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HomeMy WebLinkAbout2500 Airport BlvdNon-Illum, 6'-0" 1'-1 1/4" I Car Return 4 3' 1" 1'-10 1/2"- 1'-1 1 /4" �.r g �r -� - 4A M1 Ui 1= :�:o w Z Removable Aluover W CM) CC LLO Account National AlamoBy�Allington All a plans or arrangaments indicated in this drawing are Project Title Sanford Sign Package_rl, Ip Rep. 1. Daurity copyrighted and owned by Style 1:24 Approved By ImegePoml and shall not be re.produced. used by or disclosed Date Created 03 March 05 Date Revised 19 April 05 to any person, firm or corporation for ally purpose whatsoever without wdlten permuion of ImagePoint. 05-0496 P' of 3 I _. __ _ e-6y." 1 PO Box 59043 ImagePointa Knosvide,Tt, 37950-9043 1-800.444-7446 ww'W nl'.agepaintcum �A I 2.875" O.D. x .203" STEEL PIPE PRODUCT ' DESIGN M(KD MATCH PLATE DETAIL BY OTHERS ELECTRICAL DESIGN 3.500" 0_D. x .216 BY OTHERS STEEL PIPE L _ J ELECTRICAL SERVICE i g' GRADE III —I I I Q ° a_ ,III —III- —I I I —I I I I °'I Ie - e° fA ° d ° —I a e e77 CD < . d - .. -° da e° ` e ° Na a °d e ° d:°A 44 SEE REBAR SCHEDULE � < °a .. . a 1.12 CU. YDS. OF CONC. REQ'D. 2'-9"--4'-0" 8" TYP 31 1 6„ 8"x8"x5/8" STEEL z OVER LA o TYP�'_3 w Of :I > o� OVERTURN I d" 2.875" O.D. x .203" STEEL PIPE 1 /2" DIA. BOLT TYP. CxCx 1 /2" STEEL MATCH PLATE (2 REQ'D) 3.500" O.D. x .2.16" STEEL PIPE PARTICULAR CARE SHALL BE TAKEN TO PROVIDE SUFFICIENT PREHEAT OF THE THICKER ELEMENT FOR THE SOUNDNESS OF THE WELD. OTHERWISE, USE 1 /4" MIN. WELD. 6"x6"x1/2 STEEL MATCH PLATE (2 REQ'D) 2.875" O.D. x .203" STEEL PIPE 3.500" O.D. x .216" STEEL PIPE 9/16" DIA. HOLE TYP. 6 BASE P TE oo T 3.500" O.D. x.216„ ---- �0 STEEL PIPE O 2"x2"x3/8„ STEEL 2"x2"x38 STEEL _ O � GUSSET TYP. O I GUSSET TYP. 3.500" O.D. x .216" STEEL PIPE I 8"x8"x5/8" STEEL SECTION A —A 1' BASE PLATE cy- z 3/4„ DIA. HOLE o D 00 � TYPICAL REBAR SCHEDULE DO NOT `WELD REBAR HIGH STRENGTH, v a NON —SHRINK GROUT SPREAD FOUNDATION 3 MIN. COVER r rr O PARTICULAR CARE SHALL BE 1 /2" DIA. X 1 S" TAKEN' TO PROVIDE SUFFICIENT ANCHOR BOLT PREHEAT OF THE THICKER n. ° ELEMENT FOR THE SOUNDNESS TYP 3/16 1 OF THE WELD. OTHERWISE, USE 1/4" MIN. WELD. BASE PLATE DETAIL ANCHOR BOLT PROJECTION DETAIL PLACEMENT SIZE SPACING QUANTITY LONG BOTTOM STEEL #3 12" 3 LONG TOP STEEL #3 12" 3 TOP CROSS STEEL #3 16" 3 BOTTOM . CROSS STEEL #3 1 6" 3 INSTALLATION ADDRESS: CLIENT: NOTE All .designs and plans indicated on this drawing ore, the sole property of SHT.. BY: Project Number: NATIONAL ALAMO IMAGEPOINT, INC. IMAD N. KASHIF, P.E., created specifically for the noted project Use of these 1 TRR 05-0156 2300 AIRPORT BOULEVARD 445 S. GAY STREET, STE. 100 designs or plans for any purpose other than the intended application shall be prohibited without the written consent of IMAD N. KASHIF, P.E. Disclosure of any OF DATE: Drawing Number: SANFORD, FL 32773 KNOXVILLE, TN 37902 of the information enclosed within, without consent of owner, is a violation of 2 4/18/05 B121088 intellectual property and shall not be tolerated. IMAD 1 S 9 P.E. 9051 Executive Park Dr. —Ste. 200 . Knoxville, Tennessee • 37923 (865) 539-4001 • fox:(865) 539-0851 u ° I) I I I I II B 4iw 0 B d. a a E d d a d °. 4. ° a n a. .495 CU. YDS. OF CONC. REQ'D. 2'-0" DIA. OPTIONAL CAISSON FOUNDATION INSTALLATION ADDRESS: f. NATIONAL AIAMO 2300 AIRPORT BOULEVARD SANFORD, FL 32773 (5) #3 BARS ON A 16" PATTERN WITH (4) #3 STIRRUPS © 6" O.C. TOP 18", THEN 18" O.C. THEREAFTER of Q Q 4 Q J d 4 s s d Q 0 3" STIRRUP HOOK SECTION B-B PROJECT M05-0156OWNER, ALAMO/NATIONAL April IS, 2005 2300 AIRPORT BOULEVARD DRAWING .A B121088 SANFORD, FL 32773 WIND LOAD22.800 PSF WIND SPEED. 110.000 MPH CLIENT, IMAGEPOINT, INC. 0 COLUMNS 1.000 FBC 2001 455 S. GAY STREET, STE. 100 ENGINEER IK KNOXVILLE, TN. 37902 SHAPE TOTAL -ITEM HEIGHT - -WIDTH FACTOR CENT HEIGGHHTD AREA FORCE MOMENT SIGN 4.083 6.000 1 000 2 G42 24.500 0.559 1140 COLUMN/CLADDI 1.917 6.000 1.000 0.958 11. 500 0.821 2.462 OAH 6.000 COLUMN STRESSES (CODES P=PIPE;O=OTHER; T=TUBE) Sxx- COLUMN COLUMN Ixx Sxx ACTUAL ALLOWABLE ITEM MOMENT -RE0'D DEPTH WALL COLUMN COLUMN STRESS STRESS SIGN 1140 = 0.467 2.875 0.203 1.5 = 1.06 12.862 23.100 COLUMN/CLADDI 2.462. 1.007 3.500 0.216 3.0 1.72 17.139 _ 23. 100 BOLT CALCULATIONS .■.....ww....ww.. BOLT BOLTS/ TENSION/ BOLT ALLOW. ALLOWABLE ITEM-- MOMENT SPACING PLATE- - BOLT= _DIAM.- STRESS TENSION SIGN 1 140 4.000 4.000 1.711 0.500 20.000 3.927 BASE PL. 2.462 6.000 4. 000 2.462 0.500 19.100 3.750 PLATE CALCULATIONS - ,................. ITEM TENSION/ MOMENT MOMENT PLATE PLATE PLATE MINIMUM BOLT ARM PLATE WIDTH DEPTH THICK. THICK. SIGN 1.711 1.400 4.790 6.000 6.000 0.500 0.421 BASE PL. 2.462 2.500 12.312 8.000 8.000 0.625 0.585 ANCHOR BOLT PROJECTION ANCHOR EMBEDMENT ANCHOR BOLT MIN. LENGTH 3. 125 9.798 13.000 SPREAD FOUNDATION MOMENT AT GRADE 2.462 TOTAL FORCE 0.821 kip WEIGHT OF SIGN - 0.250 - kip SLAB WIDTH 2.750 ft SLAB LENGTH 4.000 ft SLAB DEPTH 2.750 ft SLAB WEIGHT 4.538 kip TOTAL WEIGHT 4.788 kip OVERTURNING MOMENT 4.720 FACTOR OF SAFETY 2.029 e = OTM/WT - 0.986 L/2 - e 1.014 SOIL PRESSURE 2wWT/(.(L/2-e).WIDTH) 1144 CONCRETE 1. 120 yd3 EXCAVATION - 1. 324 yd3 MIN.. THICKNESS W/O REBAR - 6.203 in SORT(M.12.6.1. 7.. 75/(. 178.12.W I DTH) ACTUAL THICKNESS 33.000 In. BOTTOM STEEL AREA REO'D PER FT OF WIDTH 0.031 TOP STEEL AREA REO'D PER FT OF WIDTH 0.015 LONGBOTTOM STEEL - REBAR SIZE 3.000 WEIGHT PER FT 0. 376 SPACING 12.000 In AREA PER BAR 0.110 In2 BOTTOM STEEL AREA REO'D PER FT OF WIDTH - 0.031 AREA PER FT 0.120 EST NO. REO' D 2.750 NUMBER REO' ➢ 3. 000 LENGTH 3.500 ft WEIGHT 3. 948 EDGE - 4.500 LONG TOP STEEL REBAR SIZE 3.000 WEIGHT PER FT 0.376 SPACING 12.000 In AREA PER BAR .0 110 In2 TOP STEEL AREA REO'D PER FT OF WIDTH 0.015 AREA PER FT 0.120 EST NO. REO' D 2.750 - NUMBER REO' D 3.000 LENGTH 3.500 ft WEIGHT 3.948 EDGE 4.500 CROSS STEEL REBAR SIZE 3.000 WEIGHT PER FT 0.376 SPACING 16.000 In LENGTH 2.250 Ft EST NO. REO' D 3.000 NUMBER REO' D 3. 000 EDGE 8.000 in WEIGHT 5.076 TOTAL WEIGHT 12.972 FOUNDATION WIDTH 2.750 ft FOUNDATION LENGTH - 4.000 ft CAISSON MOMENT 2.462 FT -KIP FORCE - 0..821 KIP - - PREFERENCE UBC 1806 i TABLE 18-I-A ASSUME SOIL CLASS M4. SW,SP,SM,SC,GMLGC - LATERAL BEARING PRESSURE - PSF/FT OF DEPTH. 150.0 - St - 425..0 - DEPTH 4.250 DIAMETER 2.000 3.000 2.260 - CALCULATED DEPTH 4.074 MINIMUM THICKNESS WITHOUT REINFORCEMENT 14.943 - - -ACTUAL DIAMETER 24.000 - - - CONCRETE 0. 495 EXCAVATIONS - 0.495 CLIENT: SHT. BY: Project Number: NOTE: All designs and plans indicated on this drawing are the sole property of IMAGEPOINT, INC. IMAD N. KASHIF, P.E., created specifically for the noted project Use of these 2 TRR 05-01 56 445 S. GAY STREET, STE. 100 designs or plans for any purpose other than the intended application shall be prohibited without the written consent of IMAD N. KASHIF, P.E. Disclosure of any OF DATE: Drawing Number: KNOXVILLE, TN 37902 of the information enclosed within, without consent of owner, is a violation of 2 4/1 $/05 B 121088 intellectual property and shall not be tolerated. NOTES: 1. Design is based upon 110 mph 3 sec. gust design wind speed per FBC 2001. Exposure C. 2. Spread foundation analysis is based upon a safe vertical soil bearing pressure min- imum of 2000 psf. Caisson foundation is based upon a safe Lateral Soil bearing pressure of 300 psf per foot of depth. Soil report was not furnished. Allowable bearing pressure should be verified prior' to placement of concrete. Do not place foundation in fill. 3. Concrete shall be mixed to attain a minimum compressive strength of 3000 psi in 28 days. 4. Support members shall be free from defects and shall meet ASTM A53 grade B with a minimum yield strength of 35000 psi for pipe. Plate and angle shall meet ASTM A36. 5. Structural bolts shall be zinc coated A325 .unless otherwise noted. 6. Anchor bolts shall be cut from A307 round stock. Exposed surfaces shall be galvanized or coated to prevent corrosion, 7. All voids between column base plate -and foundation surface shall be completely filled with high strength, non -shrink grout. 8. Welds shall be made with E70xx electrodes by persons qualified in accordance with AWS standards within the past two years. 9. Steel reinforcing bars shall conform to ASTM 615 grade 60 with deformations in accordance with ASTM A-305. Welding of reinforcing bars is prohibited. 10. This design is intended to be installed at the address shown below and should not be used' at other locations unless deemed suitable by a competent Professional Engineer. IMADN. KASHIF, POE* 9051 Executive Park Dr. -Ste. 200 * Knoxville, Tennessee 37923 (865) 539-4001 9 fax:(865) 539-0851 SITE PLAN DEPICTING LOCATIONS OF "M 1 " AND "Q 1 " SIGNAGE =x-- c=_� Q1 Q1 / Q1 + I ADMINISTRATION I r� lol 0 ail o INSTALLATION ADDRESS: CLIENT: SHT. BY: Project Number. �� • � �� P.E. NOTE: All designs and plans indicated on this drawing are the sole property of NATIONAL ALAMO IMAGEPOINT, INC. IMAD N. KASHIF, P.E., created specifically for the noted project. use of these 1 TRR 05-0156 2300 AIRPORT BOULEVARD 445 S. GAY STREET, STE. 100 designs or plans for any purpose other than the intended application shall be prohibited without the written consent of IMAD N. KASHIF, P.E. Disclosure of any OF DATE: Drawing Number: 9051 Executive Park Dr. —Ste. 200 . Knoxville, Tennessee • 37923 SANFORD, FL 32773 KNOXVILLE, TN 37902 of the information enclosed within, without consent of owner, is a violation of 1 4�18�05 B121090 (865 intellectual property and shall not be tolerated. ) 539-4001 • fax:(865) 539-0851 e (�✓ / ,� „�o�' q� 05 �� ��� � os