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Home My WebLink AboutBLD-2000-0181 - SIGN (� BUILDING PERMIT CITY OF ANACORTES PERMIT NO.: BLD2000-00181 P.O. BOX 547 APPLIED: 00-06-16 ANACORTES,WA 98221 ISSUED: 00-06-28 (360)293-1901 EXPIRES: 01-06-28 SITE ADDRESS: 7601 HWY 20 ASSESSOR'S PARCEL NO.: P19989 PROJECT DESCRIPTION: Sign permit---36 square foot temporary pole sign and aprx 28.5 square foot of canopy signage OWNER CONTRACTOR COUNTRY CORNER SHORELINE SIGN INC 7601 HWY 20 1802161ST AVE NE ANACORTES, WA 98221 KENMORE, WA 98028 Primary Phone: Primary Phone: Phone 1: 293-8411 Phone 1: License#: TYPE OF WORK: ALT AREA VALUE: $ 10000.00 TYPE OF USE: COM LOT: sf REQUIRED SETBACKS: CENSUS CATEGORY: 1ST FLR: sf ZONING: 2ND FLR: sf FRONT: ft SIDE 1: ItOccupancy Groups BASEMENT: sf SIDE 2: ft GAR/GARPORT: sf 1. 2. OTHER: sf REAR: ft 3: 4: REQUIRED PARKING Construction Types NUMBER OF UNITS: TOTAL: 1: 2: STORIES: HANDICAPPED: 3: 4: BUILDING HEIGHT: ft COMPACT: IMPRV SURF: sf FEES NOTES: Type By Date Receipt Amount PLCK DM 00-06-28 0105081 $95.06 PRMT DM 00-06-28 0105081 $146.25 STBC DM 00-06-28 0105081 $4.50 Total: $245.81 I hereby acknowledge that I have read this permit and state that the above information is correct, and agree to comply with all ordinances and state and federal laws regulating activities covered by this permit. Issued by Applicant or Owner's Signature CONDITIONS OF APPROVAL: 24 Hour Notice Required For All Inspections \ III ----------------------- CITY Or ANAOORTES MUNICIPAL BUILDING 904 6TH STREET Q60) 293-1908 FINANCE DEPARTMENT REG-RECEIPTe03-0105081 C:7Un 28 2000 CASHIER 1101 8:32 am Wun 28 2000 1120 BUILDING PERMIT FE 1120 BUILDING PERMIT FE $146.25 3042 DT06U STATE BUILDI 54,50 ----------- ----- RECEIVED FROM;TOTAL DUE 8c4S.81 J SHORELINE SIGN INC ^HEC?: 5245,81 ---------------- TOTAL TENDERED $243.81 - --CHANGE DUE 50,00 1 �_J MAYES 0 TESTING ENGINEERS, INC. Shoreline Sign Company 18021 — 61"Avenue NE Shoreline, WA 98028 PROJECT: ANACORTES POLE Job #: E0156 Permit#: Owner: Tesoro Architect: Engineer: Contractor: Shoreline Sign INSPECTION REPORTS 6/28/00 On site for visual examination of welding on Tesoro sign at shop. Inspected sign base plate, hole diameter, and welding. Inspection performed in accordance with AWS D1.1-98 specs and site drawings. Workmanship is acceptable. No problems noted. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Mark Vassallo REVIEWED BY: I �I M k A. al'' a, P.E. c III 917 - 134th St. S.W., Suite A-1 • Everett, WA 98204 • (425) 742-9360 • FAX (425) 745-1737 � -�`GTRIGAL INSPFC-I ION CONTACT OF LAfi f'! AND INDUSTRIES 525 E. COLLEGE WAY, SUITE H MOUNT VERNON, V4A 98273 (360) 06-3000 I 6' x 26' MID Flag Sign 1256 Highway 20 Anacortes, Washington For TESORO MID Sign Wdt) su s � 8'3�' S E. p�� WAS�r ar 2 }` v A 30025 4i gs; �0 ISTB $�•`�� May 22,-2000- _ __ EXPIfiES: SEPT. s, 2007 Project Na: - 0301 � Bestworth-Rommel, Inc. kZA Design and Engineering Services —INC.— 19818 74th Avenue NE, Arlington, WA 98223 (360) 435-2927 1-800-829-8211 FAX: (360)435-3617 BESTWORTH ROMMEL, INC. Project Name: Anacortes TESORC MID Sign Project No.: 0301 (360)435-2927 (800)829-8211 Fax:(360)435-3617 1981874th Avenue NE,Arlington,WA 98223 Date: 5/22/00 S eet No.: 1 DESIGN SPECIFICATIONS STEEL Structural Steel ASTM A36 Fy = 36 ksi Tubular Steel Colum ASTM A500, Grade B Fy= 46 ksi Round Pipe Columns ASTM A53, Grade B Fy = 35 ksi Bolts ASTM A307 Ft = 20 ksi Bolts ASTM A325N Ft = 44 ksi REINFORCING STEEL ASTM A615, Grade 40 Fy = 40 ksi CONCRETE Footings F'. = 2500 psi FOUNDATION Sand, Silty Sand, Clayey Sand, Silty Gravel or Clayey Gravel q = 1500 psf DESIGN Uniform Building Code, 1997 Edition Wind: 80 mph, Exposure C Where: H, ft Ce P, psf P= Ca Cq qs Iw 15 1.06 24.3 20 1.13 25.9 25 1.18 27.2 30 1.23 28.3 35 127 29.2 Cq = 1.4 (Signs, Item 7, Table 16-H) I qs = 16.4 )w = 1.0 SPECS, 0301.As BESTWORTH ROMMEL, INC. Project Name: Anacortes TESORO MID Sign Project No.: 0301 (360)435-2927 (800)829-8211 Fax:(360)435-3617 19818 74th Avenue NE,Arlington,WA 98223 Date: 5/22/00 Sheet No.: I 2 i i SIGN: 6'-1" x 26'-0" (1) Pole Flag Sign I Height to top of sign: 26.00 ft. Height of sign: 13.17 ft. Height above grade: 12.83 ft. Sign Width: 7.25 ft. i Pole Width, Total : 1.65 ft. W pole= P x Diameter F, Sign Face = h x w x p H = Height above grade to bottom of sign at designated section Moment= [(F x (H + h/2) + W pole x HA2/2)A2 + McIIA2]^1/2 h, ft. = (Height of Sign Face at section considered) w, ft. = (Width of Sign Face at section considered) p, ksf= (Wind Load at designated height) M, DL = 1.81 (DL Moment of Sign) it Section Ht. h, w, p, H, Area, P, per Moment Equiv. ft. ft. ft. ksf ft. sq. ft. Section k-ft. T"@ H 30- 35 1.81 25- 30 1.00 7.25 0.028 25.00 7.25 0.205 5.53 0.22 20- 25 5.00 7.25 0.027 20.00 36.25 0.985 22.23 1.11 i 15 - 20 5.00 7.25 0.026 15.00 36.25 0.939 16.52 1.10 0- 15 2.17 7.25 0.024 12.83 15.71 0.382 5.62 0.44 Pole 12.83 1.65 0.024 ----------- 21.17 0.515 3.77 116.64 3.026 53.67 H equiv, He, = M/P = 17.74 ft. BESTWORTH ROMMEL, INC. Project Name:Anacortes TESORO MID Sign Project No. 0301 (360)435-2927 (800)829-8211 Fax:(360)435-3617 19818 74th Avenue NE,Arlington,WA 98223 Date: 5/22/00 Sheet No.: 3 6'-1" x 26'-0" (1) Pole Flag Sign I P H equiv. + Nunber of Columns = 1 M max, wis = 53.67 k-ft Round Footing h (height) = 17.7 ft d (design depth) = 6.5 ft Dia q, (Tbl 18-1-A) = 1500 psf (Actual) 1-:0 Eff. d q,,,T (Tbl 18-1-A) = 150 psf qa allow D+L @ d = 3450 psf (Increase 20%/ft.of depth per Tbl 18-1-A) Stress Inc. factor= 1.33 Isolated Pole Factor= 2.00 H equiv = M/ h = 3026 Ibs As [d I II K� W width D diameter Is footing restrained at the ground surface,YIN? FIN] Non-constrained at the ground surface FOOTING: (Per UBC Section 1806.7.2.1, Formula 6-1) Size Try Depth Depth Req'd Square Footing: 4.00 ft.sgr 6.50 ft. 6.06 ft. Use 4 ft.sgr.x 6.5 ft.deea ftg. Ftg. Wt. = 15600 Ibs (Area= 16.00 sq.ft. S,ALLOW= 865 psf S, = 318 psf S3 ALLOW= 2594 psf S3 = N/A Round Footing: 4.00 ft.dia 7.00 ft. 7.09 ft. Use 4 ft.dia.x 7 ft.deep ftg. Ftg. Wt. = 13195 Ibs (Area= 12.6 sq.ft. S1 ALLOW= 931 psf S, = 388 psf S3 ALLOW= 2793 psf S3 = N/A CONCRETE: I i f.= 2500 psi fy= 40,000 psi a (.5 p balanced) = 2.56 Load Factor, LL= 1.7 M u= 75.14 k-ft Load Factor, W/S = 1.4 Number of effective bars provided = 4 Square Footing: OK Size of effective bars provided = #5 Round Footing: OK (For effective moment section) d or As min As req'd As req'd As Side or Dia Eff d, in. b, in (PIn=200/f,) M /ad x 1.33 Provided Square Footing: 4.00 44 48 10.56 0.67 0.89 1.23 Round Footing: 4.00 33 29 4.79 0.89 1.18 1.23 i Square Footing: Use 12 #5 Bars Total Round Footing: Use 12 #5 Bars Total FoonNc,00m.ws BESTWORTH ROMMEL, INC. Project Name Anacortes TESORO MID Sign Project No.: 0301 (360)435-2927 (800)829-8211 Fax: (360)435-3617 19818 74th Avenue NE,Arlington,WA 93223 Date: 5/22/00 Sheet NO.: 4 ANCHOR BOLT DESIGN (UBC Section 1925.2, 1994 Ed.) Design Criteria: All bolts act as an anchor group since the distance between anchors is<2x the embedment length. All anchor bolts have equal shear value due to proximity to the edge. The total shear is equal to the number of anchor bolts times the shear per bolt. Square Footing Footing : Typical Footing �� I No. of Bolts in Tension group = 2 TRANSVERSE No. of Bolts in Shear group = 4 DIRECTION I i L Ftg = 4.0 ft.sgr Le = 16.0 X= 12.0 O-- ---- --4 Y Y= 0 Base PL side - Edge dist. = 14.00 in. j "--------------0 � I i � I L Special Inspection, Y/N ? N i Inspection Factor= 2 (Special Inspection 1.3 No Inspection=2) L X L Try bolt dia = 1.25 in. A307 fs= 60 ksi Ab = 1.227 sq.in. Concrete Parameters: fc= 2500 psi At= X x Y= 0 0 = 0.65 Ap= (X + 2 Le)(Y+21-e) -At= 1408 %= 1 As=Ap42 +At = 1991 LOADINPUT Unbalanced Live Load: PDL--a'= 0.50 k x 1.4 x Insp= 1.40 k Load Case 1 PLL GRCw = 0.00 k x 1.7 x Insp = 0.00 k Load Case 2 or 6 P axial = P DL + P LL= 1.40 k V = 0.00 k x 1.7 x Insp. = 0.00 k Load Case 2 or 6 MDL= 0.00 k-ft x 1.4 x Insp. = 0.00 k-ft Load Case 1, Mz MLL= 0.00 k-ft x 1.7 x Insp. = 0.00 k-ft Load Case 2 or 6 Pe BOLT= 1.4D + 1.7L= 0.00k Wind: PGL = 0.50 k x .9 x Insp. = 0.90 k Load Case 1 VU GROUP 3.03 k x 1.3 x Insp. = 7.87 k Load Case 9 P uplift = 0.00 k x 1.3 x Insp = 0.00 k Load Case 8 P axial = P DL- P uplift = 0.90 k M wind = 53.67 k-ft x 1.3 x Insp. = 139.55 k-ft Load Case 9 PU BOLT= .9 D + 1.3 W= 59.36 k Seismic: (Zone ) PoL 0.50 k x .9 x Insp. = 0.90 k Load Case 1 V 0.00 k x 1.3 x 1.1 x Insp. = 0.00 k Load Case 11 M seis = 0.00 k-ft x 1.3 x 1.1 x Insp. = 0.00 k-ft Load Case 11 P� BOLT= .9D + 1.3x1.1xE = 0.00k UBC Formula 9-3 i ANCHOR BOLT FOR SOR FTG(TRANS),0301AIS BESTWORTH ROMMEL, INC. Project Name: Anacortes TESORO MID Sign Project No.: 0301 (360)435-2927 (800)829-8211 Fax: (360)435-3617 19818 74th Avenue NE,Arlington,WA 98223 Date: 5/22/00 Sheet No.: 5 ANCHOR BOLT DESIGN (Cont'd.) (4 ft.sgr-Transverse Direction.) STRENGTH IN TENSION Pss .9xAbxfsx (N) = 132.53k OPC= 4 X[2.8 x As + 4(At)] 4fc= 181.20 k > Pss OK STRENGTH IN SHEAR V ss OR,Y, _ .75 x Ab x fs x (N) = 220.88 k OVc= �x800xAbxk xqfcx (N) = 127.62k RESULTS UNITY CHECKS: Load Pu GROUP Pu/Pss Pu/�Pc VU GROUP VU/VsS Vu/+Vc Unbal LL 0.000 0.000 0.000 0.000 0.000 0.000 OK Wind 118.715 0.896 0.655 7.868 0.036 0.062 OK Seismic 0.000 0.000 0.000 0.000 0.000 0.000 OK COMBINED SHEAR AND TENSION: Concrete = 1 / [(PG/P,)2 + (V /V�)2] < 1 Steel = (Pa/p")2 + (V,N")Z< t Load Concrete Steel Unbal LL 0.000 0.000 < 1, OK No Special Inspection Required Wind 0.281 0.804 < 1, OK Seismic 0.000 0.000 < 1, OK I ANCHOR BOLT FOR SOR Fro(TRANS),030t.A. BESTWORTH ROMMEL, INC. Project Name: Anacortes TESORO MID Sign Project No.: 0301 (360)435-2927 (800)829-8211 Fax:(360)435-3617 1981874th Avenue NE,Arlington,WA 98223 Date: 5/22/00 Sheet No.: 6 ANCHOR BOLT DESIGN (UBC Section 1925.2, 1994 Ed.) Design Criteria: All bolts act as an anchor group since the distance between anchors is<2x the embedment length. All anchor bolts have equal shear value due to proximity to the edge. The total shear is equal to the number of anchor bolts times the shear per bolt. n---------------------� Round Footing : Typical Footing I � �I No. of Bolts in Tension group = 2 TRANSVERSE No, of Bolts in Shear group = 4 DIRECTION j `� L Ftg = 4.00 ft.dia Le = 12.5 `� I X= 12.0 b --------Q Y= 0 Y I i Base PL side- Edge dist. = 14.00 in. i b-------`---- Seismic Zone: 0 / ``� i L Inspection Factor= 2 �z �� I (Special Inspection=1.3 I i �\I No Inspection 2) le------ ------- -------I L X L Try bolt dia = 1.25 in. A307 fs = 60 ksi AID = 1.227 sq.in. Concrete Parameters: fc= 2500 psi At= X x Y= 0 0 = 0.65 AD = (X + 2 Le)(Y + 21-e) - At= 925 7 = 1 As=Ap42 + At = 1308 LOADINPUT Unbalanced Live Load: PDL Gppyy = 0.50 k x 1.4 x Insp = 1.40 k Load Case 1 PLL Ggppp = 0.00 k x 1.7 x Insp = 0.00 k Load Case 2 or 6 P axial = PDL + PLL= 1.40k V. = 0.00 k x 1.7 x Insp. = 0.00 k Load Case 2 or 6 MDL = 0.00 k-ft x 1.4 x Insp. = 0.00 k-ft Load Case 1, Mz MLL = 0.00 k-ft x 1.7 x Insp. = 0.00 k-ft Load Case 2 or 6 PU BOLT= 1.4 D + 1.7 L= 0.00 k Wind: PDL GROUP = 0.50 k x .9 x Insp. = 0.90 k Load Case 1 V ..= 3.03 k x 1.3 x Insp. = 7.87 k Load Case 9 P uplift = 0.00 k x 1.3 x Insp = 0.00 k Load Case 8 P axial = P DL- P uplift = 0.90 k M wind = 53.67 k-ft x 1.3 x Insp. = 139.55 k-ft Load Case 9 P, BOLT= .9 D + 1.3 W= 59.36 k I Seismic: (Zone 0) PDL Ggppp = 0.50 k x .9 x Insp. = 0.90 k Load Case 1 V GRGUP= 0,00 k x 1.3 x 1.1 x Insp. = 0.00 k Load Case 11 M seis = 0.00 k-ft x 1.3 x 1.1 x Insp. = 0.00 k-ft Load Case 11 P BOLT= .9D + 1.3x1.1xE = 0.00k UBC Formula 9-3 ANC BOLT FOR ROUND Fro(TRANS),0301.xls • I BESTWORTH ROMMEL, INC. Project Name: AnacortesTESORO MID Sign Project No.: 0301 (360)435-2927 (800)829-8211 Fax:(360)435-3617 1981874th Avenue NE,Arlington,WA 98223 Date: 5122100 Sheet No.: 7 ANCHOR BOLT DESIGN (Cont'd.) (4 ft.dia. -Transverse Direction) STRENGTH IN TENSION PssGo, = .9xAbxfsx(N) = 132.53k OPc= X(2.8 x As + 4(At)] 4fc= 119.04 k < Pss Ductile failure is not assured STRENGTH IN SHEAR VssP..,= .75xAbxfsx (N) = 220.88k OVc= �x800xAbx7, x4fcx (N) = 127.62k RESULTS UNITY CHECKS: Load PU GROUP Pu/Pss Pu/�Pc VU GROUP VU/Vss Vu/�Vc Unbal LL 0.000 0.000 0.000 0.000 0.000 0.000 OK Wind 118.715 0.896 0.997 7.868 0.036 0.062 OK Seismic 0.000 0.000 0.000 0.000 0.000 0.000 OK COMBINED SHEAR AND TENSION: Concrete = 1 / p /P�)2+ (VGN�)2] _< 1 Steel = (PR/Pss)2 + (V NV )Z< 1 Load Concrete Steel Unbal LL 0.000 0.000 < 1, OK No Special Inspection Required Wind 0.649 0.804 < 1, OK Seismic 0.000 0.000 < 1, OK i ANC BOLT FOR ROUND FrG(TRANS),0301..I- n (7) BESTWORTH ROMMEL, INC. Project Name Anacortes TESORO MID Sign Project No.: 0301 (360)435-2927 (800)829.8211 Fax:(360)435-3617 19818 74th Avenue NE,Arlington,WA 98223 Date: 5/22/00 Sheet No.: 8 COLUMN Column: Use HSS 8x8x1/4 Section Modulus= 18.80 in3 M max= 53.67 ft-k fb= 34260 psf O.K. I I BASE PLATE b O w O T/Bolt (mom) = 59.36 k (Factored- See previous worksheet) Baseplate: b= 16 in d l d = 16 in t= 1.38 in. Column Depth, f= 8.00 in. Edge Distance = 2.00 in. Edge Dist. O O S prov'd = b x d'/6 = 5.042in3 M = [(d-L)/2-Edge Dist] x Ttptai = 237.4 k-in S Required = M/.9 x 60 ksi = 4.397 in3 O.K., Use 16 x 16 x 1.375 Baseplate TS Column&easeplate,0301.As m 4 (D� o m® n a o Q O CO ) o Z aw O 11 M., mow❑ w pmD Kw rZm N irisNrooCO O rcn UZ-z� pCO m U s = .ww ° o OW U o U 0. 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