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16-104808I T* .V i Sign City Federal Applicant Contractor Permit #:16 nityDe Community Development Dept Development 33325 8th Ave S PLUMB SIGNS INC (ELECTRICAL 04) -104808 -00 -SG Federal Way, WA 98003` FEDERAL WAY, WA 98003 TACOMA WA 98409 Inspection Request Line: (253) 835-3050 Ph: (253) 835-2607 Fax: (253) 835-2609+ 3.00 8 TACOMA WA 98409 Project Name: RELIABLE CREDIT Project Address: 34303 PACIFIC HWY S Parcel Number: 202104 9068 Project Description: Relocate existing monument sign due to road widening project. To attach to existing Xbox Owner Applicant Contractor YRV LLC PLUMB SIGNS INC (ELECTRICAL 04) PLUMB SIGNS INC (ELECTRICAL 04) 34303 PACIFIC HWY S #120 909 S 28TH ST PLUMBSI077QS (11/10/17) FEDERAL WAY, WA 98003 TACOMA WA 98409 909 S 28TH ST 2 3.00 8 TACOMA WA 98409 Free Standing Sign Information Reg. # Sign Type Illuminated #Sign Faces Setback (Ft.) Sign Face Width (Ft.) Sign Fac Height He' ht it. t.) Base Height( .) Landscape Area (Sq Ft.) Sign A N/A Monument Yes 2 3.00 8 %0 11.92 108.64 �M,Uddi LPermit InformComprehensive Plan Designation ....................RCO rcial Enterprise, Zbvj signation ................................................. CE �RMIT EXPIRESJNednesday, 26 April, 2017 • Per 't Issued �i"Triday, October 28, 2016 \01*4> I hereby certify that the above infor i is correct and that the construction on the above described property wand the pancy and the u e in accordance with the laws, rules and regulations of the State of ashington and the City of Federal Way. Own agent: J Date: 10/Z g2 V .. Cr" OF Federal Way PERMIT #: 16 104808 00 THIS CARD IS TO REMAIN ON-SITE Construction Inspection Record INSPECTION REQUESTS: (253) 835-3050 Address: 34303 PACIFIC HWY S Project: YRV LLC FEDERAL WAY WA 98003-6815 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 11 Footings/Setback (4110)2❑ Rough Electrical Final - Electrical (4055) 0 Final - Sign (4085) Approved to place concrete ❑ Approved Approved By- 4C' Date 1 Z _ By Date By Date ® Attachment (4010) � _.V C�_ G, vim` r (2— /2 — 16 Approved By Date Rough Electrical ❑ Final Electrical ❑ Right of Way Approved Approved Approved By Date By Date By Date RECEIVED CITY OF SEP 29 2016 SIGN PERMIT -Federal Way CITY OFED RALWAY APPLICATION 0 PERMIT NUMBER l - 0 D -� TARGET DATE SITE ADDRESS e' Q� � 1 �/C �� c/ PRIMARY PHONE SUSINESS NAME ON SIGN JC!�•�✓ /91S,EE TZ lJ'JGTa2 j/ T �/? L'D.(Zt (��C /nJT/YG ASSESSOR'S TAX PARCEL # (=�2-40 ZONING DESIGNATION ELECTRICAL INCLUDED (Attaching to existing J -box) <j!�3/No PROJECT VALUE DETAILED PROJECT DESCRIPTION ZIP CODE E-MAIL ADDRESS ZZ) / JE ,•�.,v �°i2 O c , dG�3 WA TATE CONTRACTOR'S LICENSE: SIGN OWNER: CONTRACTOR: APPLICANT NAME PRIMARY PHONE y-jPv. .< .c 6;Z5_-3) 33a -SG 7sl MAILING ADDRESS 3 %,36& �l�Ci�ic Li/y .mea• FAX NUMBER ( 1 - CITY STATE ZIP CODE E-MAIL ADDRESS Z--'Ec��.e,9L 4t..),9- dG�3 NAME OFFICE PHONE MAILING ADDRESS CELL PHONE CITY STATE CITY STATE ZIP CODE E-MAIL ADDRESS WA TATE CONTRACTOR'S LICENSE: EXPIRATION DATE: FEDERAL WAY BUSINESS LICENSE: .CLLR �i� 2 7,�o S le? ,f iQss'�� <,r�- Z NAME lS v- PRIMARY PHONE - MAILING ADDRESS FAX NUMBER CITY STATE ZIP CODE E-MAIL ADDRESS PROJECT NAME PRIMARY PHONE E-MAIL ADDRESS: CONTACT /j//1//� /G�F V �2J-3 )-Y 7-R .3-5--a -3 x / -r Cu' M I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge, and further, that I am authorized by the owner of the above premises to perform the work for which the permit application is made. B p SIGNATURE // DATE: PRINT NAME PERMIT CENTER + 33325 811' AVENUE SOUTH + FEDERAL WAY, WA 98003-6325 + 253-835-2607 + FAX: 253-835-2609 + permitcenterfaa'acityoffederalway.com PROVIDE THE FOLLOWING INFORMATION FOR EACH PROPOSED SIGN FREE STANDING SIGNS SIGNS SIGN TYPE SIGN AREA Monument Pedestal, Pole # of faces x 2 ILLUMINATED? LANDSCAPING (square feet TOTAL HEIGHT BASE HEIGHT A X /7570 1? ARo? B B E-3 C C E-4 / SUBJECT PROPERTY'S FRONTAGE ON PUBLIC RIGHT OF WAY (LINEAR FEET): BUILDING MOUNTED SIGNS SIGN TYPE Directional, Instructional, tenant panel, etc. SIGN TYPE Cabinet, Channel Letter, Awning, etc.) SIGN AREA ILLUMINATED? BUILDING ELEVATION N,S,E,W) EXPOSED BUILDING FACE A E-2 B E-3 C E-4 D E LARGEST EXPOSED BUILDING FACE (SQUARE FEET): EXEMPT SIGNS SIGN TYPE Directional, Instructional, tenant panel, etc. SIGN AREA SIGN HEIGHT NUMBER OF SIGNS E-1 E-2 E-3 E-4 E-5 Bulletin t#102 — May 3, 2016 Page 2 of 3 k:/Handouts/Sign Permit Application /AT>CONSULTING ENGINEERS1111( CIVIL ENGINEERING APCEiyAPGw5d0ngEnymeers corn ,2531 34 7-088 7 PU BOX 162. AUBURN .9A 886,'1 JOB SHEET NO CALCULA f1 -D NV ._.._ -.. _ _-i.- -- _ - DA1 IUICIMM CHECKED BY_ ___ _ DATE SEP 2 9 2016 SCALE CDS SPECIAL INSPECTIONS REQUIRED COMPONENT OF SIGN SUPPORT REQ'D JUSTIFICATION IBC SECTION CONCRETE STRENGTH NO > 21500 PSI STRENGTH NOT REQ'D 1705.3, EXCEPTION 2.3 CONCRETE REINFORCEMENT NO I > 2,500 PSI STRENGTH NOT REQ'D 1705.3, EXCEPTION 2.3 BOLTS AND ANCHORS NO NONE PROPOSED IN ENGINEERING FIELD WELDING NO NONE PROPOSED IN ENGINEERING SPECIAL INSPECTIONS ARE NOT REQUIRED FOR CONSTRUCTION OF A MINOR NATURE OR, AS WARRANTED BY CONDITIONS IN THE JURISDICTION, AS APPROVED BY THE BUILDING OFFICIAL. 11'-1111 f4ciue- w ft6a Cut. w 5'-0 "MIN F_ 81.011- 1 I I I I I I I loI I I I I 6" Ox0.280" THK STEEL PIPE 11-611 0 2'-0" TYP MIN 3" CLR (2) 'S (np) 3" CLR ��,�/ ABET � 1��, • < i i, �;\� `_"r'-----� �IJ�G.� 11J� t c �� L311 CLR (TYP) 'u 41-0"x4'-0" FOUNDATION 0A_k? s THIS SIGN FOUNDATION ANALYSIS IS BASED ON SOIL LATERAL BEARING PRESSURES TAKEN FROM TABLE 1806.2 OF THE 2015 IBC AND SOIL TYPES BASED ON THE KING COUNTY SOIL SURVEY, IF SITE CONDITIONS DIFFER FROM THESE ASSUMPTIONS, THE ENGINEER MUST BE NOTIFIED SO THAT THE ANALYSIS MAY BE UPDATED TO REFLECT ACTUAL SITE CONDITIONS. APCONSULTING ENGINEERS PLLC CIVIL ENGINEERING SIGN FOUNDATION ANALYSIS SEPTEMBER 15, 2016 APCE PROJECT #2016031 PREPARED FOR: RELIABLE CREDIT 34303 PACIFIC HIGHWAY SOUTH FEDERAL WAY, WA 98003 AT THE REQUEST OF: PLUMB SIGNS, INC. 909 SOUTH 28TH STREET TACOMA, WA 98409 AEPau1QAPConsultingEngineers.com (253) 347-0887 PO Box 162, Auburn, WA 98071 CP CONSULTING ENGINEERS PLLC PO Box 162, Auburn, WA 98071 PROJECT NAME: RELIABLE CREDIT SIGN FOUNDATION 34303 Pacific Highway South, Federal Way, WA 98003 SCOPE OF WORK: Determine the column and footing requirements for the sign subject to static wind loading per the 2012 International Building Code and ASCE 7-10. All sign material and connections to column by others. DESIGN CRITERIA: Basic Wind Speed: V = 100 MPH ASCE 7-10 FIGURE 26.5-1C Exposure Category: B ASCE 7-10 SECTION 26.7.3 Total Height of Sign: 11.92 FT Nominal Height of Atmospheric Boundary layer: zR = 1200 FT ASCE 7-10 TABLE 26.9-1 Power Law Exponent: a = 7 ASCE 7-10 TABLE 26.9-1 Exposure Constant: zm;,, = 30 FT ASCE 7-10 TABLE 26.9-1 Turbulence Factor: c = 0.3 ASCE 7-10 TABLE 26.9-1 Integral Length Scale Factor: 1= 320 FT ASCE 7-10 TABLE 26.9-1 Integral Length Scale Exponent: e,.. = 0.33 ASCE 7-10 TABLE 26.9-1 Mean Hourly Wind Exponent: a,,,e = 0.25 ASCE 7-10 TABLE 26.9-1 Mean Hourly Wind Factor: bdVe = 0.45 ASCE 7-10 TABLE 26.9-1 Period Coefficient: C, = 0.02 ASCE 7-10 TABLE 12.8-2 Period Coefficient: x = 0.75 ASCE 7-10 TBLE 12.8-2 Approximate Fundamental Period: Ta = 0.13 SEC ASCE 7-10 Eqn. 12.8-7 DESIGN LOADS: Top Sign: Height: 11.92 FT Width: 8.00 FT Point of Wind Load Application: 5.96 FT Sign Area: A, -lop = 95.3 FT' Velocity Pressure: qh = 0.00256K,,K„K,,V' ASCE 7-10 Eqn. 29.3-1 Exposure Coefficient: Kh = 0.57 ASCE 7-10 TABLE 29.3-1 K„ = 1.0 ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1 K,, = 0.85 ASCE 7-10 TABLE 26.6-1 qh = 12.5 LB/FT' Gust Factor: G = 0.925(1+1.7gQI,Q)/(1+1.7g,I,) ASCE 7-10 Eqn. 26.9-6 Intensity of Turbulence: I, = 0.305 ASCE 7-10 Eqn. 26.9-7 go = 3.40 ASCE 7-10 SECTION 26.9.4 g„ = 3.40 ASCE 7-10 SECTION 26.9.4 Equivalent height of structure: z- = 30.0 ASCE 7-10 SECTION 26.9.4 Background Response: Q = 0.948 ASCE 7-10 Eqn. 26.9-8 L, -- = 310.0 ASCE 7-10 Eqn. 26.9-9 Rigid Gust Factor: G = 0.895 Clearance Ratio: Height,,Y„/Height,,,,, = 1.000 ASCE 7-10 FIGURE 29.4-1 Aspect Ratio: Widths„/Heights;,l„= 0.671 ASCE 7-10 FIGURE 29.4-1 Net Force Coefficient: C, = 1.52 ASCE 7-10 FIGURE 29.4-1 Design Wind Force: F = ghGC,A, = 1616.6 LB ASCE 7-10 Eqn. 29.4-1 Overturning Moment: 10595 LB -FT ASCE 7-10 FIGURE 29.4-1 Bottom Sign: Height: 1 FT Width: 0.00 FT Point of Wind Load Application: 0 FT Job No. 2016031 9/15/2016 AP CONSULTING ENGINEERS PLLC PO Box 162, Auburn, WA 98071 Height of Top of Sign Above Grade: 1 FT Number of Columns Af-bottom = 0 FTS Velocity Pressure: q,, = 0.00256KhK„KdV- 6"x0.280"THK Exposure Coefficient: Kh = 0.575 96.0 IN K„ = 1 Height of Column Above Grade: K,, = 0.85 0.0 FT' qh = 12.5 LB/FT' Gust Factor: G = 0.925(1+1.7gQI,Q)/(1+1.7&I,) Intensity of Turbulence: I,, = 0.305 Exposure Coefficient: Kh = gQ = 3.40 1 g„ = 3.40 Equivalent height of z.,,,. = 30 Background Response: Q = 0.995 3.40 1--- = 310.0 Rigid Gust Factor: G = 0.922 Clearance Ratio: Height ;,,,/Height,,,,, = 1.000 Aspect Ratio: Width,;,„/Heights;,"= L,l,- = 0.000 Net Force Coefficient: Cf = 1.80 ASCE 7-10 Eqn. 29.3-1 ASCE 7-10 TABLE 29.3-1 ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1 ASCE 7-10 TABLE 26.6-1 ASCE 7-10 Eqn. 26.9-6 ASCE 7-10 Eqn. 26.9-7 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 Eqn. 26.9-8 ASCE 7-10 Eqn. 26.9-9 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 FIGURE 29.4-1 Design Wind Force: F = ghGCfAf = 0.0 LB ASCE 7-10 Eqn. 29.4-1 Overturning Moment: 0 LB -FT ASCE 7-10 FIGURE 29.4-1 Columns: Number of Columns 1 Column Type (TS or Pipe): Pipe Section Size: 6"x0.280"THK Column/Cladding Width: 96.0 IN Horizontal Projection: 96.0 IN Centroid of Column: 0 FT Height of Column Above Grade: 0.00 FT Total of Column Areas: 0.0 FT' I: I = 26.5 IN' Modulus of Elasticity: E = 29000 KSI Stiffness: k = 1362.39 K*INZ/FTl Velocity Pressure: qh = 0.00256KhK,,,KdV' Exposure Coefficient: Kh = 0.575 K„ = 1 K,, = 0.85 qh = 12.5 LB/FTZ Gust Factor: G = 0.925(1+1.7gQI,Q)/(1+1.7g,,I,) Intensity of Turbulence: I, = 0.305 9Q = 3.40 & = 3.40 Equivalent height of structure: z.- = 30 Background Response: Q = 0.948 L,l,- = 310.0 Rigid Gust Factor: G = 0.895 Clearance Ratio: Height,,,,,/ Height,,,,., = 1.000 Aspect Ratio: Width,;, /Height,;,,,= 800000000.000 Net Force Coefficient: Cf = 1.30 Design Wind Force: F = ghGC,A, = 0.0 LB Overturning Moment: 0 LB -FT TOTAL OVERTURNING MOMENT: 10595 LB -FT TOTAL WIND FORCE: 1617 LB HEIGHT OF RESULTANT FORCE: 6.55 FT ASCE 7-10 Eqn. 29.3-1 ASCE 7-10 TABLE 29.3-1 ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1 ASCE 7-10 TABLE 26.6-1 ASCE 7-10 Eqn. 26.9-6 ASCE 7-10 Eqn. 26.9-7 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 Eqn. 26.9-8 ASCE 7-10 Eqn. 26.9-9 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 Eqn. 29.4-1 ASCE 7-10 FIGURE 29.4-1 Job No. 2016031 9/15/2016 AP CONSULTING ENGINEERS PLLC PO Box 162, Auburn, WA 98071 STEEL COLUMN DESIGN: ALSO Section: ASTM A 500, Grade B Second Moment of Area Fh = 0.66*Fy*4/3 = M(base) Deflection at Top Deflection Ratio = Height/ Torsion Design: Applied Torque = Outside Diameter Torsion Constant = Maximum Shear Stress = t,„ FOUNDATION DESIGN: Lateral Bearing Pressure: Allowable Increase: CONSTRAINED: NONCONSIRAINED: Combined Footing? Shape of Footing: Length: Width: Allowable Lateral Pressure: A = 2.34*F/(Sl*b) = Nonconstrained Depth of Footing: Fy = 36 KSI I = 26.5 IN' S = 7.99 IN' FH = 31.68 KSI 10595 LB -FT, each column fh = 15.91 KSI < 31.68 KSI OK d = 0.26 IN 558 > 150 OK ASCE 7-02, Figure 6-20, Note 3, Case B T = 2586 LB -FT ee = 2.25 IN J = 529 IN' ,x = 1.32 KSI < 31.68 KSI OK 100 PSF/FT IBC TABLE 1806.2 20 x IBC 1806.3.4 d' = 4.25[MK/(Sab)] d = 0.5A[1 + [1 + (4.36h/A)]1/2) No Square 4.00 FT 4.00 FT b = 5.66 FT = 330.0 PSF Si = 990.1 PSF A = 2.03 d = 4.95 FT Job No. 2016031 9/15/2016 Job No. 2016031 9/15/2016 470 17 41" N 470 1734" N 3 Soil Map—King County Area, Washington 3 (Reliable Credit Sign Foundation) 551570 551600 551630 551660 551690 551720 3 Map Scale: 1:1,370 if printed on A landscape (11" x 8.5") sheet - — — Meters N N 0 20 40 80 120 Feet A0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 1ON WGS84 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 470 17'41'."N 0 0 0 ri N oN MW ry t� O �Q 47° 17' 34" N 551750 551780 551810 551840 3 9/15/2016 Page 1 of 3 Soil Map—King County Area, Washington Map Unit Legend Reliable Credit Sign Foundation King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI EwC Ur Totals for Area of Interest Everett-Alderwood gravelly sandy loams, 6 to 15 percent slopes Urban land 4.2 55.3% 3.4 44.7% 7.5 100.0% Natural Resources Web Soil Survey 9/15/2016 �■ Conservation Service National Cooperative Soil Survey Page 3 of 3 STRUCTURAL NOTES 00700 GENERAL CONDITIONS All materials and construction shall conform to the drawings, these notes, and any specifications for this project. During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation procedures. The Contractor shall provide adequate lagging, shoring, bracing, guys and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be made. Modification of design drawing details shall not be made without written approval of the Engineer. Provide vertical support and lateral bracing for electrical and mechanical equipment per the applicable code requirements. DIVISION 1 - GENERAL REQUIREMENTS 01412 BUILDING CODES International Building Code (IBC) 2012 Edition. Washington State Building Code (Washington Administrative Code (WAC) Chapter 51-30) 01415 DESIGN LOADS AND CRITERIA WIND: Basic Wind Speed: Exposure: 100 mph B FOUNDATION: Allowable Soil Bearing Capacity (DL+LL): 1,500 PSF Soil Passive Pressure: 100 PCF 01455 TESTING AND INSPECTION All special inspection and testing shall comply with IBC Sections 1701, 1703, 1704, and other applicable building code sections and are in addition to the inspections made by the Building Official under Section 110. Special inspections are required for the following work: Earthwork: During excavation, grading, and filling Construction of drilled piles or caissons Concrete: Placement of reinforcing steel, concrete placement and taking of concrete cylinders, where inspection is required by Section 03300 Placement of anchor bolts, where noted on plans Installation of adhesive anchors Field Welding: Reinforcing steel Structural and miscellaneous steel Installation of high-strength bolts Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The Contractor shall coordinate special inspections as well as standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special inspectors and testing laboratories shall be approved by the Building Official, and shall be certified by the Washington Association of Building Officials (WABO), if required by the Building Official. The special inspector shall observe the work for conformance with the design drawings and specifications. The special inspector shall furnish inspection reports to the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor for correction and also to the Building Official and the Engineer. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the design drawings and specifications and the applicable provisions of the building code. Special inspections per IBC Section 1703.6 are required unless fabricator is approved per Section 1704.2. DIVISION 2 - SITEWORK 02315 EXCAVATION AND FILL All footings shall bear on undisturbed ground or structural fill and shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. Foundation excavations shall be examined and approved by the Engineer - or a testing laboratory approved by the owner - and the Building Official prior to the placement of any reinforcing steel or concrete. Material for filling and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic material, construction debris, cobbles, or other debris. Fill and backfill shall be deposited in layers not to exceed 8 inches thick for heavy equipment and 4" thick for hand operated equipment. The fill shall be properly moistened to approximate optimum requirements and thoroughly rolled or compacted with approved equipment in such a manner and extent as to produce a relative compaction of 95% of maximum dry density for optimum moisture content as determined by ASTM D 1557. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. See Section 01455. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used only where larger power driven compaction equipment cannot be used. 03210 REINFORCING STEEL Concrete reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60 (or A 615M -96a, Grade 420), made from new billets. Reinforcing to be welded shall be Grade 60 (Grade 420) with a Carbon Equivalent (CE) of 0.55 or less, or ASTM A 706 (or A 706M -96b). Do not use epoxy -coated reinforcing unless noted. Bars marked with metric sizes as shown below conforming to the metric specifications and grades shown above may be substituted for the bars shown on the drawings. Bar spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the same. Fabrication and placement of reinforcing in concrete shall conform to IBC section 1907. Lap all reinforcing bars at all splices, corners, and intersecting walls per table below (unless noted otherwise): Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths (in inches) are based on normal weight concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The sizes shown (#xx) are the corresponding metric bar sizes. Minimum cover over reinforcement, unless noted otherwise: Concrete placed on earth: 3 inches Concrete exposed to earth or weather: 2 inches Other conditions (UNO): 1-1/2 inches Reinforcing steel welding shall be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and AWS Welding Code D1.4-98 with modifications. Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing shall be supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in each direction. 03300 CAST -IN-PLACE CONCRETE All cast -in-place concrete shall meet the following requirements: Quality of concrete shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be 2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix design to the Engineer for review. See Section 01330. Slump shall be 4 inches plus or minus 1 inch. Use Type I -A cement where air entrainment is required. All methods and materials per IBC Chapter 19. Water -reducing admixtures conforming to ASTM C 150 may be incorporated in the concrete design mixes and be used in strict accordance with the manufacturer's recommendations, subject to Engineer's approval. Concrete Strength (PSI) 2,000 3,000 4,000 5,000 6,000 Two Other Two Other ToR Other Top Other Lo R Other #3 (#10) 27 21 22 17 19 15 17 13 15 12 #4 (#13) 35 27 29 22 25 19 22 17 20 16 #5(#16) 44 34 36 28 31 24 28 22 25 20 #6(#19) 53 41 43 33 37 29 34 26 31 24 #7(#22) 77 59 63 48 55 42 49 38 45 34 #8(#25) 87 67 72 55 63 48 56 43 55 43 #9(#29) 98 76 81 62 71 54 63 49 57 44 Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths (in inches) are based on normal weight concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The sizes shown (#xx) are the corresponding metric bar sizes. Minimum cover over reinforcement, unless noted otherwise: Concrete placed on earth: 3 inches Concrete exposed to earth or weather: 2 inches Other conditions (UNO): 1-1/2 inches Reinforcing steel welding shall be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and AWS Welding Code D1.4-98 with modifications. Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing shall be supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in each direction. 03300 CAST -IN-PLACE CONCRETE All cast -in-place concrete shall meet the following requirements: Quality of concrete shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be 2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix design to the Engineer for review. See Section 01330. Slump shall be 4 inches plus or minus 1 inch. Use Type I -A cement where air entrainment is required. All methods and materials per IBC Chapter 19. Water -reducing admixtures conforming to ASTM C 150 may be incorporated in the concrete design mixes and be used in strict accordance with the manufacturer's recommendations, subject to Engineer's approval. An air -entraining agent conforming to ASTM C 150 shall be used in all concrete mixes for slabs and other flatwork to be exposed to weather. The amount of entrained air shall be 5 % plus or minus 1 % by volume. Calcium chloride or other water-soluble chloride ion admixtures conforming to ASTM C 1218/C may be used in concrete not exposed to the weather and in unreinforced concrete. In any case the maximum chloride content of the concrete may not exceed the limits specified in ASTM C 318. Other types of accelerating admixtures may also be used. All admixtures shall conform to ASTM C 618 Type C or F. Special inspection and testing is required for all reinforced concrete except for foundation concrete with a designated compressive strength not exceeding 2500 PSI and nonstructural slabs on grade. For each class of concrete where testing is required, the special inspector shall take not less than one set of three cylinders for each day of concrete placement, or for each pour, or not less than one set for each 150 cubic yards of concrete, or not less than one set for each 5,000 square feet of surface area for slabs or walls. Anchor bolts, dowels, and other embedded items shall be securely tied in position prior to concrete placement. Do not add water at site. Maximum drop during placement is three feet. Consolidate concrete with a mechanical vibrator as required. All exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not dust surfaces with dry cement to remove water. Concrete shall be maintained in a moist condition for a minimum of five days after placement or sealed with a curing compound applied in two coats at right angles. Follow manufacturer's application instructions and do not exceed recommended coverage. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. Do not embed aluminum conduits and sleeves in concrete. [1191911— ACRIONWOM trKl_[ 0 11 Non -shrink grout shall have a minimum compressive strength of 5,000 PSI. Use non- metallic type in exposed conditions. Install per manufacturer's recommended procedure. DIVISION 5 - METALS 05120 STRUCTURAL STEEL Materials, fabrication and erection of structural steel shall conform to IBC Chapter 22 and the AISC 360-10 Specification for Structural Steel Buildings. Paint all structural steel exposed to weather unless noted otherwise on drawings. Material specifications, unless noted otherwise: Structural shapes: Bars and plates: Pipe: Structural tubing/ HSS Bolts: High -Strength Bolts: Nuts: Washers: Filler metal: ASTM A 36 ASTM A 36 ASTM A 500, Grade B, Standard Weight ASTM A 500, Grade B ASTM A 307 ASTM A 325, .where noted ASTM A 563 ASTM F 436 E70XX Substitution of other materials requires approval of the Engineer. Galvanizing of structural shapes and fabricated parts shall be done in accordance with ASTM A 123, after fabrication. Galvanizing of threaded parts, bolts, nuts, and washers shall be done in accordance with ASTM A 153. Welding shall be performed only by WABO certified welders and shall conform to AWS D1.1 and AISC specifications. E70T-4 weld material is not permitted. Minimum fillet weld size shall be 3/16" unless noted otherwise. Field welds shall have special inspection per IBC section 1705.2. Reinforcing steel welding to structural steel shall conform to AWS Welding Code D1.4- 98 with modifications. Provide 3/4" diameter air relief holes @ 12" OC each way in the horizontal surfaces of all embedded bearing plates and angles over 6" in width, when they are above the bottom of the concrete member in the casting position. 4 40 Reliable Cr. x i "- I= portunit)r Reliable Crie X 34303 Pacific Hwy S - Go X— �' https wtivw.google.com'maps'place/34303+Pacific+Hwy+S,+Federal+Way,+WA+98003/��47.2940772,-122.3154063,183m/data=l3m1',1e3'.4m5'.3m4!1 sOx549057b90236893:0x5019d4c3c95c961!8m2� 3d47.,L941 )5 0 i Y' Pps L-11 Saiesforce C EchoSign Electronic Sa e_ and use ta.: raA PL^11 + Hnme Jour e Le, el Rates f Zenni C}ptical Eyec, �i Hu6Spot CRM and Cloud Corn wwwbed.oi __ flog writers �� Signage Library- T1 Pe. al,_,'ator I T r tpu » L� V GtJ4f wh7? Is- _ PJ N39x►�R�J � i� NiS � • o °� tM 41 i A minimum of 50% of the required landscaped area ry should be planted with low shrubs & groundcover such that within 2 years, 90% of the landscaped area is covered. If all grasses are to be used, landscaped area must be covered 100% at time of planting. Low maintenance plantings are recommended. (FWRC - - • `, 19.140.170(5)) r ©', South SideJPG S 344t St 4 3'4�4th a S 344th St ©j Drawing (2)JPG © IMG 0052JPG S 344t St New location for monument sign - 3' setback from P/L *FINAL INSPECTION REQUIRED Euildin Division U~ E FSR SIT �N WIN IM Sign Code.�A roved: 11 l0i 11 _ Date: Site Address: Reliable Credit 34303 Pacific Highway Sbl NED ! Federal Way, 98003 i TPN: 2.02104-9068 SEP 2 9 2016 ... Zoning: CE �'� CITY OF FEDERAL WAY ®j Image 1-11-16,2.38 ....jpg - 'J 052616.xis - `: download - ©' Image 5-19-16, 11.1 .... 9Pg CA Image 4-28-'i 6, 1 12 .... .JPg Z D 70� rn ? C rn � r 0 � O U a W o rn (D Q Co CD 0 CO ±Show all ---i � cn N O1 _ W— F- u' w o w N 0 cn a U) w J � 4 RELIABLE CREDIT & YOGA G b 207104-9068 V tir 11 i - PD -2 --- 7-0 ,6,4, LCTit-J BUDGET AVIS 202104-9063 _, NEW COMMUNITY CHURCH ci a a 202104-9053 -- STA 71+76.80, 53.00' LT Q s o i6 1 16 15 6 �� 1 16 15 s s c— s D - SD SD— w> STA 70+50.00, 36.5T LT BEGIN HOV UNE PIV IT oO / SEE TYPICAL SECTI + SHEETS 35-36 n / % a 70 71 STA 70+50.00, 25. RT BEGIN HOY LANE P T 32 \ SEE TYPICAL SE \ SHEETS 35x36 HIGHWAY SOUTH 14Y1 6 6 D14 �m x T — F FILL EMBANKMENT LINE 18 CUT EMBANKMENT LINE 112 mmamm -w o w 139 HMA OVERLAY SECTION w x Ln 73 D Cl 261 LANDSCAPE PLAN 283 STA 73+49.33, 3.9.50' RT _ 16- w z 346 „ 362 HIGHWAY SOUTH 14Y1 6 6 D14 �m x T — F FILL EMBANKMENT LINE 18 CUT EMBANKMENT LINE 112 w STA 73+37.93, 52.99 LT -w o w 139 HMA OVERLAY SECTION w x Ln 73 D Cl 261 LANDSCAPE PLAN 283 STA 73+49.33, 3.9.50' RT _ 16- w z 346 „ 362 D32 D32 • — • aG 7,77 w 4344WALL 15- --ti �� - \ — 44 �- 16 1 16 Ac i 56 1 16 �A}1A IN6 SD 202104-9093 SD \ 111 5D - w GP GP / GP PLAN PATTISON'S WEST A /. rn: ` 202104-9137 0 10 20 40 60 SCALE IN FEET LEGEND L/� N75Gi9 /� GENERAL NOTES 1. CONSTRUCT CEMENT CONCRETE CURB, GUTTER, AND SIDEWALK PER TYPICAL SECTIONS, SHEETS 35-36. 2. CONTRACTOR SHALL ADJUST ALL JUNCTION BOXES WITHIN SIDEWALK GRADE 3. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEARLY MARKING ALL UTILITY APPURTENANCES PRIOR TO PAVING OVER THEM. ALL CASTINGS SHALL BE ADJUSTED TO MATCH FINISHED ROADWAY GRADE. 4. FOR SIDEWALK TRANSITIONS AND EXTRUDED CURB POINTS NOT SHOWN ON ROADWAY PLAN SHEETS, SEE DRIVEWAY PLAN AND PROFILES, SHEETS 234-249. 5. FOR MEDIAN TREATMENTS SEE LANDSCAPE PLAN SHEETS AND DETAILS, SHEETS 271-291. CONSTRUCTION NOTES O1 MATCH EXISTING. OCONSTRUCT CEMENT CONCRETE COMMERCIAL DRIVEWAY ENTRANCE PER CFW STANDARD DETAIL 3-6A. ORECONSTRUCT HMA DRIVEWAY PER DRIVEWAY DETAILS & PROFILES, SHEETS 234 -249 - CO STRUCT 34-249.CONSTRUCT CEMENT CONCRETE SINGLE DIRECTION CURB RAMP PER WSDOT STD PLAN F-40.16-02 14 CONSTRUCT MEDIAN. SEE POINTS LAYOUT TABLE AND MEDIAN EXTRUDED CURB DETAIL, SHEETS 368-372 & 38. 15 INSTALL INTEGRAL CURB PER DETAIL, SHEET 38. i6 INSTALL CEMENT CONCRETE EXTRUDED CURB, PER CFW STANDARD DETAIL 3-4. 18 RELOCATE MAILBOX 23 RECONSTRUCT SEWER MANHOLE. SEE WATER AND SEWER PLANS, SHEETS 182-198. 32 REESTABLISH MONUMENT CASE AND COVER PER WSDOT STANDARD PLAN A-10.30-00. 42 INSTALL TREE GRATE. SEE LANDSCAPE PLANS, SHEETS 271-291, FOR LOCATION AND LANDSCAPE DETAIL SHEET 291. 43 CONSTRUCT SOLDIER PILE WALL. SEE WALL AND PLAN & ELEVATIONS AND WALL DETAILS, SHEETS 226-233. OINSTALL BLACK VINYL COATED CHAIN LINK FENCE ON SOLDIER PILE WALL SEE WALL DETAIL SHEET 233. RECEM SEP 2 9 2016 CITY OF FEDERAL WAY CDS CORRESPONDING SHEETS CURB & GUTTER x FENCE F FILL EMBANKMENT LINE - -c CUT EMBANKMENT LINE 112 EXISTING RIGHT OF WAY — — — — PROPOSED RIGHT OF WAY 139 HMA OVERLAY SECTION e HMA PAVEMENT SECTION D CEMENT CONIC. SIDEWALK AND/OR PAVEMENT L/� N75Gi9 /� GENERAL NOTES 1. CONSTRUCT CEMENT CONCRETE CURB, GUTTER, AND SIDEWALK PER TYPICAL SECTIONS, SHEETS 35-36. 2. CONTRACTOR SHALL ADJUST ALL JUNCTION BOXES WITHIN SIDEWALK GRADE 3. CONTRACTOR SHALL BE RESPONSIBLE FOR CLEARLY MARKING ALL UTILITY APPURTENANCES PRIOR TO PAVING OVER THEM. ALL CASTINGS SHALL BE ADJUSTED TO MATCH FINISHED ROADWAY GRADE. 4. FOR SIDEWALK TRANSITIONS AND EXTRUDED CURB POINTS NOT SHOWN ON ROADWAY PLAN SHEETS, SEE DRIVEWAY PLAN AND PROFILES, SHEETS 234-249. 5. FOR MEDIAN TREATMENTS SEE LANDSCAPE PLAN SHEETS AND DETAILS, SHEETS 271-291. CONSTRUCTION NOTES O1 MATCH EXISTING. OCONSTRUCT CEMENT CONCRETE COMMERCIAL DRIVEWAY ENTRANCE PER CFW STANDARD DETAIL 3-6A. ORECONSTRUCT HMA DRIVEWAY PER DRIVEWAY DETAILS & PROFILES, SHEETS 234 -249 - CO STRUCT 34-249.CONSTRUCT CEMENT CONCRETE SINGLE DIRECTION CURB RAMP PER WSDOT STD PLAN F-40.16-02 14 CONSTRUCT MEDIAN. SEE POINTS LAYOUT TABLE AND MEDIAN EXTRUDED CURB DETAIL, SHEETS 368-372 & 38. 15 INSTALL INTEGRAL CURB PER DETAIL, SHEET 38. i6 INSTALL CEMENT CONCRETE EXTRUDED CURB, PER CFW STANDARD DETAIL 3-4. 18 RELOCATE MAILBOX 23 RECONSTRUCT SEWER MANHOLE. SEE WATER AND SEWER PLANS, SHEETS 182-198. 32 REESTABLISH MONUMENT CASE AND COVER PER WSDOT STANDARD PLAN A-10.30-00. 42 INSTALL TREE GRATE. SEE LANDSCAPE PLANS, SHEETS 271-291, FOR LOCATION AND LANDSCAPE DETAIL SHEET 291. 43 CONSTRUCT SOLDIER PILE WALL. SEE WALL AND PLAN & ELEVATIONS AND WALL DETAILS, SHEETS 226-233. OINSTALL BLACK VINYL COATED CHAIN LINK FENCE ON SOLDIER PILE WALL SEE WALL DETAIL SHEET 233. RECEM SEP 2 9 2016 CITY OF FEDERAL WAY CDS CORRESPONDING SHEETS RIGHT OF WAY PLAN 56 SITE PREPARATION PLAN 74 ROADWAY PLAN 93 ROADWAY PROFILE 112 INTERSECTION DETAILS 124 DRAINAGE PLAN 139 DRAINAGE PROFILE 158 WATER & SEWER PLAN & PROFILE 194 IRRIGATION PLAN 261 LANDSCAPE PLAN 283 ILLUMINATION PLAN 304 CHANNELIZATION & SIGNING PLAN 346 JOINT UTILITY TRENCH PLAN 362 ,J'.. KICK BOENG ZUMMA YOU tz 1XXL Reliable Credit"i � �Y[ 1 l yy � � T f N ks h T k � n 4. 1 ) '(•... .m '. BOOT 'MAMA! V VICTORY 354.5449 Yi DRC Inte n tional, Inc. Jk Engineerirg Pa�urement •Distribution 253-942-751.)0 + RCWorldWide.com L Foo e,,j 'vq• Re j. Qc:o4- ix) i 0 x ,p44A-A 2'W 1 Al A_8 XV ^9 E VE A.) T CSG 11r2pS✓ o ly .5f I)e oy l/ • ,� a • 3 7 Y/�.�as SEP 2 9 2016 CITY OF FEDERAL WAY CDS APCONSULTING ENGINEERS P LLC RESUBMITTED CIVILENGINEERING mn MAR 2 9 2017 CITY OF FEDERAL WAY fp6UNDATION NITY DEVELOPMENT SIGN ANALYSIS APPROVED By It1� SEPTEMBER 15, 2016; REV 3/1/17 APCE PROJECT #2016031 PREPARED FOR: RELIABLE CREDIT 34303 PACIFIC HIGHWAY SOUTH FEDERAL WAY, WA 98003 AT THE REQUEST OF: PLUMB SIGNS, INC. 909 SOUTH 28TH STREET TACOMA, WA 98409 APCE®APConsultingEngineers.com (253) 737-4173 PO Box 162, Auburn, WA 98071 O co O CD i. t AT>CONSULTING ENGINEERSPUC CIVIL ENGINEERING APCEgAPC6nsW6nq.Ergwom.com (253) 341-0267 PO BOX 162 AUBURN. WA 98071 011 -,03I JOB- _ SHEET NO. CALCULATED CHECKED BY SCALE l /4 / ;—e car, OF DATE DAT -E -V SPECIAL INSPECTIONS REQUIRED COMPONENT OF SIGN SUPPORT REQ'D JUSTIFICATION IBC SECTION CONCRETE STRENGTH NO > 2,500 PSI STRENGTH NOT REQ'D 1705.3, EXCEPTION 2.3 CONCRETE REINFORCEMENT NO > 2,500 PSI STRENGTH NOT REQ'D 1705.3, EXCEPTION 2.3 BOLTS AND ANCHORS NO NONE PROPOSED IN ENGINEERING FIELD WELDING NO NONE PROPOSED IN ENGINEERING SPECIAL INSPECTIONS ARE NOT REQUIRED FOR CONSTRUCTION OF A MINOR NATURE OR, AS WARRANTED BY CONDITIONS IN THE JURISDICTION, AS APPROVED BY THE BUILDING OFFICIAL -8'-0"-------- (12) 2 V x 5 2" KB3 CARBON STEEL ANCHOR BOLTS 6"0 0.280" THK „ STEEL PIPE j 1'-6" TYP i „ „ „ ;Yr--- 2'-0" TYP A o A „ (MIN 3"CLR (2) #4,Su u + (TYP) „ 41 5'-0" MIN 3"CLR 0 0 0 0 -- G ---1-0,- TYP LJ 3" CLR P `��\- ANCHOR BOLTS TYP 4'-0"x4'-0" 1'-0" TYP FOUNDATION THIS SIGN FOUNDATION ANALYSIS iS BASED ON SOIL LATERAL BEARING PRESSURES TAKEN FROM TABLE 1806.2 OF THE 2015 IBC AND SOIL TYPES BASED ON THE KING COUNTY SOIL SURVEY. IF SITE CONDITIONS DIFFER FROM THESE ASSUMPTIONS, THE ENGINEER MUST BE NOTIFIED SO THAT THE ANALYSIS MAY BE UPDATED TO REFLECT ACTUAL SITE CONDITIONS. AP CONSULTING ENGINEERS PLLC PO Box 162, Auburn, WA 98071 PROJECT NAME: RELIABLE CREDIT SIGN FOUNDATION 34303 Pacific Highway South, Federal Way, WA 98003 SCOPE OF WORK: Determine the column and footing requirements for the sign subject to static wind loading per the 2012 International Building Code and ASCE 7-10. All sign material and connections to column by others. DESIGN CRITERIA: Basic Wind Speed: V = 85 MPH ASCE 7-10 FIGURE 26.5-1C Exposure Category: B ASCE 7-10 SECTION 26.7.3 Total Height of Sign: 11.92 FT Nominal Height of Atmospheric Boundary layer: zs = 1200 FT ASCE 7-10 TABLE 26.9-1 Power Law Exponent: a = 7 ASCE 7-10 TABLE 26.9-1 Exposure Constant: zm;,, = 30 FT ASCE 7-10 TABLE 26.9-1 Turbulence Factor: c = 0.3 ASCE 7-10 TABLE 26.9-1 Integral Length Scale Factor: 1= 320 FT ASCE 7-10 TABLE 26.9-1 Integral Length Scale Exponent: ea„„ = 0.33 ASCE 7-10 TABLE 26.9-1 Mean Hourly Wind Exponent: a,,,p = 0.25 ASCE 7-10 TABLE 26.9-1 Mean Hourly Wind Factor: b,_ = 0.45 ASCE 7-10 TABLE 26.9-1 Period Coefficient: C, = 0.02 ASCE 7-10 TABLE 12.8-2 Period Coefficient: X= 0.75 ASCE 7-10 TBLE 12.8-2 Approximate Fundamental Period: Ta = 0.13 SEC ASCE 7-10 Eqn. 12.8-7 DESIGN LOADS: TOP Sign: Height: 11.92 FT Width: 8.00 FT Point of Wind Load Application: 5.96 FT Sign Area: Al.h,p = 95.3 FTZ Velocity Pressure: qh = 0.00256K,,K,,KdV2 ASCE 7-10 Eqn. 29.3-1 Exposure Coefficient: Kh = 0.57 ASCE 7-10 TABLE 29.3-1 K„ = 1.0 ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1 K,,= 0.85 ASCE 7-10 TABLE 26.6-1 qh = 9.0 LB/FT2 Gust Factor: G = 0.925(1+1.7g(,I,Q)/(1+1.7g„IJ ASCE 7-10 Eqn. 26.9-6 Intensity of Turbulence: I, = 0.305 ASCE 7-10 Eqn. 26.9-7 & = 3.40 ASCE 7-10 SECTION 26.9.4 g„ = 3.40 ASCE 7-10 SECTION 26.9.4 Equivalent height of structure: z„11. = 30.0 ASCE 7-10 SECTION 26.9.4 Background Response: Q = 0.948 ASCE 7-10 Eqn. 26.9-8 I',.- = 310.0 ASCE 7-10 Eqn. 26.9-9 Rigid Gust Factor: G = 0.895 Clearance Ratio: Height,.,:,,/] ]eight,,,,,, = 1.000 ASCE 7-10 FIGURE 29.4-1 Aspect Ratio: Width,,,,,,/I leight„ ,,, = 0.671 ASCE 7-10 FIGURE 29.4-1 Net Force Coefficient: C, = 1.52 ASCE 7-10 FIGURE 29.4-1 Design Wind Force: F = ghGC,A, = 1168.0 LB ASCE 7-10 Eqn. 29.4-1 Overturning Moment: 7655 LB -FT ASCE 7-10 FIGURE 29.4-1 Bottom Sign: Height: 1 FT Width: 0.00 FT Point of Wind Load Application: 0 FT Job No. 2016031 2/1/2017 AP CONSULTING ENGINEERS PLLC PO Box 162, Auburn, WA 98071 Height of Top of Sign Above Grade: 1 FT Af-dint.. = 0 FT' Velocity Pressure: qh = 0.002561(hK�,KdVZ ASCE 7-10 Eqn. 29.3-1 Exposure Coefficient: Kh = 0.575 ASCE 7-10 TABLE 29.3-1 K�, = 1 ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1 Kd = 0.85 ASCE 7-10 TABLE 26.6-1 qh = 9.0 LB/FTZ Gust Factor: G = 0.925(1+1.7gQItQ)/(1+1.7g„I�) ASCE 7-10 Eqn. 26.9-6 Intensity of Turbulence: I, = 0.305 ASCE 7-10 Eqn. 26.9-7 6"x0.280"THK gQ = 3.40 ASCE 7-10 SECTION 26.9.4 96.0 IN & = 3.40 ASCE 7-10 SECTION 26.9.4 Equivalent height of Z.- = 30 ASCE 7-10 SECTION 26.9.4 Background Response: Q= 0.995 ASCE 7-10 Eqn. 26.9-8 1362.39 K-IN'/FT' L'- = 310.0 ASCE 7-10 Eqn. 26.9-9 Rigid Gust Factor: G = 0.922 0.85 Clearance Ratio: Heights,,,,,/Height,,,,,, = 1.000 ASCE 7-10 FIGURE 29.4-1 Aspect Ratio: Width ;K„/ Height,;P„ = 0.000 ASCE 7-10 FIGURE 29.4-1 Net Force Coefficient: C, = 1.80 ASCE 7-10 FIGURE 29.4-1 Design Wind Force: F = ghGC,Af = 0.0 LB ASCE 7-10 Eqn. 29.4-1 Overturning Moment: L, ,,,,. = 0 LB -FT ASCE 7-10 FIGURE 29.4-1 Columns: Number of Columns 1 Column Type (TS or Pipe): Pipe Section Size: 6"x0.280"THK Column/Cladding Width: 96.0 IN Horizontal Projection: 96.0 IN Centroid of Column: 0 FT Height of Column Above Grade: 0.00 FT Total of Column Areas: 0.0 FT' I: I = 26.5 IIS Modulus of Elasticity: E = 29000 KSI Stiffness: k = 1362.39 K-IN'/FT' Velocity Pressure: qh = 0.00256K,K„KdV'- Exposure Coefficient: Kh = 0.575 K„ = 1 Kd = 0.85 qh = 9.0 LB/FTZ Gust Factor: G = 0.925(1+1.7gQI,Q)/(1+1.7gJ,) Intensity of Turbulence: 1, = 0.305 gQ = 3.40 g„ = 3.40 Equivalent height of structure: z. = 30 Background Response: Q = 0.948 L, ,,,,. = 310.0 Rigid Gust Factor: G = 0.895 Clearance Ratio: Height„,,,/Height,,,,,, = 1.000 Aspect Ratio: Width„,,,/Height,,,,,= 800000000.000 Net Force Coefficient: C, = 1.30 Design Wind Force: F = ghGC,A, = 0.0 LB Overturning Moment: 0 LB -FT TOTAL OVERTURNINGMOMENI': 7655 LB -FT TOTAL WIND FORCE: 1168 LB HEIGHT OF RESULTANT FORCL: 6.55 FT ASCE 7-10 Eqn. 29.3-1 ASCE 7-10 TABLE 29.3-1 ASCE 7-10 SECTION 26.8 & FIGURE 26.8-1 ASCE 7-10 TABLE 26.6-1 ASCE 7-10 Eqn. 26.9-6 ASCE 7-10 Eqn. 26.9-7 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 SECTION 26.9.4 ASCE 7-10 Eqn. 26.9-8 ASCE 7-10 Eqn. 26.9-9 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 FIGURE 29.4-1 ASCE 7-10 Eqn. 29.4-1 ASCE 7-10 FIGURE 29.4-1 job No. 2016031 2/1/2017 ATS CONSULTING ENGINEERS PLLC PO Box 162, Auburn, WA 98071 STEEL COLUMN DESIGN: AISC Section: ASTM A 500, Grade B Second Moment of Area Fb = 0.66*Fy*4/3 = M(base) Deflection at Top Deflection Ratio = Height/ Torsion Design: Applied Torque = Outside Diameter Torsion Constant = Maximum Shear Stress = tm FOUNDATION DESIGN: Lateral Bearing Pressure: Allowable Increase: CONSTRAINED: NONCONSTRAINED: Combined Footing? Shape of Footing: Length: Width: Allowable Lateral Pressure: c A = 2.34*F/(S,*b) _ Nonconstrained Depth of Footing: Fy = 36 KSI I = 26.5 IN' S = 7.99 INS Fb = 31.68 KSI 7655 LB -FT, each column fb = 11.50 KSI < 31.68 KSI OK d = 0.19 IN 772 > 150 OK ASCE 7-02, Figure 6-20, Note 3, Case B T = 1869 LB -FT & = 2.25 IN J = 52.9 IN' „x = 0.95 KSI < 31.68 KSI OK 100 PSF/FT IBC TABLE 1806.2 2.0 x IBC 1806.3.4 dZ = 4.25[Mp/(Sib)] d = 0.5A11 + 11 + (4.36h/A))1/2) No Square 4.00 FT 4.00 FT 5.66 FT 291.3 PSF 874.0 PSF 1.66 4.37 FT Job No. 2016031 2/]/2017 100 PSF/FT IBC TABLE 1806.2 2.0 x IBC 1806.3.4 dZ = 4.25[Mp/(Sib)] d = 0.5A11 + 11 + (4.36h/A))1/2) No Square 4.00 FT 4.00 FT 5.66 FT 291.3 PSF 874.0 PSF 1.66 4.37 FT Job No. 2016031 2/]/2017 AP Consulting Engineers PLLC PO Box 162 Auburn, WA 98071 Anchorage Strength Design Calculations: Project: Reliable Credit Sign Foundation APCE Job #2016031 Given: Bolt Type: Outside Diameter of Anchor: Effective Anchor Embedment Depth: Smallest Edge Distance: Number of Bolts Resisting Tension Force: Number of Bolts Resisting Shear Force: Effective Cross-sectional Area of Bolt: Specified Tensile Strength of Anchor Steel Specified Compressive Strength of Concrete Factored Tension Load: KB3 1/2" x 5-1/2" Anchor Bolt da := �2 I • in heft= 3.25 - in Ca-min:=4.25 • in ntension := 6 nshear:= 12 ASe := 0.11 int for threaded bolts, Ase = futa :=106000 • psi lbf fprime c := 2500 • 2 to 1617.5.96 12 Factored Shear Load: V,:= 1.6.1617. Ibf Tensile Strength: �Nn = minimum calculated value of �)Ns, q)Ncb or d,Ncbg. & G Npn Nominal Anchor Strength, Ns_ Ns:=ntension' 11660•/bf Table 7-2, AISC Steel Construction Manual Ns max `= ntension' Ase' futa Ns max = 69960 IV Ns := min (Ns • Ns max 2/24/2017 A5e=0.11 int z 4da _ 07431 — • Jr where nt = threads/inch N„ = 20559.6 1& V,=2587.2 I& NS = 69960 Ibf ON, -.= 0.75 ONS • NS = 52470 Ibf Nominal Concrete Breakout Strength, Ncb or Ncbg_ AN • W' • U�2.4�s • Nb Nominal Strength = AN. Projected Failure Surface Area: Projected Failure Surface Area of a Single Anchor: Coefficient for Basic Breakout Strength in Tension Lightweight Concrete Modification Factor: Basic Concrete Breakout Strength in Tension: Eccentricity of normal force on a group of anchors: Eccentricity Modification Factor: Edge Distance Modification Factor: Cracking Modification Factor: ANc:=6-((4.5 in+1.5-hef)•3•hef) ANc = 548.4 int (The base of the rectilinear geometrical figure that results from projecting the failure ANco 9' heft surface outward 1.5hef from the centerlines of the anchor) ANco = 95.1 in 2 k,:= 24 (24 for cast -in anchors, 17 for post -installed anchors) A:= 1.0 (1.0 for normalweight concrete; 0.85, for sand -lightweight concrete; 0.75 for all -lightweight concrete) 1.5 Nb = kc • �l • fprlme.c - hef Nb := kc • A • 2500 •3.5'.5 Nb = 7857.5 eprime.N:=0 (valid for e'N < s/2) 1 Wec N:= if epurne N> 0 + r, 1 1 + 2 - eprime.N l 3 - hef /I WecN=1 if�ca <1.5•h �0.7+0.3• .1fed N'— min ef, 1.5 • hef J � J Wed N= 1 WCN:=1 (1.25 for cast -in anchors: 1.4 for post -installed anchors, 1.0 where analysis indicates cracking at service load levels) Cracking Post -installed Anchor Modification Factor: Nominal Concrete Breakout Strength: Nominal Pullout Strength, Npn_ Pullout strength uncracked concrete: ONn := min (ON.' Ns, ONcb • Nob • Ibf, ONpn' Npn) ONn = 23053.3 Ibf Shear Strength: �Vn = minimum calculated value of CVs, �Vcb or �Vcbg, & �Vcp Nominal Anchor Strength, Vs_ V,:= nshear • 6750 • Ibf Vsmax:= nshear' 0.6 • Ase' futa V.,:= min (Vs , Vsmax) V,=81000 lbf Ovs:=0.65 Ovs • Vs = 52650 Ibf Nominal Concrete Breakout Strength. Vcb or Vcbg_ Distance from the center of an anchor shaft to the edge of concrete in the direction of the shear force: Projected Concrete Failure Area of an Anchor or Group of Anchors: cac := 5.625 in C Wcp.N:=a.minWcp.N=0.8 Cac '4 Nc Ncb := A ' Wec.N' Wed.N' Wc.N' Wcp.N' Nb Nco NO = 32933.2 ONcb := 0.70 ONcb • Ncb • Ibf = 23053.3 Ibf Npn := 6800 Ibf • ntension ONpn := 0.70 ONpn' Npn = 28560 lbf cat:=4.5•in Avo:=2•Ca1-1.5•(6.75 in -2+24 in) A,,= 506.3 int Projected Concrete Failure Area of One Anchor When Not Limited by Corner Influences, Spacing, or Member z Thickness: Avco:=4.5 • cap Avco=91.1 int Load Bearing Length of Anchor for Shear: /e:= 3.25 • in le = 3.3 in 0.2 Basic Concrete Shear Breakout Strength: Vb = 7 • d da • A fprime.c • Ca 1.5 a 0.2 Vb125 3 5 2 2500 •4.51.5 \2� Vb.b = 9-A- ,. fprime.c • Cal 1.e Vb.b:= 9 .1 2500 .3.75'.5 Vb := Mn (Vb.a I Vb.b) Vb = 3267.8 Eccentricity of Shear Force on a Group of Anchors; the Distance Between the Point of Shear Force Application and the Centroid of the Group of Anchors Resisting Shear in the Direction of the Applied Shear: epime.v'=0 • m Eccentricity Modification Factor: IY''I eC. v:= if eprime. v> 0 , 1 11 1+ 2 • eprime.V 3•Car VJec. V= 1.00 Distance from Center of an Anchor Shaft to the Edge of Concrete in the Direction c 12 • in az Orthogonal to c1: Distance Modification Factor: Ca2Edge f < 0.7 + 0.3 • 11.0 1.5•Ca� J 4Jed V=1.00 Cracking Modification Factor: (PC.v:=1.0 (1.0 for anchors in cracked concrete with no supplementary reinforcement or edge reinforcement smaller than a no 4 bar: 1.2 for anchors in cracked concrete with supplementary reinforcement of a no. 4 bar or greater between the anchor and the edge. 1.4 for anchors in cracked concrete with supplementary reinforcement of a no 4 bar or greater between the anchor and the edge and with the supplementary reinforcement enclosed within stirrups spaced at not more than 4 in ) Depth of Member ha := 29 • in Member Height Modification Factor: Nominal Concrete Breakout Strength in Shear of a Single Anchor Shear Strength of Group of Anchors: Concrete Pryout Strength, Vcp_ Pryout Strength Coefficient: Nominal Concrete Pryout Strength: Total Factored Pryout Strength for Anchor Group: OVn := min (OVS' Vs, Ovcb' V�b • Ibf, Ovcp' Vcp' Ibf) 0 Vn =12708.2 lbf Tensile and Shear Force Interaction: V,,=2587.2 Ibf < 0.2.0Vn = 2541.6 Ibf N,=20559.6 Ibf > &2 -ON, -461&7 Ibf Nu V. —+—= 1.095 < 1.2 ONn 0 V 1.5•Ca� qjh.V:=if ha<1.5•Cal, h ,1 a (Ph,V=1.00 AVc Vcb:= A ' qjec.V' Wed. V' wc.V' Wh V' Vb Vco Vcb= 18154.6 0Vcb := 0.70 Ovcb • Vcb • Ibf=12708.2 Ibf kcp:= if (hef<2.5 • in, 1.0, 2.0) nshear Vcp'= kcp' Ncb ntension Vcp =131732.9 Ovcp := 0.70 0VCp • Vcp • Ibf = 92213 Ibf 47° 1741 N 0 v r� N 47° 17 WN 3 Soil Map—King County Area, Washington 3 (Reliable Credit Sign Foundation) 551570 S51600 551630 551660 551690 551720 3 in Map Scale: 1:1,370 if printed on A landscape (11" x 8.5") sheet N Meters 0 20 40 80 120 Feet 0 50 100 200 300 A Map pmjecUon: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone ION WGS84 t Sten Natural Resources Web Soil Survey ii+i0ii Conservation Service National Cooperative Soil Survey 551750 551780 551810 0 q 47° 17' WN 551840 3 m 9/15/2016 Page 1 of 3 Soil Map—King County Area, Washington Map Unit Legend Reliable Credit Sign Foundation King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI EwC Everett-Aldenvood gravelly 4.2 55.3% sandy loams, 6 to 15 percent slopes Ur Urban land 3.4 44.7% Totals for Area of Interest 7.5 100.0% USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/15/2016 Page 3 of 3 STRUCTURAL NOTES 00700 GENERAL CONDITIONS All materials and construction shall conform to the drawings, these notes, and any specifications for this project. During the construction period, the Contractor shall be responsible for the safety of the construction project, including all excavation procedures. The Contractor shall provide adequate lagging, shoring, bracing, guys and protection of adjacent property, structures, streets, and utilities in accordance with all national, state, and local safety ordinances. All information shown on the drawings relative to existing conditions is given as the best present knowledge, but without guarantee of accuracy. Where actual conditions conflict with the drawings they shall be reported to the Engineer so that the proper revisions may be made. Modification of design drawing details shall not be made without written approval of the Engineer. Provide vertical support and lateral bracing for electrical and mechanical equipment per the applicable code requirements. DIVISION 1- GENERAL REQUIREMENTS 01412 BUILDING CODES International Building Code (IBC) 2012 Edition. Washington State Building Code (Washington Administrative Code (WAC) Chapter 51-30) 01415 DESIGN LOADS AND CRITERIA WIND: Basic Wind Speed: Exposure: 85 mph B FOUNDATION: Allowable Soil Bearing Capacity (DL+LL): 1,500 PSF Soil Passive Pressure: 100 PCF 01455 TESTING AND INSPECTION All special inspection and testing shall comply with IBC Sections 1701, 1703,1704, and other applicable building code sections and are in addition to the inspections made by the Building Official under Section 110. Special inspections are required for the following work: Earthwork: During excavation, grading, and filling Construction of drilled piles or caissons Concrete: Placement of reinforcing steel, concrete placement and taking of concrete cylinders, where inspection is required by Section 03300 Placement of anchor bolts, where noted on plans Installation of adhesive anchors Field Welding: Reinforcing steel Structural and miscellaneous steel Installation of high-strength bolts Special inspectors and testing laboratories shall be PROVIDED BY THE OWNER. The Contractor shall coordinate special inspections as well as standard building inspections with the construction schedule and is responsible for facilitating access to areas to be inspected. Special inspectors and testing laboratories shall be approved by the Building Official, and shall be certified by the Washington Association of Building Officials (WABO), if required by the Building Official. The special inspector shall observe the work for conformance with the design drawings and specifications. The special inspector shall furnish inspection reports to the Building Official and the Engineer. All discrepancies shall be brought to the immediate attention of the Contractor for correction and also to the Building Official and the Engineer. The special inspector shall submit a final signed report stating whether the inspected work was in conformance with the design drawings and specifications and the applicable provisions of the building code. Special inspections per IBC Section 1703.6 are required unless fabricator is approved per Section 1704.2. DIVISION 2 - SITEWORK 02315 EXCAVATION AND FILL All footings shall bear on undisturbed ground or structural fill and shall be a minimum of 18 inches below grade unless noted otherwise on the drawings. Foundation excavations shall be examined and approved by the Engineer - or a testing laboratory approved by the owner - and the Building Official prior to the placement of any reinforcing steel or concrete. Material for filling and backfilling shall consist of the excavated material and/or imported borrow and shall be free of organic material, construction debris, cobbles, or other debris. Fill and backfill shall be deposited in layers not to exceed 8 inches thick for heavy equipment and 4" thick for hand operated equipment. The fill shall be properly moistened to approximate optimum requirements and thoroughly rolled or compacted with approved equipment in such a manner and extent as to produce a relative compaction of 95 % of maximum dry density for optimum moisture content as determined by ASTM D 1557. Each lift shall be tested for compliance with compaction requirements by an approved laboratory. See Section 01455. Hand tampers shall weigh at least 50 lbs. each and shall have a face area not in excess of 64 square inches. Hand tamper may be operated either manually or mechanically and shall be used only where larger power driven compaction equipment cannot be used. DIVISION 3 - CONCRETE 03210 REINFORCING STEEL Concrete reinforcing steel shall be deformed bars conforming to ASTM A 615, Grade 60 (or A 615M -96a, Grade 420), made from new billets. Reinforcing to be welded shall be Grade 60 (Grade 420) with a Carbon Equivalent (CE) of 0.55 or less, or ASTM A 706 (or A 706M -96b). Do not use epoxy -coated reinforcing unless noted. Bars marked with metric sizes as shown below conforming to the metric specifications and grades shown above may be substituted for the bars shown on the drawings. Bar spacing, embedment and lap lengths, reinforcing cover, bends, and hooks remain the same. Fabrication and placement of reinforcing in concrete shall conform to IBC section 1907. Lap all reinforcing bars at all splices, corners, and intersecting walls per table below (unless noted otherwise): Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths (in inches) are based on normal weight concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The sizes shown (#xx) are the corresponding metric bar sizes. Minimum cover over reinforcement, unless noted otherwise: Concrete placed on earth: 3 inches Concrete exposed to earth or weather: 2 inches Other conditions (UNO): 1-1/2 inches Reinforcing steel welding shall be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and AWS Welding Code D1.4-98 with modifications. Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing shall be supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in each direction. 03300 CAST -IN-PLACE CONCRETE All cast -in-place concrete shall meet the following requirements: Quality of concrete shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be 2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix design to the Engineer for review. See Section 01330. Slump shall be 4 inches plus or minus 1 inch. Use Type I -A cement where air entrainment is required. All methods and materials per IBC Chapter 19. Water -reducing admixtures conforming to ASTM C 150 may be incorporated in the concrete design mixes and be used in strict accordance with the manufacturer's recommendations, subject to Engineer's approval. Concrete Strength (PSI) 2,000 3,000 4,000 5,000 6,000 Top Other Top Other Lop Other Top Other � Other #3(#10) 27 21 22 17 19 15 17 13 15 12 #4(#13) 35 27 29 22 25 19 22 17 20 16 #5(#16) 44 34 36 28 31 24 28 22 25 20 #6(#19) 53 41 43 33 37 29 34 26 31 24 #7(#22) 77 59 63 48 55 42 49 38 45 34 #8(#25) 87 67 72 55 63 48 56 43 55 43 #9(#29) 98 76 81 62 71 54 63 49 57 44 Use "TOP" reinforcing values for horizontal bars with more than 12" of concrete below them in the casting position. Lap lengths (in inches) are based on normal weight concrete (in PSI) and a minimum 2 db spacing and 1 db cover (per ACI 318-05). The sizes shown (#xx) are the corresponding metric bar sizes. Minimum cover over reinforcement, unless noted otherwise: Concrete placed on earth: 3 inches Concrete exposed to earth or weather: 2 inches Other conditions (UNO): 1-1/2 inches Reinforcing steel welding shall be performed by WABO certified welders and shall conform to IBC Sections 1901.2 and AWS Welding Code D1.4-98 with modifications. Reinforcing shall be securely tied in position prior to concrete placement. Reinforcing shall be supported on chairs or slab bolsters (with distribution plates if required) or concrete dobies prior to concrete placement. Support spacing shall not exceed 10 feet in each direction. 03300 CAST -IN-PLACE CONCRETE All cast -in-place concrete shall meet the following requirements: Quality of concrete shall be determined by IBC Section 19. Minimum 28 day compressive strength shall be 2,500 PSI unless noted otherwise on the drawings or these notes. Use 5-1/2 94 LB sacks per yard of Type I cement with 6.6 gallons of water per sack of cement or submit mix design to the Engineer for review. See Section 01330. Slump shall be 4 inches plus or minus 1 inch. Use Type I -A cement where air entrainment is required. All methods and materials per IBC Chapter 19. Water -reducing admixtures conforming to ASTM C 150 may be incorporated in the concrete design mixes and be used in strict accordance with the manufacturer's recommendations, subject to Engineer's approval. An air -entraining agent conforming to ASTM C 150 shall be used in all concrete mixes for slabs and other flatwork to be exposed to weather. The amount of entrained air shall be 5 % plus or minus 1 % by volume. Calcium chloride or other water-soluble chloride ion admixtures conforming to ASTM C 1218/C may be used in concrete not exposed to the weather and in unreinforced concrete. In any case the maximum chloride content of the concrete may not exceed the limits specified in ASTM C 318. Other types of accelerating admixtures may also be used. All admixtures shall conform to ASTM C 618 Type C or F. Special inspection and testing is required for all reinforced concrete except for foundation concrete with a designated compressive strength not exceeding 2500 PSI and nonstructural slabs on grade. For each class of concrete where testing is required, the special inspector shall take not less than one set of three cylinders for each day of concrete placement, or for each pour, or not less than one set for each 150 cubic yards of concrete, or not less than one set for each 5,000 square feet of surface area for slabs or walls. Anchor bolts, dowels, and other embedded items shall be securely tied in position prior to concrete placement. Do not add water at site. Maximum drop during placement is three feet. Consolidate concrete with a mechanical vibrator as required. All exposed surfaces shall receive a steel trowel finish unless noted otherwise. Do not dust surfaces with dry cement to remove water. Concrete shall be maintained in a moist condition for a minimum of five days after placement or sealed with a curing compound applied in two coats at right angles. Follow manufacturer's application instructions and do not exceed recommended coverage. Keyed construction joints shall be used in all cases except slabs on grade. All construction joints shall be thoroughly cleaned and all laitance shall be removed. All vertical joints shall be thoroughly wetted and slushed with a coat of neat cement immediately before placing new concrete. Pipes other than electrical conduits shall not be embedded in structural concrete except where specifically approved. Do not embed aluminum conduits and sleeves in concrete. 03605 NON -SHRINK GROUT Non -shrink grout shall have a minimum compressive strength of 5,000 PSI. Use non- metallic type in exposed conditions. Install per manufacturer's recommended procedure. 031519 CAST -IN CONCRETE ANCHORS Cast -in concrete anchors shall be one of the following: ICBO Report Hilti KWIK Bolt 3 (KB3) Concrete Anchors ESR -2302 Substitution of another product requires approval of the Engineer. Install anchors per the ICBO Report and the manufacturer's recommended procedure. SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION. See Section 01455. Do not cut or damage existing reinforcing to install anchors. DIVISION 5 - METALS 05120 STRUCTURAL STEEL Materials, fabrication and erection of structural steel shall conform to IBC Chapter 22 and the AISC 360-10 Specification for Structural Steel Buildings. Paint all structural steel exposed to weather unless noted otherwise on drawings. Material specifications, unless noted otherwise: Structural shapes: Bars and plates: Pipe: Structural tubing/HSS: Bolts: High -Strength Bolts: Nuts: Washers: Filler metal: ASTM A 36 ASTM A 36 ASTM A 500, Grade B, Standard Weight ASTM A 500, Grade B ASTM A 307 ASTM A 325, where noted ASTM A 563 ASTM F 436 E70XX Substitution of other materials requires approval of the Engineer. Galvanizing of structural shapes and fabricated parts shall be done in accordance with ASTM A 123, after fabrication. Galvanizing of threaded parts, bolts, nuts, and washers shall be done in accordance with ASTM A 153. Welding shall be performed only by WABO certified welders and shall conform to AWS DU and AISC specifications. E70T-4 weld material is not permitted. Minimum fillet weld size shall be 3/16" unless noted otherwise. Field welds shall have special inspection per IBC section 1705.2. Reinforcing steel welding to structural steel shall conform to AWS Welding Code D1.4- 98 with modifications. Provide 3/4" diameter air relief holes @ 12" OC each way in the horizontal surfaces of all embedded bearing plates and angles over 6" in width, when they are above the bottom of the concrete member in the casting position.