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04-7763 (SOTB) Structural Calcs�4 NT Engineelring JOB NO. w8 -o3 CONSULTING ENGINEERING SHEETW. OF -L_ 20177 S. Naglee Rd., Tracy, CA 95304-9447 MADE BY DiAi'E CFECI�D BY DATE Tel.209-836-9215 Fax 209-836-9215 DESIGN CALCULATIONS -- - - - CONCRETE -PIER FOUNDATION - - - - - __ -FOR------- - ---------- - - ..- LT25' ALUMINUM FLAGPOLE WITH - 5'x8' -NYLON -FLAG------•--- - ---- -- ---- -- AND---- ----- -- _.- ------ -- - -- - -90-MPH WIND ----- FOR- - ----------- -- - - -- ..- --- _. L. Ph. BOLANDER & SONS - - - NT ENGINEERING O Q FESSMA, 35 CITY OF LA QUINTA BUILDING & SAFETY DEPT. - - - - - - - -- -- APPROVED - OF"' F0 -- Fi�l3__C9_NSTAUGTION --- ---- — - '— ',•ATF — BY I i NT Engineering TW..209.836-9215 CorisuN Job No: 408-03 Prepared for. L Ph. Bolander'& Sons. Page:2 of 3 By: NORMAN TAPIA, P;E., Date; 09-16-2003 25 FOOT ALUMINUM FLAGPOLE Non -welded, round tapered, Follow cross section Ainrxlnrd r.rrd rnd 54W r rvio Tana aA Aluminum "FMennln FYfasnal Hnivard Flag Flag Flag Flag Flag Flag Moment of Inertia Wind Pole Pole Design Width Length Area Wt. Drag Material r Speed Ht Material Criteria psi - F psi psi Force 0.00 5.0 4.75 1.72 1.91 5.69 ft It Sq It Ib Ib 25000 11900 I MPH R Alloy 20.8 5 8 40 7.78 5123 Nylon 8197 90 25 6063-T6 1997 UBC Pole Ht Pole O.D. Pole. I.D. Radius or Gyration Area Moment of Inertia Section Modulus Pole WL Modulus of E Comp. Yield Stress Tensile Yield Stress Shear Yield Stress FL Inches In. r Sq In InA4 W3 Lb. psi - F psi psi psi 0.00 5.0 4.75 1.72 1.91 5.69 228 44.80 1000"6 25000 25000 11900 I 10.00 5.00 4.75 1.72 1.91 5.69 2.28 40.20 20.0 4.00 3.75 1.37 1.52" 2.86 1.43 15.51 25.0 3.0 275 ' 1.02 1.13 1 1.17 1 0.78 20.8 TOL WL .= I 1UU.51 l Segment Height Zones Ce rvowm C qs Cq (1.4*2a) Futom a Design Wind Pressure Length oT Segment Avg Pole Dia. Area of sesment Wind Faroe Distance' to Centroid Bending Moment Load feet Force r Stress ft ft A"- ft W- Ib L- ft M- ft -Ib 1 0-10 1.13 20.8 0:93 21.86 10.00 0.42 4.17 91:08 5.00 455.39 2 10=20 1.13 20.8 0.93 21.86 10.00 0.38, 3.75 8197 15.00 1229.55 3 1 20-25 1623 20.8 0.93 23.79 5.0 1 0.29 1.46 34.70 22:50 780.71 Total Flag TOTAL 207.75 5123 258.98 22.50 2465.65 115265 3618:30 Abal Bending Shear Avg, Comp. Bending Shear Coeff. Combined Load Moment Force r Stress . Stress Stress of Stress Ratio Pole Wt for Pole Am tic. Ratio Lb. Ft4b Lb. fe fb i fv ' Ca 138.44 3618.30 258:98 1.65 72 19074 1271,,-.: 0.999 0.77 20.06 Allowable Aral Compressive. Stress, Fa- 384 psi > 72 psi Allowable. Bending Stress, Fb = 25000 psi > 19074 psi Allowable Shear Stress, Fv = 11900 psi > 271 psi The Stresses are well within the•limb.allowed. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY I t�r 1• •� ' NT Engineering Tel. 209-8-9215 Cortsulting Engineering Job No: 408-03 Prepared for. L. Ph. Bolander & Sons. Page 3 of 3 By: NORMAN TAPIR, P.E. Date: 09-16-2003 FOOTING: Concrete Pier Design for Class 5, Tabled 8-1-A (Poor Soil), Clay, .Sandy Clay, Silty Clay, Clayey SOL Bending Lateral Distance Pier Piet As Allow'Let. A Required Moment Faroe h Diameter Depth Soil Brg. Pier depth a `: 6- /4 x 3'—T SPACED a 12 11rd: M P MIP b 1 H M/1.76/d pressure 2.34P/s11b h t .: a JO f .K 3'-9' DEEP CONCRML PIER ft -Ib Ib Ft Inches Ft Sq In S1 Ft: 3618.30 258.98 13.97 30.00 3.75 0.06 332.50 .0.73 3.72' Note: Allowable lateral soil -bring pressure per UBC Table 18-1-A and Footnote 3. Required Pier Depth per UBC Formula (6-1). F iJ'v`• lost IS WL1100- 66-90 '`tar's+°„ nFC 16 -POLE SEr IN SLEEVE 3x 3 x 1/4 TS GROUND WC CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE BY 4-/3 res• Or SLEEVE Har DIP GAM .:... :s 3-/3 MES '• a `: 6- /4 x 3'—T SPACED a 12 11rd: N I O.C. ON �24' OW7. .COtCLE •; t .: a JO f .K 3'-9' DEEP CONCRML PIER N "! PSI 0 28 YS REM. ASTM A815. GRADE 40 GROUND WC CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE BY SHUCRI "CHUCK" I. YAGHI Consulting Engineers: Residential & Commercial 112 E. Chapman Ave, Suite D, Orange, CA 92866 TEL: 714/997-9120 FAX: 714/744-3676 STRUCTURAL CALCULATIONS DESIGNED BY: S Lt - JOB NUMBER: ©I 1 O G DATE: 10'12.4 PROJECT: S 1 I vt; )2 �y ,B w ►ti D 3- o 4- 3 Z CLIENT: % c G i'f Q" D DO 1�� BUILDING CODE: UNIFORM BUILDING CODE 1997 EDITION, C.B.C.2001 EDITION & L.A.C. CODE LATEST EDITION MATERIALS: Except as otherwise specfied herein: Concrete 2,500 PSI at 28 days. �o Qv,OFE 10 Concrete Block Grade N. Light Weight Units,ASTM C-90 ey Brick Masonry Grade MW, 2,500 PSI Units, ASTM -62 c Reinforced Steel 20,000 PSI (ASTM A615, Grade 40) 0. C 43265, Structural Steel 24,000 PSI - (Compact) (ASTM A-36) )(P• 3/31/06 Structural Pipe 22,000 PSI (ASTM. A-36), Plywood Sheathing D.F.P.A., Structural II, INTR., P.S.1-74 s Tn CIVIL,.* ,r OF ` Glu -Laminated Beams 2,400 PSI (D.F.- Larch Comb.W or Comb. 24F) Lumber Grade Marked D.F.-Larch, W.C.L.B. ..Grading Rule 16. Soils Bearing Pressure 1000 PSF min. unless specified in soils report. DATE SIGNED: DESIGN REFERENCE: (Including Charts & Tables from): Lumber & Timber Wood Structural Design Data (Volumel) National Lumber Manufacturers.Association Steel Manual of ZIMI Construction, AISC Concrete Reinforce I CQ1 Te� to cQFq iQ6M NTA ACI: Ulti atIIN�>�RI�o®6-,. AD Concrete Block &Masonry esignu � Brick Masonry ,Industry �CTION BY CA - - - ---- -:---------_-_. ---- � ----.� -�:-� ? :� �.-, gig" -, -�- --- -_---. ---� -, - --, ---- ----- -�, ---; --- .-__ C1 -TY -0- F- �A-Q1J� IATA -- •---------- - - BUILDING &_SAFETY DEPT..---_..._ -_ FOR CONSTRUCTION -BY-- - - - Shucri Yaghi Consulting Engineers 112 E. Chapman Avenue, SUite D Orange, Calid\fornia 92866 P:(714) 997-9120 F:(714) 744-3676 syaghi@shucri.com Rev 580002 User, KW;0800405, Ver 5.8.0, 143ec-2003 (c)1983.2003 ENERCALC Engineering Software Description General Information Allow Passive Title: Dsgnr: Description Scope: Pole Embedment in Soil Max Passive 1,500:00 psf Load duration factor 1.330 Pole is Rectangular Width 36.000 in No Surface Restraint Summary, Moments @Surface... 2•� Job # .Date: 6:14PM, 25 OCT 04 Page 1 Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7:2, 2003 NFPA 5000 36.4.3 Applied Loads:.. Distributed load Point Load 0.00 Ibs distance from base 0.000 ft Distributed Load 87.00#/it distance to top 5.000 ft distance to bottom 0.000 ft Point load 0.00 ft4 'Total Moment 1;087.50 ft-# Distributed load 1;087:50 Total Lateral 435:00 lbs Without Surface Restraint... Required Depth 2.500 ft Press @ 1/3 Embed... Actual 212;92 psf Allowable 2f3.58 psf CITY OF LA QUINTA r'I'U I -DING & SAFETY DEPT. /,A,,PPROVED FOR CONSTRUCTION T!--_ BY SHUCRI "CHUCK" I. YAGHI Consulting Engineers: Residential & Commercial 112 E. Chapman Ave, Suite D, Orange, CA 92866 TEL: 714/997-9120 FAX: 714844-3676 STRUCTURAL CALCULATIONS DESIGNED ;BY: 5 -Y . JOB NUMBER: o l / 0 6 DATE: /6/ZC.l04, PROJECT: S) L b w C) CLIENT: .D k-te Q U, TO 0 U K.0 BUILDING CODE: UNIFORM BUILDING CODE 1997 EDITION, C.B.C.2001 EDITION & L.A.C. CODE LATEST EDITION MATERIALS: Except as otherwise specified herein: DESIGN REFERENCE: (Including Charts & Tables from): Lumber & Timber Wood Structural Design Data (Volumel) National Lumber Manufacturers Association Steel. Manual o Stjj. rts#p;1vop, AIs U I NTA Concrete Reinforced kdY l0Gki&SASI F&15bkAEPT. ACI: UltimateI StrgPIPvi 4CI Concrete Block & MasonryDesignu�9I��TION Brick Masonry Industry n�T� Rv Concrete, 2,500 PSI at 28 days. Q�pFES 0 Concrete Block Grade -N. Light Weight Units, ASTM C-90 R Y ti, 2 Brick Masonry Grade MW, 2,500.PSI Units, ASTM -62 � y �= Reinforced, Steel 20,000 PSI (ASTM A615, Grade 4.0) w o. C 43205 M Structural Steel 24,000 PSI ' (Compact) (ASTM A-36) Exp. 3/31/06 x Structural. Pipe 22,000 PSI (ASTM A-36) * * Plywood Sheathing D.F.P.A., Structural II, INTR., P.S:1-74 Sr�TE cl Glu -Laminated Beams 4F0, PSI (D.F.- Larch Comb:"A" or Comb. 2,400 OP i��F���\P Lumber Grade Marked D.F.-Larch, W.C.L.B. Grading Rule 16. Solis Bearing Pressure 1000'PSF min. unless specified in soils report DATE SIGNED: DESIGN REFERENCE: (Including Charts & Tables from): Lumber & Timber Wood Structural Design Data (Volumel) National Lumber Manufacturers Association Steel. Manual o Stjj. rts#p;1vop, AIs U I NTA Concrete Reinforced kdY l0Gki&SASI F&15bkAEPT. ACI: UltimateI StrgPIPvi 4CI Concrete Block & MasonryDesignu�9I��TION Brick Masonry Industry n�T� Rv j-. s 1-7 _ ig o0J • �1 `i 64 CITY.0F - -- --- - --- -BUIQUINTjk LDING-&-SAFETY-DEPT.-- - - -- APPRpV-�p - - - -- FOR CONSTRUCTION - -- ---- ----- --------=-------'------------ - DAA--------- - Shucri Yaghi Consulting Engineers 112.E. Chapman Avenue, Suite D Orange, Calid\fornia 92866 P:(714) 997-9120 F:(714) 744-3676 syaghi@shucri.com Rev: 580002 User. KW -0600405, Ver 6A0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description Generai Information Allow Passive 's Title Dsgnr: Description Scope Pole Embedment in Soil Max. Passive, 1,500.00 psi Load duration factor 1.330 Pole Is Rectangular Width 48.000 In No Surface Restraint Moments @ Surface... Point load Distributed load Without Surface Restraint.:. Required Depth Press,@ 1/3 Embed... Actual .Allowable 0.00 ft-# 2,601.50 3:000 ft 263.33 psf 264.80 psf Job # Date: 6:11 PM, 25 OCT 04 Page 1 Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003' NFPA.5000 36.4.3 Applied Loads... Point Load 0.00 lbs distance from Was 0.000 ft Distributed Load 172.00 #/it distance to top 5.500" ft distance to bottom 0.000 ft Total Moment Total! Lateral 2,601.50 ft-# 946.00 lbs CITY OF LA s� aA BUILDING & APPROVED FOR CONS DATE ---- BY ,, . � � ' s