 6.125 IN DIAMETER OF TENDON CIRCLE ........... .... 10.625 IN NUMBER OF TENDONS...........................12 TENDON DIAMETER................................5 IN NOMINAL AREA OF TENDON ................... .153] SQ IN ULTIMATE STRENGTH OF TENDON 270 KSI YIELD STRENGTH OF TENDON................230 KSI TENDON YIELD STRAIN ......................... 7.931035E-03 SERVICE STRESS IN TENDON .................. ]4].696 KSI CONCRETE COMPRESSIVE STRENGTH 9500 PSI MODULUS OF ELASTICITY OF STEEL 29000 KSI INITIAL PRESTRESS FACTOR....................64 PRESTRESS LOSS FACTOR........................82 DESIGN DATA PRESTRESSING STRAIN IN TENDON ................. ..4.886069E-03 IN/IN SERVICE STRESS IN CONCRETE DUE TO TENDON PRESTRESS....................................2409.395 PSI GROSS MOMENT OF INERTIA.............................1476.121 IN 4" CRACKING MOMENT (AC! 18.8.3)........................57.25917 KIP-FT TENDON TENDONS BENDING TOTAL S LINE PER ROW STRAIN STRAIN TOTAL TENDON FORCE YIELD' 1 2.811591 E-03 7.697661E-03 34176.85 2 2 2.466105E-03 7.352174E-03 65285.83 3 2 1.522217E-03 6.408286E-03 56904.3 4 2 2.328418E-04 5.118911 E-03 45454.9 5 2 - 1.056533E.-03 3.829536E-03 34005.51 6 2 - 2.000421E-03 2.885648E-03 25623.98 7 1 -2.345908E-03 2.540161E-03 11278.06 DIST TO NEW' AXIS FROM COMP SIDE ...... ... ..... 6.180321 IN CONCRETE COMPRESSIVE FORCE....................272729.4 LBS TOTAL LOAD................................................272729.5 LBS REINFORCEMENT RATIO (AC! 18.9.2)................1.950629E-02 REINFORCEMENT INDEX (ACI 18.8.1).................3364167 DESIGN CHECKS ACI 18.9.2 SATISFIED ACI 18.8.1 EXCEEDED ACI 18.8.3 SATISFIED * FIRST TENDON LINE NOT IN YIELD RESULTS ULTIMATE MOMENT CAPACITY = 129.0044 KIP-FT CRACKING LOAD MOMENT = 57.25917 KIP-FT DESIGN MOMENT CAPACITY, 0.9Mn = 117 KIP-FT /'-','-r S .CONFIDENTiAL: The information contained in this design is proprietary to The Crctcx Companies. inc., and is being furnished for the use of the designer in connection with this particular project The information contained herein is not to he transmitted to any other organization unless specifically authorized in writing by The Ctctcx Companies, Inc. 8/27/2003 LS7O-C R.L. FOLEY,OCIATES. INC. POLE DESIGNATION: LS70-C W TURES JOB NO: 2003-139 STRUCTUR INEERS MANUFACTURER: MUSCO • PROJECT: CHASE FIELD ILAKE FORE CLIENT: LOCATION: CARLSBAD.CA MARK: 132,133 I P = SUPERIMPOSED WT + POLE WI V HiA -- A-- LIGHTS, p = Ce(Cq)(qs)I lvi ICBC 2001 WIND CRITERIA L 70 MPH PA./FIXTURE= 2.9 fl2 EPA/FIXTURE = 4.0 ft2 D.L./FIXTURE= 25.0 lbs P.A.= PROJECTED AREA OF FIXTURES @ AIMING ANGLES,CROSSARMS EPA = EFFECTIVE PROJECTED AREA INCLUDING DRAG FACTOR, Cg D.L.= DEAD LOAD OF FIXTURE. & CROSSARM (NOTE: EPA & D.L. PER MUSCO LIGHTING, INC.) lvi iii I lvi I iii II lvi III I lvi C-- I iii C-- lvi III IV] C-- ivI C- III C-. LOCATION FROM TOP,FT FIXTURES WIND,p FIXTURE WEIGHT 0.5 TOP CROSSARM= 7.0 540 LBS 175 LBS 3.0 2ND CROSSARM = 7.0 540 LBS 175 LBS 5.5 3RD CROSSARM = 0.0 0 LBS 0 LBS 8.0 4TH CROSSARM = 0.0 0 LBS 0 LBS 10.5 5TH CROSSARM = 0.0 0 LBS 0 LBS 13.0 6TH CROSSARM = 0.0 0 LBS 0 LBS 15.5 7TH CROSSARM = 0.0 0 LBS 0 LBS 18.0 8TH CROSSARM = 0.0 0 LBS 0 LBS 20.5 9TH CROSSARM = 0.0 0 LBS 0 LBS TOTALS= 14.0 1080 LBS 350 LBS V 116 <-- POLE, p= Ce(Cqx2/3)(qs)I LOADING DIAGRAM -> I = 70.00 ft. (ht. from grade) ->t.A= 0125 in. (pole thk. @top) ->dA = 7.00 in. (pole diam. @ top) -dB = 15.75 in. (pole diam. @ btm) ->tB = 0.179 in. (pole thk. @ btm) ->Fy = 38.0 ksi (fixt mount sect. = ->Fy = 55.0 ksi (other pole sect.) > E = 29.000 ksi -> Ce = 1.53 MAX-EXPOSURE C Ca 70.0 FT. -> Cq = 1.40 LIGHT FIXT (ON P.A.) -> = 0.933 ROUND POLE -> qs = 12.60 (70 MPH) -> I= 1.00 5.42 ft) -> EPA MAX = 56.0 SOFT. -> SUPERIMPOSED WT = 0.350 KIPS 1a = 15.96 in4 taper= 0.140 in/ft Ib= 265 in4 dBIdA= 2.250 rA= 2.431 in. rB= 5.506 in. Aa = 2.700 in2 Ab = 8.756 in2 Sa = 4.56 in3 Sb = 33.70 in3 3.47 P = 6.5 FROM CRITICAL BUCKLING LOADS TAPERED COLUMNS,ASCE 2/62 kl/req =(1/(P*)A.5)IkI/rA] = 284 =(where k2.1) FV= 55 KSI 38 KSI D/t < .441 E/Fy = 233 MAX 337 D/t<.319E/Fy= 168 243 D/t < .070E/Fy = 37 53 p = Ce(Cq)(qs)l LIGHTS,p = 26.99 PSF POLE,p = 17.99 PSF MAX SUMMARY FOR FOOTING CHECK 2.048 KIPS MOMENT= 111.27 K-FT e1+MN= 55.3 FT PC 2.532 KIPS Page 8/27/2003 LS 70-C I--- uses amohifuc2tion cim to C2 fetnr 0 AISI 1986 w/19DNDUMS- CYLINDRICAL TUBULAR MEMBERS v C6.1-1 TO C4.1-1 C4-1 TO C5-3 C5-1 C5-2 1.44P DIST. OUTSIDE C6.1-4 C4-4 P/Pa+ PIPa+ P/Pao+ MSHTO xl.44A COMB. FROM DIAM. THICK. DIt ALL. Ma kllr Fe ALL.P ACT.M ACT.P P/Pa M/Max CmMIMa M/Mao SCT. SHEAR 1.3.3 DELTA MOMEN MOMENT TOPFT IN. I K-FT _g - KIPS K-FT KIPS ______ <1.33 <1.33 0.33 O.K. V,KIPS Ca UJ FT-K FT-K 0 7.00 0.125 56.0 10.74 284 3.54 4.98 0.0 0.00 0.000 0.000 0.000 0.000 Y 0.000 60.7 0.0 0.0 1 7.00 0.125 56.0 10.74 284 3.54 4.98 0.3 0.18 0.037 0.063 0.000 0.000 Y 0.550 1.00 59.2 0.1 0.3 2 7.00 0.125 56.0 10.74 284 3.54 4.98 0.8 0.19 0.039 0.116 0.000 0.000 Y 0.561 1.00 57.6 0.1 0.9 3 7.00 0.125 56.0 10.74 284 3.54 4.98 1.7 0.38 0.076 0.231 0.000 0.000 Y 1.111 1.00 56.0 0.2 1.8 4 7.00 0.125 56.0 10.74 284 3.54 4.98 2.8 0.39 0.078 0.337 0.000 0.000 Y 1.122 1.00 54.4 0.3 3.0 5 7.30 0.179 40.8 16.48 284 3.54 7.39 3.9 0.40 0.054 0.291 0.000 0.000 Y 1.132 1.00 52.9 0.4 4.2 6 7.44 0.179 41.6 24.30 284 3.54 7.53 5.0 0.41 0.055 0.263 0.000 0.000 Y 1.143 1.00 51.3 0.5 5.4 7 7.58 0.179 42.3 25.16 284 3.54 7.68 6.2 0.43 0.056 0.302 0.000 0.000 Y 1.155 1.00 49.8 0.6 6.6 8 7.72 0.179 43.1 26.03 284 3.54 7.82 7.4 0.44 0.057 0.339 0.000 0.000 Y 1.166 1.00 48.2 0.8 7.9 9 7.86 0.179 43.9 26.92 284 3.54 7.97 8.5 0.46 0.057 0.374 0.000 0.000 Y 1.178 1.00 46.7 0.9 9.1 10 8.00 0.179 44.7 27.83 284 3.54 8.11 9.7 0.47 0.058 0.407 0.000 0.000 Y 1.189 0.99 45.2 1.0 10.4 11 8.14 0.179 45.5 28.75 284 3.54 8.26 10.9 0.49 0.059 0.438 0.000 0.000 Y 1.200 0.99 43.7 1.1 11.7 12 8.28 0.179 46.2 29.68 284 3.5.4 8.40 12.1 0.50 0.060 0.468 0.000 0.000 Y 1.212 0.99 42.3 1.3 13.0 13 8.42 0.179 47.0 30.63 284 3.54 8.55 13.3 0.52 0.061 0.496 0.000 0.000 Y 1.223 0.99 40.8 1.4 14.3 14 8.56 0.179 47.8 31.59 284 3.54 8.69 14.6 0.54 0.062 0.522 0.000 0.000 Y 1.235 0.99 39.4 1.5 15.6 15 8.70 0.179 48.6 32.57 284 3.54 8.84 15.8 0.55 0.062 0.548 0.000 0.000 Y 1.247 0.99 38.0 1.7 16.9 16 8.84 0.179 49.4 33.56 284 3.54 8.98 17.1 0.57 0.063 0.571 0.000 0.000 Y 1.260 0.99 36.6 1.8 18.3 17 3.98 0.179 50.2 3457 284 3.54 9.13 18.3 0.58 0.064 0.594 0.000 0.000 Y 1.272 0.99 35.3 1.9 19.7 18 9.12 0.179 50.9 35.59 284 3.54 9.28 19.6 0.60 0.065 0.616 0.000 0.000 Y 1.285 0.98 33.9 2.1 21.0 19 9.26 0.179 51.7 36.63 284 3.54 9.42 20.9 0.62 0.066 0.636 0.000 0.000 Y 1.298 0.98 32.6 2.2 22.4 20 9.40 0.179 52.5 37.68 284 3.54 9.57 22.2 0.64 0.067 0.656 0.000 0.000 Y 1.311 0.98 31.3 2.3 23.8 21 9.54 0.179 53.3 38.74 284 3.54 9.71 23.5 0.65 0.067 0.674 0.000 0.000 Y 1.324 0.98 30.0 2.5 25.2 22 9.68 0.179 54.1 39.82 284 3.54 9.86 24.8 0.67 0.068 0.692 0.000 0.000 Y 1.337 0.98 28.8 2.6 26.7 23 9.82 0.179 54.8 40.92 284 3.5.4 10.00 26.2 0.69 0.069 0.709 0.000 0.000 Y 1.351 0.98 27.6 2.8 28.1 24 9.96 0.179 55.6 42.03 284 3.54 10.15 27.5 0.71 0.070 0.725 0.000 0.000 Y 1.365 0.98 26.4 2.9 29.6 25 10.10 0.179 56.4 43.15 284 3.54 10.29 28.9 0.73 0.071 0.741 0.000 0.000 Y 1.379 0.97 25.2 3.1 31.1 26 10.24 0.179 57.2 44.29 284 3.54 10.44 30.3 0.75 0.072 0.756 0.000 0.000 Y 1.393 0.97 24.1 3.2 32.5 27 10.38 0.179 58.0 45.45 284 3.54 10.58 31.7 0.77 0.073 0.770 0.000 0.000 Y 1.408 0.97 23.0 3.4 34.0 28 10.52 0.179 58.8 46.62 284 3.54 10.73 33.1 0.79 0.073 0.784 0.000 0.000 Y 1.422 0.97 21.9 3.5 35.6 29 10.66 0.179 59.5 47.80 284 3.54 10.87 34.5 0.81 0.074 0.797 0.000 0.000 Y 1.437 0.97 20.8 3.7 - 37.1 30 10.80 0.179 60.3 49.00 284 3.54 11.02 36.0 0.83 0.075 0.810 0.000 0.000 Y 1.451 0.97 19.8 3.8 38.6 31 10.57 0.179 59.1 47.05 284 3.54 10.78 37.4 0.85 0.079 0.875 0.000 0.000 Y 1.465 0.96 18.8 4.0 40.2 32 10.71 0.179 59.8 48.24 284 3.54 10.93 38.9 0.87 0.079 0.886 0.000 0.000 Y 1.478 0.96 17.8 4.1 41.8 33 10.85 0.179 60.6 49.45 284 3.54 11.07 40.4 0.89 0.080 0.897 0.000 0.000 Y 1.492 0.96 16.8 4.3 43.4 34 10.99 0.179 61.4 50.66 284 3.54 11.22 41.9 0.91 0.081 0.908 0.000 0.000 Y 1.506 0.96 15.9 4.4 45.0 35 11.13 0.179 62.2 51.90 284 3.54 11.36 43.4 0.93 0.082 0.918 0.000 0.000 Y 1.520 0.96 15.0 4.6 466 36 11.27 0.179 63.0 53.14 284 3.54 11.51 44.9 0.95 0.083 0.928 0.000 0.000 Y 1.535 0.95 14.1 4.7 48.2 37 11.41 0.179 63.7 54.41 284 3.54 11.65 46.5 0.97 0.083 0.938 0.000 0.000 Y 1.549 0.95 13.2 4.8 498 38 11.55 0.179 64.5 55.68 284 3.54 11.80 48.0 0.99 0.084 0.947 0.000 0.000 V 1.564 0.95 12.4 5.0 51.5 39 11.69 0.179 65.3 56.97 284 3.54 11.94 49.6 1.02 0.085 0.956 0.000 0.000 V 1.579 0.95 11.6 5.1 532 40 11.83 0.179 66.1 58.28 284 3.54 12.09 51.2 1.04 0.086 0.964 0.000 0.000 V 1.593 0.95 10.9 53 54.9 41 11.97 0.179 66.9 59.60 284 3.54 12.23 52.8 1.06 0.087 0.973 0.000 0.000 V 1.608 0.95 10.1 5.4 56.5 42 12.11 0.179 67.7 60.94 284 3.54 12.38 54.4 1.08 0.088 0.981 0.000 0.000 V 1.622 0.94 9.4 5.5 58.3 43 12.25 0.179 68.4 62.29 284 3.54 12.53 56.0 1.11 0.088 0.988 0.000 0.000 V 1.637 0.94 8.7 57 60.0 44 12.39 0.179 69.2 63.65 284 3.54 12.67 57.7 1.13 0.089 0.996 0.000 0.000 V 1.652 0.94 8.1 5.8 61.7 45 12.53 0.179 70.0 65.03 284 3.54 12.82 59.4 1.15 0.090 1.003 0.000 0.000 Y 1.666 0.94 7.5 5.9 63.5 46 12.67 0.179 70.8 66.43 284 3.54 12.96 61.0 1.18 0.091 1.010 0.000 0.000 V 1.681 0.94 6.9 60 652 47 12.81 0.179 71.6 67.83 284 3.54 13.11 62.7 1.20 0.092 1.016 0.000 0.000 V 1.696 0.94 6.3 6.1 67.0 48 12.95 0.179 72.3 69.26 284 3.54 13.25 64.4 1.23 0.093 1.023 0.000 0.000 V 1.711 0.93 5.7 63 68.8 49 13.09 0.179 73.1 70.70 284 3.54 13.40 66.1 1.25 0.093 1.029 0.000 0.000 V 1.726 0.93 52 64 706 50 13,23 0.179 73.9 72.15 284 3.54 13.54 67.9 1.28 0.094 1.035 0.000 0.000 V 1.740 0.93 4.7 6.5 724, 8/27/2003 I--- - ,-.- ,..---,--.. - I S7fl-C AISI 1986w/1 DNDUMS- CYLINDRICAL TUBULAR MEMBERS C6.1-1 TO dTi C4-1 TO C5-3 C5-1 C5-2 1.4 DIST. OU E C6.14 C4-4 P/Pa+ P/Pa+ P/Pao+ AASHTO xi. 44A COMB. FROM DIAM. THICK. D/t ALL. Ma kllr Fe ALL.P ACT. M ACT. P P/Pa M/Max CmM/Ma M/Mao SCT. SHEAR 1.3.3 DELTA MOMEN MOMENT TOP,FT IN. I K-FT KIPS K-FT KIPS ___ <1.33 <1.33 <1.33 O.K. VKJPS Ca UJ FT-K FT-K 51 13.37 0.179 74.7 73.62 284 3.54 13.69 69.6 1.30 0.095 1.041 0.000 0.000 V 1.755 0.93 4.2 6.6 74.2 52 1351 0.179 75.5 75.10 284 3.54 13.83 71.4 1.33 0.096 1.046 0.000 0.000 Y 1.770 0.93 3.8 6.7 76.0 53 13.65 0.179 76.3 76.60 284 3.54 13.98 73.2 1.35 0.097 1.052 0.000 0.000 Y 1.785 0.93 3.4 6.8 77.9 54 13.79 0.179 77.0 78.11 284 3.54 14.12 74.9 1.38 0.098 1.057 0.000 0.000 Y 1.800 0.93 3.0 6.9 79.7 55 13.93 0.179 77.8 79.63 284 3.54 14.27 76.8 2,11 0.148 1.111 0.000 0.000 V 1.815 0.91 2.6 7.0 81.6 56 14.07 0,179 78.6 81.17 284 3.54 14.41 78.6 2.13 0.148 1.116 0.000 0.000 V 1.829 0.90 2.3 7.1 83.5 57 14.21 0.179 79.4 82.73 284 3.54 14.56 80.4 2.16 0.148 1.120 0.000 0.000 V 1.844 0.90 2.0 7.3 85.5 58 14,35 0.179 80.2 84.30 284 3.54 14.70 82.3 2.19 0.149 1.125 0.000 0.000 V 1.859 0.90 1.7 7.4 87.4 59 14.49 0.179 80.9 85.88 284 3.54 14.85 84.1 2.21 0.149 1.129 0.000 0.000 Y 1.874 0.90 1.4 7.5 89.3 60 14.63 0.179 81.7 87.48 284 3.54 14.99 86.0 2.24 0.149 1.133 0.000 0.000 V 1.889 0.90 1.2 7.6 91.3 61 14.77 0.179 82.5 89.10 284 3.54 15.14 87.9 2.27 0.150 1.137 0.000 0.000 V 1.904 0.90 0.9 7.7 93.2 62 14.91 0.179 83.3 90.73 284 3.54 15.29 89.8 2.30 0.150 0.000 1.073 0.000 V 1.920 0.89 0.7 7.7 95.2 63 15.05 0.179 84.1 92.37 284 3.54 15.43 91.7 2.33 0.151 0.000 1.076 0.000 V 1.935 0.89 0.6 7.8 97.2 64 15.19 0.179 84.9 94.03 284 3.54 15.58 93.7 2.35 0.151 0.000 1.078 0.000 V 1.951 0.89 0.4 7.9 99.2 65 15.33 0.179 85.6 95.70 284 3.54 15.72 95.6 2.38 0.152 0.000 1.080 0.000 V 1.967 0.89 0.3 7.9 101.2 66 15.47 0.179 86.4 97.39 284 3.54 15.87 97.6 2.41 0.152 0.000 1.083 0.000 V 1.983 0.89 0.2 8.0 103.2 67 15.61 0.179 87.2 99.09 284 3.54 16.01 99.6 2.44 0.153 0.000 1.085 0.000 V 1.999 0.89 0.1 8.0 105.2 68 15.75 0.179 88.0 100.81 284 3.54 16.16 101.6 2.47 0.153 0.000 1.087 0.000 V 2.015 0.89 0.0 8.0 107.2 69 15.89 0.179 88.8 102.54 284 3.54 16.30 103.6 2.50 0.153 0.000 1.089 0.000 V 2.032 0.88 0.0 8.0 109.2 70 16.03 0.179 89.6 104.29 284 3.54 16.45 105.7 2.53 0.154 0.000 1.091 1.023 V 2.048 0.88 0.0 8.0 111.3 Page /' 06-26-2001 THE CRETEX COMPANIES, INC. ANALYSIS OF ANNULAR PRESTRESSED MEMBER BASED ON COMPATIBLE STRAIN PROCEDURE PER A0-318 WITH AN ULTIMATE CONCRETE STRAIN OF 0.03. 0 . TYPE 4 BASE INPUT DATA OUTSIDE DIAMETER OF X-SECTION 15.67 IN INSIDE DIAMETER OF HOLLOW CORE 9.375 IN DIAMETER OF TENDON CIRCLE...............12.625 IN NUMBER OF TENDONS...........................12 TENDON DIAMETER................................5 IN NOMINAL AREA OF TENDON ................... .153] SQ IN ULTIMATE STRENGTH OF TENDON 270 KSI YIELD STRENGTH OF TENDON................230 KSI TENDON YIELD STRAIN ......................... 7.931035E-03 SERVICE STRESS IN TENDON.................. 141.696 KSI CONCRETE COMPRESSIVE STRENGTH 9500 PSI MODULUS OF ELASTICITY OF STEEL.......29000 KS! INITIAL PRESTRESS FACTOR....................64 PRESTRESS LOSS FACTOR........................82 DESIGN DATA PRESTRESSING STRAIN IN TENDON ................... 4.886069E-03 [N/IN SERVICE STRESS IN CONCRETE DUE TO TENDON PRESTRESS .................................... 1915. 1 58 PSI GROSS MOMENT OF INERTIA.............................2718.192 IN 4TH CRACKING MOMENT (ACI 18.8.3)........................75.76441 KIP-FT TENDON TENDONS BENDING TOTAL TOTAL TENDON LINE PER ROW STRAIN STRAIN FORCE YIELDi 1 1 3.044966E-03 7.931035E-03 35213 X 2 2 3.044966E-03 7.931035E-03 70426 X 3 2 2.443158E-03 7.329227E-03 65082.07 4 2 8.800991E-04 5.766168E-03 51202.42 5 2 - 6.829595E-04 4.20311E-03 37322.77 6 2 - 1.827198E-03 3.058872E-03 27162.17 7 1 -2.246018E-03 2.640051E-03 11721.56 DIST TO NEUT AXIS FROM COMP SIDE..............6.057835 IN CONCRETE COMPRESSIVE FORCE .......... . .......... 298130 LBS TOTAL LOAD................................................298130 LBS REINFORCEMENT RATIO (ACI 18.9.2)................1.555834E-02 REINFORCEMENT INDEX (ACI 18.8.1).................2725592 DESIGN CHECKS ACT 18.9.2 SATISFIED ACI 18.8.1 EXCEEDED ACT 18.8.3 SATISFIED * FIRST TENDON LINE IN YIELD RESULTS ULTIMATE MOMENT CAPACITY = 176.9089 KIP-FT CRACKING LOAD MOMENT = 75.76441 KIP-FT DESIGN MOMENT CAPACITY, 0.9Mn 160 KIP-FT WSI:) /2.S //O j=7 . CONFIJ)EN'flAL: The islorivation contained in this design is proprietary to The Cretex Companies. Inc., and is being furnished for the use of the designer in connection with this particular project. The infoimation contained herein is not to be transmitted to any other organization unless specifically authorized in writing by 11ie Crelcx Companies, Inc. DESI•OF EMBEDDED POLE FOOTING- R. L. FOLEY ACIATES, INC. NONCONSTRAINED STRUCTURAL ENGINEERS CBC Section 1806.8.2.1 Mark/Type T S60-A LS70-A LS7O-C INPUT Shear, P lbs = 1,023 1,303 2,048 height of P above grade, h ft = 43.5 50.3 55.3 allow lateral brg pressure, s psf/ft = 800 800 800 max allow lateral brg pressure psf/ft = 1 4000 4000 4000 Diameter, b ft = 2.5 2.5 2.5 OUPUT Moment at grade, M ft-lbs = 44,501 65,541 113,254 acting lateral brg pressure, S1 psf/ft = 1,536 1,746 2,102 allow lateral brg pressure, S = 1,536 1,746 2,102 A=2.34P/(S1b) = 0.62 0.70 0.91 Min req'd embedment, d ft = 5.76 I 6.55 7.88 I =A/2{1+(1+4.36h/A)1"2} USE 30 IN DIAMETER ---> 10'-0 I USE 30 IN DIAMETER ---> 12'-0 USE 30 IN DIAMETER ---> 14-0 Page . LIGHT STRUCTURE PRECAST PIER BASE BY MUSCO LIGHTING. INC. (SEE POLE (DEN T IT IC AT IGMI Ill V - CONCRETE BACKFILL CAISSON DIAMETER - (SEE POLE FOUNDAIION SCHEDULE -1 - C- U C) c°.z IL IJIIDISTIJRBED Il-I-SITU SOIL) ( .'.CAVr\ 'I'I BlAME [ER (;Et PO..E rc'j;II;A [ION ';CIEDuLE I PUL.F. F(..UIIDA1O'1 ri Al I 7— 4O7 3(7 tIo.2 I \ 9 Ji CT PRECAST BASE TYPE WEIGHT LBS OVERALL LENGTH FEET HEIGHT ABOVE GRADE FEET EMBEDMENT IN CAISSON FEET OUTSIDE DIAMETER INCHES lB 1,020 I51-2" 71-2" 8'-0" 9.56" 213 1,840 173-3" 71-3" 10'-O" 12 00" 313 2,670 20'-0" 81-0" I2'-0" 13 38" 4B 3,710 22'-0" 8'-0" 14'-O" 15.75" SB 5,180 23'-1 l' 7'-I1" I6'-0" 1825" 6B 8,020 26'-1' 81-1" 18'-0" 20.56" 7B 11,680 27'-10" 7'40" 20'-0" 23.75" 91,161,11 STRUCIURE STEEL POLE BY I4JSCO LIGHIINGJNC. (SEE POLE INDENTIFICAtIONI POLE FOUNDATION SCHEDULE FORCES (MAXIMUM) CAISSON TYPE MOMENT (M) KIP-FT SHEAR ('') KIPS VERTICAL (P) KIPS DIAMETER INCHES EMBEDMENT FEET LS60-A 43.45 1.023 1.281 - 30" 10'-0" LS70-A 64.26 1.303 1.558 30" I2'-0" LS70-C 111.27 2.048 2.532 30" 14'-0" GENERAL NOTES GENERAL ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE CALIFORNIA BUILDING CODE, 2001 EDITION. - - WIND- 70 MPH (EXPOSURE C) REFERENCE POLE LOCATION DRAWING FOR ACTUAL POLE PLACEMENT AND SITE LOCATION. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES AND SAFETY CONDITIONS AT THE JOB SITE. SOIL DESIGN PARAMETERS REFERENCE GEOTECHNICAL REPORT PREPARED BY TESTING ENGINEERS-SAN DIEGO, INC., DATED AUGUST 12, 2003 ; PN. 2003-0202/48318 ALLOWABLE VERTICAL BEARING CAPACITY: 140 KIPS AT I0'-0" MIN BELOW GRADE. ALLOWABLE LATERAL PASSIVE SOIL BEARING PRESSURE: 800 PSF/FT VALUES MAY BE INCREASED 1/3 FOR WIND. POLE IDENTIFICATION LOCATION MARK - POLE TYPE PRECAST BASETYPE FIXTURE CONFIGURATION (FIXTURES PER CROSSARM) FIXTURE EPA Al, A4 LS60-A 2B 4(2+2) 16.0 A2, A3 LS607A 2B 8(2+2/2+2)BB 24.0 1311 134 LS70-A 313 7(4+3) 28.0 132, B3 LS70-C 4B 14(7+7) 56.0 REFERENCE CHAPTER 18 SECTION 1806.8.2.1 AND TABLE 18-I-A OF THE 2001 EDITION OF THE CALIFORNIA BUILDING CODE. DESIGN SOIL PARAMETERS ARE AS NOTED. ACTUAL ALLOWABLE SOIL PARAMETERS MUST BE VERIFIED ON SITE. A REPRESENTATIVE OF TESTING ENGINEERS-SAN DIEGO INC. SHOULD BE AVAILABLE AT THE TIME OF THE FOUNDATION INSTALLATION TO VERIFY T}IE SOIL DESIGN PARAMETERS AND TO PROVIDE ASSISTANCE IF ANY PROBLEMS ARISE IN FOUNDATION INSTALLATION. FORMATIONS THAT WILL REQUIRE SPECIAL DESIGN CONSIDERATIONS OR DURES MAY EXIST. POLE FOUNDATIONS MAY NEED TO BE REANALYZED SOIL CONDITIONS THAT EXIST. IF ANY DISCREPANCIES OR INCONSISTENCIES ARISE NOTIFY THE ENGINEER OF SUCH DISCREPANCIES. FOUNDATIONS WILL THEN BE REVISED ACCORDINGLY. ALL PIERS AND CONCRETE BACKFILL MUST BEAR ON AND AGAINST FIRM, UNDISTURBED SOIL ALL EXCAVATIONS MUST BE FREE OF LOOSE SOIL AND DEBRIS PRIOR TO FOUNDATION INSTALLATION AND PLACEMENT OF CONCRETE BACKFILL. CASING MAY BE REQUIRED IF CAVING OCCURS. ALL EXCAVATIONS MUST BE FREE OF WATER OR CONCRETE SHALL BE PLACED WITH A TREMIE PIPE IN ACCORDANCE WITH ACI STANDARD 304. . CONCRETE PLACED BY THE TREMIE METHOD SHALL HAVE A MINIMUM ULTIMATE STRENGTH OF 1,000 PSI GREATER THAN REQUIRED UNDER "CONCRETE BACKFILL" BELOW. CONCRETE BACKFILL CONCRETE BACKFILL SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS OF 3 000 PSI. SPECIAL INSPECTION IS NOT REQUIRED. (3,000 PSI IS SPECIFIED FOR EARLY POLE ERECTION, NOT FOR STRUCTURAL DESIGN PURPOSES.) CONCRETE BACKFILL SHALL ATTAIN A MINIMUM STRENGTH OF 2,000 PSI PRIOR TO STEEL POLE ERECTION. USE TYPE U PORTLAND CEMENT OR AS RECOMMENDED BY THE GEOTECHNICAL ENGINEER. MIX IN CONFORMANCE WITH ASTM C-94. (1" MAX AGO. SIZE) AGGREGATES PER AS IM C-33. PLACE CONCRETE IMMEDIATELY AFTER COMPLETION OF EXCAVATION AND INSPECTION BY THE GEOTECHNICAL ENGINEER. NO EXCAVATIONS SHALL BE LEFT UNPROTECTED OR OPEN OVERNIGHT. CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION (NO CONSTRUCTION JOINT) WITH SPECIAL EQUIPMENT WITH A MAXIMUM FREEFALL OF 5 FT AND TO PREVENT CONCRETE FROM STRIKING THE SIDES OF THE EXCAVATION. VIBRATE TOP 5 FT. MISCELLANEOUS FIXTURES MUST BE LOCATED TO MAINTAIN 10-0 MINIMUM HORIZONTAL CLEARANCE FROM ANY OBSTRUCTION. POLES FIXTURES PRECAST BASES ELECTRICAL ITEMS, PLATFORMS SPECIFICATIONS, AND INSTALLATION PER MUSCO LIGHTfNG, INC. FIXTURE: EPA = 4.0 SQ FT; WEIGHT = 25 LBS (PER MUSCO LIGHTING, INC.) POLE SUPPORT MUSCO LIGHTING, INC. DATE: FOUNDATION 2107 STEWART ROAD MUSCAT1NE, IOWA 52761 08/27/03 CHASE FIELD R. L. FOLEY & ASSOCIATES, INC. SHEET STRUCTURAL ENGINEERS CARLSBAD, CA 25652 ASHBY WAY Cl LAKE FOREST, CA 92630 OF]