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HomeMy WebLinkAbout18021 59th Ave Ne_BLD3192_2026 DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet 1 Anchor Rod Drawings Rev 0 11/19/2020 FOR CONSTRUCTION 3 PLATE WELDED SECTIONS A529,A572,A1011,A1018 GRADE 55 COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE 60 Codes and Loads 2 BRACE RODS A572,A510 GRADE 50 HOT ROLLED MILL SHAPES A36,A529,A572,A588,A992 GRADE 36 OR 50 Notes 3 HOT ROLLED ANGLES A529,A572,A588,A992 GRADE 50 HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B Anchor Rod Plan 4-5 CLADDING A653,A792 GRADE 50 OR GRADE 80 VV2ILDINGS Primary Structural HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS VARCO PRUDEN Secondary Structural IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION. Covering SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE a division of BlueScope Buildings North America,Inc. Special Drawings THE BOLT TIGHTNESS(I.E.-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTACT. Standard Erection Details ALL A490 BOLTS SHALL BE"PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE Planograph Details "SNUG-TIGHT' EXCEPT AS FOLLOWS; PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS REVERSALS ON CONNECTIONS. PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CODES;HIGH SEISMIC IS DESIGN CATEGORY D,E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT, OIL,OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHTENED"UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. INSPECTION AND TESTING SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION(AHJ)DURING CONSTRUCTION AND/OR STEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT. WHEN REQUIRED,THE OWNER SHALL EMPLOY A QUALITY ASSURANCE AGENCY(QAA)APPROVED BY THE AHJ. THE BUILDER IS RESPONSIBLE TO COORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES. THE TYPE AND EXTENT OF SPECIAL INSPECTIONS AND NDT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIAL INSPECTIONS AND/OR NDT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES IAS AC472 ACCREDITATION. 00000 WA This document has t� . been electronically signed and sealed by Derrick Wessel, PE. The seal and signature 56 92 applied are mine and I �STE approve this document. sS�ONAIE,� 2020.11.19 13:49:29-08'00' 11/19/2020 VPau�ldinys s200%yersaunarole MemphmTN38125 11/18/2020 AMO Reviewed pages I THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. IT IS DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND MAY �ICSq,gs COVER SHEET ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY Q so ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. BULDER helm Construction J 20-023299-01 DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. QUASAR CUSTOMER DATE THE GENERAL CONTRACTOR AND/ORERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY �'rtlrled W IBuildmgSy:te LOCATg]IJ ACCREDITED- Dungeness Gear Works VP BUILDINGS 11/19/2019 WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN AC 472 Arlington,Washington DRAM/CRECK THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROJECT AMO Dungeness Gear Works PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. BULDERS POb VPC VERsm: 2020.3a RACE 1 11/18/2020 15:27:18 FLENAME: Dungeness Gear Works Inc adim—of BlueScope Bdidirga N.MAmenca . Codes and Loads WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. City: Arlington County: Snohomish State: Washington Country: United States Building Code Building Code: 2015 Washington State Building Code Structural: 10AISC - ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD f'c: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Material Dead Weight Roof Live Load Collateral Gravity:8.00 psf Roof Covering + Second. Dead Load: 2.22 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic) :2.58 psf - USR Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 17.32 psf Mapped MCE Acceleration: Ss: 107.10 %g Wind Exposure: C - Kz: 0.902 Design Snow (Sloped) : ps: 17.32 psf Mapped MCE Acceleration: S1: 41.70 %g Parts Wind Exposure Factor: 0.902 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (USR) Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.7651 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.4401 NOT Windborne Debris Region Thermal Factor: Kept just above freezing - Ct: 1.Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 15/0/0 Obstructed or Not Slippery % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 7/6/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 23.75 psf Fundamental Period Height Used: 20/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 X Note: Fundamental Period: Ta: 0.3076 Dungeness Gear Works Inc. -Specified minimum roof snow (sms) will be applied as a separate roof Roof: B R-Factor: 3.50 load check, combined with dead loads only. I •SMS is considered the net sloped roof load, i.e., none of the other Overstrength Factor: Omega: 2.50 snow load related factors such as importance, thermal, unobstructed Deflection Amplification Factor: Cd: 3.00 Dungeness Gear Works Inc. slippery, exposure, etc., will Base Shear: V• 0.2186 x W Roof A apply. Longitudinal Direction Parameters •SMS is not considered in conjunction with the bracing g second order effects. Ordinary Steel Concentric Braced Frames Y j Redundancy Factor: Rho: 1.30 i Fundamental Period: Ta: 0.1891 R-Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.2354 x W Snow Buildup I Shape Surface Description X Location Y Location Magnitude v r Dungeness Gear Works IrRoof: A Unbalanced Snow Load 1, Shifted Left Roof: A 0.0 ft 19.2 ft 10.3 psf ��`C+n WG Ss 0.0 ft 0.0 ft 10.3 psf ��, �pF w�S,yy_ 75.0 ft 0.0 ft 10.3 psf 75.0 ft 19.2 ft 10.3 psf Dungeness Gear Works IrRoof: B Unbalanced Snow Load 1, Shifted Right : Roof: B 0.0 ft 19.2 ft 10.3 psf 0.0 ft 0.0 ft 10.3 psf 75.0 ft 0.0 ft 10.3 psf 56 92 41 75.0 ft 19.2 ft 10.3 psf 1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow. �SS��NAI`'�G 2. The X and Y Location dimensions are from the point of origin of each surface. 11/19/2020 FOR CONSTRUCTION THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 CODES AND LOADS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER RE( DATE BY DESCRPTM BUILDER JDep VP ENGINEERS SEAL DOES NOT APPLY PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. A)dhelm Construction 20-023299-01 TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE I CUSTOMER Dungeness Gear Works DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LGCATm Arlington,Washington VP BUILDINGS 11/19/2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DRANMICHECK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PRaECT Dungeness Gear Works AMO REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NITS 1BULDERS POk VPCVERsm 2020.3a PAGE 11/18/2020 15:27:18 FLENAME:Dungeness Gear Works Inc animi.n .S.pe Buildings N.MAmenCa,h. BUILDER/CONTRACTOR RESPONSIBILITIES Claims for damage or shorts MUST be noted on the Bill-of-Lading or delivery SKYLIGHTS VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. receipt and filed against the carer by the consignee as per VP's Terms of Sales(F.O.B.Plant) g g under the Uniform Commercial Code. It is critical that damages or shorts be noted on the Local building departments may require added fall restraint due to conditions that may affect the VP Buildings standard product specifications,design,fabrication,quality criteria shall govern all work Bill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material, skylight structural integrity. It is the responsibility of the builder r determine and provide any unless stipulated otherwise in the contract documents. In case of discrepancies between material quantities are verified by the Builder against quantities billed on the shipping document. added fall restraint under the skylight as may be required by your building department. VP Buildings structural plans and plans for other trades,VP Buildings structural plans shall govem. Neither the Manufacturer nor the carer is responsible for material shortages against quantities RAIN WATER RUNOFF It is the responsibility of the Builder to obtain approvals and permits from all goveming agencies and billed on the shipping document if such shortages are not noted on the shipping documents upon jurisdictions as required. Approval of VP Buildings drawings constitutes the builders acceptance of VP delivery of material and acknowledged by the carriers agent. For materials concealed in bundles, Drainage systems must be designed by the project professional to comply with code requirements. interpretation of the contract purchase order. Unless specific design criteria concerning interface boxes,or crates,shortages must be reported immediately upon unpacking. Should products get VP is not responsible for drainage designs,overflow scuppers,down piping,etc. The project design and details are furnished as part of the contract,VP Buildings design assumptions shall govem. wet,bundled and crated materials must be unpacked and unbundled immediately to provide professional and contractor are responsible to ensure that primary drains and overflow devices drainage of trapped moisture.See Erection Guide for proper job site storage procedure. such as scuppers and auxiliary drains are provided as required for the required rain intensity at VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineering SEALANTS the building perimeter and at valley conditions to prevent ponding. supply sealed engineering design data and drawings for VP supplied material as part of the overall STEEL SHOP COAT project for use by others to obtain permits,approvals,and coordinate with other trades. All interface Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised. and/or compatibility of any materials not furnished by VP are to be considered and coordinated by Sealant must be applied in temperatures and weather conditions consistent with labeling. The purpose of VP's shop coat is to provide protection for the steel members during the builder or A/E firm. transportation,during temporary job site storage and during erection. Standard shop formulation INDEPENDENT MEZZANINES is not designed to perform as a finish coat when exposed to environmental conditions. Members CONSTRUCTION&ERECTION RESPONSIBILITY Independent mezzanines must be designed by a professional engineer. The engineer must ensure shall be kept free of the ground and properly drained during job site storage. It is the Builder's The Builder is responsible for construction in strict accordance with VP Buildings"FOR CONSTRUCTION" that proper isolation from the VP building has been provided to avoid structural damage due to responsibility to ensure that if a finish coat is being applied over VP shop coat that the drawings and all applicable product installation guides. VP is not responsible for work done from any differential movements,or inadvertently apply loads to the VP structure. VP accepts no painting contractor verifies compatibility between his finish coat and VP's shop coat. other VP drawings that are not marked"FOR CONSTRUCTION",nor any drawings prepared by others. responsibility for the design of the independent mezzanine. VP BUILDINGS ACCREDITATIONS AND APPROVALS As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice FIRE CODE COMPLIANCE Fabricator Approvals (in Canada-CSA S16),which require U500 tolerance of installed members. Occasional It is the responsibility of the project design professional and builder to comply with local fire code [AS AC472Appro\tals:(www.iasonline.org/MetaI Building_Systems/MB.html) field work including shimming,cutting,coping,and drilling for final fit-up are considered part of regulations including consideration of,but not limited to,building use and occupancy,all building Listed under BlueScope Buildings North America,Inc. erection. Specified field work and field welding conditions indicated on these drawings shall construction materials,separation requirements,egress requirements,fire protection systems,etc. City of Los Angeles,CA#FB00031;City of Houston,TX 767&429; also be included in the erectors scope of work. See Erection Guide for shimming procedure. Builder shall advise VP of any special requirements to be furnished by VP. City of Phoenix AZ C19-02008;Clark County,NV 43&833,San Bernardino County,CA 289 For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance. FIELD MODIFICATIONS State of Utah,City of Richmond,CA. The building erector shall be properly licensed and experienced in erecting metal building systems. Modifications to this building from details and instructions contained on these drawings must be Design Approvals The Builder is responsible for having knowledge of,and shall comply with,all OSHA requirements approved in writing by VP Buildings engineers,or other licensed structural engineer. This includes, [ASAC472Appro\tals:(www.iasonline.org/MetaI BuiIdingSystems/MB.htmI) and all other goveming site safety criteria. The builder is responsible for designing,supplying, but is not limited to,removal of roof or wall cladding,removing or moving any flange braces or Listed under Varco Pruden Buildings,a Division of BlueScope Buildings North America,Inc. locating and installing temporary supports and bracing during erection of the building. VP rod braces,cutting of openings for doors,windows or RTU's,correction of fabrication errors,etc. Canadian CSA A660 Certifications bracing is designed for code required loads after building completion and shall not be considered The owner shall not impose loads to this structure beyond what is specified for this building in as adequate erection bracing.See Erection Guide. the contract documents. VP Buildings accepts no responsibility for the consequences of any (http:/eng.cwbgroup.org/Certification/Pages/CertifiiedCompanySearch.aspx) EXISTING STRUCTURES unauthorized additions,alterations,or added loads to this structure. Listed under BlueScope Buildings North America,Inc. Engineering Certifications of Authorization fl the builder intends to invoice VP Buildings for modifications in excess of 1000 The builder n must in advised of any structure that is within 20 u of VP's building. Load effects from g $ USA—AR#576;FL#30427;ID#C-2470;IL#184-002649;KS#E-29;MS#E-0592; snow drifting,wind effects,and seismic separation must be considered for both the new and must notify VP Buildings immediately,and obtain a Work Authorization from VP Buildings prior to proceeding. All final claims must be submitted to VP Buildings with all supporting documentation MO#E-2010007736;NC#F-0998;OK#CA4170PE;SD#C-1787;TX#F4828;WV#C03059-00; existing structures.VP has designed the new VP building for these effects.The owner/builder are within 30 days of the building completion. Claims submitted without work authorizations,or after CAN—AB#PO8900;NS#30123;ON#100148796;and YT#PP134 responsible for employing a Professional Engineer to review and verify the existing structure for all g corn p load effects from the adjacent VP building. 30 days will not be accepted. Correction of minor misfits,shimming and plumbing,moderate ICC Evaluation Reports(www.icc-es.org) amount of reaming,drilling,chipping/cutting and minor welding are considered by Code of BRACING Standard Practice to be part of erection are not subject to claim reimbursement. SSR Roof System-#ESR-2527 Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be CONCRETE/MASONRY/CONVENTIONAL STUD WALLS State of Florida Product Approvals(www.floddabuilding.org) taken while tightening brace rods so as not to cause accidental or misalignment of components. Approved Products Listed Under VP Buildings,Inc. All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For The engineer responsible for the design of the wall system is responsible for coordinating with,or long or heavy rods,or angles it may be necessary to support the rods at mid-bay by suspending specifying to VP Buildings,any wall to steel compatibility issues such as drift and deflection VP TextureClad-See Transamerican Structuroc,Inc. them from secondary members. compatibility,special base details,and wall to VP steel connections. All fasteners,sealant and Dade Co.Product Approval (www.miamidade.gov/buildingcode) counter flashing of wall systems are to be provided by contractor. The engineer responsible for Bracing for seismic or wind loading of objects or equipment that are not a part of the VP the wall shall design the anchorage to VP supporting elements consistent with Code required forces. Approved Products Listed Under Varco Pruden Buildings,Inc. structure must be designed by a qualified professional to deliver lateral loads to primary frames PANELS VP TextureClad-See Transamerican Structuroc,Inc. and rod bracing struts. Equipment bracing and suspension connections must not impose torsion or minor axis loads,or cause local distortion in any VP components. VP accepts no Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several Underwriter's Laboratory Approvals(Available only when specified in contract) responsibility for design or installation of bracing systems not furnished by VP. factors that include induced stresses in the raw material delivered to VP,fabrication methods, SSR Roof-UL#TGKX-113;SSR Composite Roof Class 90-UL#TGKX-113A; FIELD WELDING installation procedures,and post installation thermal forces. Thru fastened panels will exhibit some SSR Roof w/Super Block;Class 90-UL#TGKX-328; dimpling when installed,especially when insulation is installed between panels and secondary All field welding shall be done at the direction of a design professional,and done in accordance supports. Dimpling can be minimized by careful installation,taking care not to over drive fasteners. Panel Rib Roof UL Class 60-UL#TGKX-60;Panel Rib Roof UL Class 90-UL#TGKX-64; with goveming requirements(AWS in USA,CWB in Canada)by welders qualified to perform the VP SLR II Roof Class 90-UL#TGKX-90,-180,-435,-435A,-1 76,-238,-238A,-238B welding as directed by the applicable welding procedure specification(WPS).A WPS shall be Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then prepared by the contractor for each welding variation specified.The contractor is responsible for springing back into place. All panels experience this action to some degree,especially with Factory Mutual Approved Assemblies(Available only when specified in contract) any special welding inspection as required by local jurisdiction. Filler metal shall be concealed clip Standing Seam panels. Roof rumble noise may be minimized by providing a layer SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. 70 ksi(480 MPa)tensile strength.For welds in high seismic force resisting system of blanket insulation between the panels and any hard support surface such as steel secondary (Seismic Cat D,E or F),minimum Charpy V-Notch toughness shall meet AISC-341 criteria members,substrates such as plywood,steel decking,or rigid board insulation. A minimum of 24 Ga SSR(0.022T'Nominal),is available in Class 1-60,1-75,1-90. 22Ga SSR(0.0277" �CK W f (20 ft-lbs min @ ODeg F). Interpass temperatures shall not exceed 55ODeg F(30ODeg C). 3 inch thick blanket is recommended over steel secondary members,or 2 inch over substrates. Nominal),is available in Class 1-75,1-90-,1-120. ���QF WAS 17 DELIVERIES Oil canning,dimpling,and roof rumble do not affect the structural integrity or weather tightness SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide. It is the responsibility of the builder to have adequate equipment available at the job site to of the panels and is not grounds for rejection of panels. 24 Ga SLR II(0.0227 Nominal),is available in Class 1-75 and 1-120. unload trucks in a safe and timely manner. The Builder will be responsible for all retention h Z charges from carriers as a result of job site unloading delays. The Standing Seam joint detail is designed with an interlocking feature for ease of installation. However,it is imperative that installed Standing Seam panels be secured to the secondary SIGNAGE structural members and properly seamed prior to departure from the job site each day. The Builder is responsible for furnishing signs as required by Code and the Building Department, p,56 922 including but not limited to,exits,occupancy limits,floor loading limits,and bulk storage limits. O�Floor loading loading signs shall clearly indicate maximum floor live load permitted. c� Bulk storage facilities shall have signs clearly posted on all loaded walls indicating the type SS��NiAI E,�G of commodity stored and the maximum storage height. Signs shall be clearly visible when building is fully loaded to design level.Overloading of floors or walls may result in failure. 11/19/2020 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ERECTION NOTES DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER VP ENGINEER'S SEAL DOES NOT APPLY PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE BY DESCRPTIDN BUILDER Axthelm Construction 20-�023299-01 TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE I CUSTOMER Dungeness Gear Works DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS E�ATpN Arlington,Washington VP BUILDINGS 11/19/2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DRANMICHECK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PRaECT Dungeness Gear Works AMO REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS IBULDERS PO# VPCVERSm 2020.3a PAGE 11/18/2020 15:27:20 PLENAME:Dungeness Gear Works Inc a dimion of BI.Soope BuiMiM.N.n Amenca . NOTE: COLUMNS MUST BE ERECTED BEFORE MASONRY WALL y T5'-6"]� 3 T OR TAKE PRECAUTIONS FOR BOLTING PLATE ACCESS. 14'-0" 4 2 + + J=8.50 ++ + + <*' + LJ + + D2 D5 D5 D2 T 0 I I I I I m O o� 0n D 3 o f I I I I a u co r-I h I I I I N I I I I O CI I I I I I QO ,D3 I ! D�! 0 o I o I I i I I I l O `31 1c DO N N IiD3 I I D�I'I <*> l LO uO -4 r D3 D31 II II � I O N ! O I I I I I I I I I �%c.K WfS a 1 1 T 4 D4I D! O���F wAf ►s�` <*> 24'-0" 25'-0" 24'-0" 3 56 92 7 5'-0" ISTE BL BL NAL�-�G 3 1'-0" 11/19/2020 2 3'-4 1/2" J=8.50 ANCHOR ROD PLAN 1 3'-0" ❑ Dimension Key FOR CONSTRUCTION Finished Floor Elevation=100'-0" Unless Noted Otherwise THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings <*>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ANCHOR ROD PLAN BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. VP ENGINEER'S SEAL DOES NOT APPLY PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS rzev onrE er DESCRPTpN BUILDERA:Qhelm Construction dOB" 20-023299-01 TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER Dungeness Gear Works DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATm Arlington,Washington VP BUILDINGS 11/19/2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DRAMCHECK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, 11111T Dungeness Gear Works AMO REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS IBULDERS PO VPCVERsm 2020.3a PAGE 11/18/2020 15:27:21 FLENA"E:Dungeness Gear Works Inc adiNai.n of BI.S.p.B.ildiM.N.n A..d.,h. a I , NUT a a o WIDTH a 4 �( HARDENED E E o WASHER E JE + + E 0 E 4"(102mm) NNNPROJECTION +, + +� + +� +O _ E c7Q _ E _ Ew w w to E w in E N F w BOTTOM OF COLUMN c7 0 BASE PLATE ELEV. cncE w D WIDTH WIDTH WIDTH WIDTH J Co —TOP OF FOUNDATION-CONSIDER >_ ANY SPACE BETWEEN THE FOUNDATION 21/2" �21/2" 21/2" �21/2" CL 21/2" �21/2" 21/2" �21/2" m AND COLUMN BASE IN ANCHOR ROD 64mm —r 6� 4mm 64mm I rI 64mm 64mm —� 64mm 64mm -1 1 64mm LENGTH REQUIREMENT CL CL i L D3 (4)3/4" Dia. GR36 Anchor Rods THE 4"PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD Ell (4)3/4" Dia. GR36 Anchor Rods D2 (4)3/4" Dia. GR36 Anchor Rods Plate W=8" L=11" D4 (4)1" Dia. GR36 Anchor Rods D5 (4)1" Dia. GR36 Anchor Rods LENGTH.A DIFFERENT PROJECTION MAY BE REQUIRED BY THE FOUNDATION DESIGNER. Plate W=8" L=1'—1" Plate W=8" L=1'—1" Dim: A=11" Plate W=8" L=1'—1" Plate W=9" L=1'—1" THE ANCHOR ROD PROJECTION MAY NEED TO BE CUTOFF IF THERE IS INTERFERENCE WITH OTHER PARTS. Dim: A=1'-0 1/2" Dim: A=1'-0" Gage=5" Pitch=5" Edge Out=3" Dim: A=1'-0 1/2" Dim: A=1'-0" Elev.=100'-0" Elev.=100'-0" Elev.=100'-0" Elev.=100'-0" Elev.=100'-0" SUGGESTED ANCHOR ROD PROJECTION 'X'=a 3la'wIT LAMBS 1/2"(13mm)DIAMETER x=s"°•w'a'a"MBs 'x'=s 3/a•wlladuass 1.ANCHOR RODS,NUTS,HARDENED WASHERS AND ANY OTHER CQNCRETE ANCHQR$ x=�va•wl n urduass EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR. (BY OTHERS) I Opening Width+'X' I 2.ANCHOR ROD DIAMETERS WERE DETERMINED BYALLOWABLE JAMB SHEAR AND TENSION PER AISC SPECIFICATIONS(FY=36KSI). w Framed Opening BL (AST M F1554 GRADE 36)ANCHOR ROD LENGTH,EFFECTS Z TOM OFEMBEDDEDANCHOR ROD EDGE DIMENSIONS AND METHOD VARIES FOOTINGS TRANSFERRING FORCES FROM DETERMINED HOR OTHERS. TO £ d 'x=��uz•wiladuaes FOOTINGS ARE TO BE DETERMINED BY OTHERS. Lu BOTTOM OF N 3.UNLESS OTHERWISE SPECIFIED,ANCHOR RODSARE DESIGNED Opening Width+'X' I COLUMN AND DETAILED AS"CAST-IN-PLACE"ANCHOR RODS WITH 0J Framed Opening at Double Jambs BASE PLATE "SNUG TIGHT"CONNECTIONS. 7 4.FOUNDATION MUST BE LEVEL,SQUAREAND SMOOTH. 'X'=83/a'wITNMBS 1 ANCHOR RODS MUST BE ACCURATELY PLACEDAS SHOWN 'x=g va•wlevrduass ON THIS DRAWING OR STEEL WILL NOT FIT.THE BUILDER 1 1/4" OPENING WIDTH 1 1/4" X'=93/a'wI10 LAMBS x'=n va•wr n urduass IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS 32mm 32mm C PERAISC CODE OF STANDARD PRACTICE,SEC 7.5 IM NOTE:1"(25mm)PROJECTION ABOVE I Opening Width+'X' I VARIATIONS ARE SUMMARIZED BELOW; a.CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE BOTTOM OF JAMB CLIP Walk Door w/Sub Frame LF =1/2"(13mm) GROUP;+-1/8" SEE PLAN FOR JAMB SIZES:J=SIZE LUSH=0"(Omm) b.CENTERS OF ADJACENT AR GROUPS;+ c.TOPS OF AR'S;+-1/2" JAMB'EQ.'VALUES: d.ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS 7 EQ=2"51 mm,8.5 EQ=2 3/4"70mmCM ALONG COLUMN LINE;+-1/4"PER 10OFT.,NOT TO EXCEED 1"TOTAL, 10 EQ=31/2"89mm,11.5 EQ=4 1/4"108mm I Opening Width+41/2" I TYPICAL COLUMN e.LINE;+-1/4" DIM FROM CENTER OF ANY AR GROUP FROM COLUMN FRAMED OPENING DETAIL Walk Door w/o Sub Frame BASE PLATE DETAIL 5.DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE FRAMED OPENING AT MASONRY REACTIONS REPORT. K wfSS was, F<1 56 92 ISTE �SS�ONAI�-�G 11/19/2020 FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF ^ VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED LE.J{ ANCHOR ROD PLAN-DETAILS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 3200 Players Club Circle Memphis TN 38125 REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER By DESCRIPTION BUILDER Axthelm Construction JOB# VP ENGINEER'S SEAL DOES NOT APPLY 20-023299-01 TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER Dungeness Gear Works DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,Washington VP BUILDINGS 11/19/2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS VARCO PRUDEN DRAWN/CHECK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT Dungeness Gear Works AMO REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS IBUILDERS PO -C—s— 2020.3a PAC£5 11/18/2020 15:27:22 PIMNAME'Dungeness Gear Works Inc a dI,I,I,n m Bluesuo Bulmmgs Nam Amens,mu. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 1 of 15 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Dungeness Gear Works Name: Dungeness Gear Works Inc. Builder PO #: Jobsite: 18021 59th Ave.NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States TABLE OF CONTENTS Letterof Certification.......................................................................................................................................................................2 Reactions-Summary Report w/Controlling Load Comb...................................................................................................................4 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 2 of 15 Letter of Certification Jmlh. Contact:Alan Perkes Project:Dungeness Gear Works Name:Axthelm Construction Builder PO#: Address:PO Box 2947 Jobsite: 18021 59th Ave.NE City,State:Mount Vernon, Washington 98273 City,State:Arlington, Washington 98223 Country:United States County,Country: Snohomish, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length s .ft. (sq.ft. (sq.ft. Height Hei ght 2 Pitch Pitch Hei t Dungeness Gear Works Inc. 80/0/0 75/0/0 1 6000 6467 6021 20/0/0 20/0/0 1.000:12 1.000:12 23/4/0 Loads and Codes-Shape:Dungeness Gear Works Inc. City: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 Washington State Building Code Structural: IOAISC-ASD Rainfall:I:4.00 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:8.00 psf Roof Covering+Second.Dead Load:2.22 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.58 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf. 17.32 psf Mapped NICE Acceleration:Ss: 107.10%g Wind Exposure:C-Kz:0.902 Design Snow(Sloped):ps: 17.32 psf Mapped NICE Acceleration:Sl:41.70%g Parts Wind Exposure Factor:0.902 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor: 1 Fully Exposed-Ce:0.90 Design Acceleration Parameter:Sds:0.7651 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4401 NOT Windbome Debris Region Thermal Factor:Kept just above freezing-Ct:1.10 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a: 151010 Obstructed or Not Slippery %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:7/6/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:23.75 psf Fundamental Period Height Used:20/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.3076 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2186 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.18 91 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2354 x W Load Notes SMS -Specified minimum roof snow(SMS)will be applied as a separate roof load check,combined with dead loads only. -SMS is considered the net sloped roof load,i.e.,none of the other snow load related factors such as importance,thermal,unobstructed slippery,exposure,etc., will apply. -SMS is not considered in conjunction with the bracing second order effects. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 3 of 15 Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings,a division of B1ueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Varco Pruden Buildings,a division of B1ueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Varco Pruden Buildings,a division of B1ueScope Buildings North America,Inc.,nor does it apply to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings,a division of B1ueScope Buildings North America,Inc.DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. K WfSS wAs, F! Derrick Wessel Date:11Z1gZ2D Engineer's Seal: Engineer in responsible charge 56 92 �SStONAI� 11/19/2020 This document has been electronically signed and sealed by Derrick Wessel,PE. The seal and signature applied are mine and I approve this document. 2020.11.19 13:51:33-08'00' 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: ll/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 4 of 15 Reactions-Summary Report w/Controlling Load Comb - Shape: Dungeness Gear Works Inc. Builder Contact:Alan Perkes Project:Dungeness Gear Works Name:Axthelm Construction Builder PO#: Address:PO Box 2947 Jobsite: 18021 59th Ave.NE City,State Zip:Mount Vernon,Washington 98273 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish,United States Loads and Codes-Shape:Dungeness Gear Works Inc. City: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 Washington State Building Code Structural: IOAISC-ASD Rainfall:I:4.00 inches per hour Based on Building Code:2015 International Building Code Cold Form: 12AISI-ASD fc:3000.00 psi Concrete Building Risk/Occupancy Category:II(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:8.00 psf Roof Covering+Second.Dead Load:2.22 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.58 psf-USR Wind Load Snow Load Seismic Load Wind Speed:Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:p£ 17.32 psf Mapped NICE Acceleration:Ss: 107.10%g Wind Exposure:C-Kz:0.902 Design Snow(Sloped):ps: 17.32 psf Mapped NICE Acceleration:Sl:41.70%g Parts Wind Exposure Factor:0.902 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Minimum Roof Snow:25.00 psf(USR) Seismic Importance:Ie:1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor: 1 Fully Exposed-Ce:0.90 Design Acceleration Parameter:Sds:0.7651 Snow Importance:Is:1.000 Design Acceleration Parameter:Shc:0.4401 NOT Windbome Debris Region Thermal Factor:Kept just above freezing-Ct: 1.10 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a: 151010 Obstructed or Not Slippery %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:7/6/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:23.75 psf Fundamental Period Height Used:20/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.3076 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2186 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.18 91 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2354 x W Load Notes SMS -Specified minimum roof snow(SMS)will be applied as a separate roof load check,combined with dead loads only. -SMS is considered the net sloped roof load,i.e.,none of the other snow load related factors such as importance,thermal,unobstructed slippery,exposure,etc., will apply. -SMS is not considered in conjunction with the bracing second order effects. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 5 of 15 Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Eave Min.Eave Max.Roof Min.Roof Peak Width Length (sq.ft. (sq.ft. (sq.ft. Height Height 2 Pitch Pitch Height Dungeness Gear Works Inc. 80/0/0 75/0/0 6000 6467 6021 20/0/0 20/0/0 1.000:12 1.000:12 1 23/4/0 Overall Shape Description Roof 1 I Roof 2 IFromGridl To Grid I Width Length I Eave Ht. lEaveHt.21 Pitch I Pitch 2 IDist.toRidgel Peak Hei ht A I B I 1-A 1-F 80/0/0 75/0/0 1 20/0/0 1 20/0/0 1 1.000:12 1.000:12 40/0/0 23/4/0 �7 f f 1 f I I I I I I I I I I I I Q I I I I I I -------------------- -----------------------r---------------------1 I I I I I I I I I I I I I I I I I I I I I I a �m <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: ll/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 6 of 15 Wall:4,Frame at: 1/0/0 Frame ID:CB3 Wall 1 Frame Type:Continuous Beam O c9 O Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:1 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 13/0/0 28/0/0 52/0/0 Gridl-Grid2 1-F 1-E 1-D 1-C Base Plate W x L(in.) 8 X 13 8 X l l 8 X l l 8 X l l Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-01, 100'-01, 100'-01, Load Type Load Descri tion Desc. Hx Vy Hx Hz I Vy Hx Hz I Vy Hx Hz V D Material Dead Weight Frm 0.11 0.70 0.49 0.99 1.32 CG Collateral Load for Gravity Cases Frm 0.29 1.17 0.79 2.07 2.89 L> Live-Notional Right Frm 0.54 2.60 2.33 4.95 6.09 <L Live-Notional Left Frm 0.54 2.60 2.33 4.95 6.09 ASL^ Alternate Span Live Load,Shifted Right Frm 0.61 0.70 1.58 1.33 3.04 ^ASL Alternate Span Live Load,Shifted Left Frm -0.07 1.90 0.76 3.62 3.05 SMS> Specified Min.Roof Snow-Notional Right Frm 0.80 3.49 2.61 6.56 8.75 <SMS Specified Min.Roof Snow-Notional Left Frm 0.80 3.49 2.61 6.56 8.75 US1* Unbalanced Snow Load 1,Shifted Right Frm 0.55 1.50 -0.44 2.03 7.96 *US1 Unbalanced Snow Load 1,Shifted Left Frm 0.14 1.66 2.58 6.66 2.57 Wl> Wind Load,Case 1,Right Frm -3.39 -6.22 3.13 -0.70 4.46 -7.02 5.88 -7.04 <Wl Wind Load,Case 1,Left Frm 2.44 -0.15 -2.81 -3.93 -4.02 -4.52 -5.29 -8.38 W2> Wind Load,Case 2,Right Frm -4.04 -4.70 - 0.01 - -4.89 - -4.31 <W2 Wind Load,Case 2,Left Frm 1.80 1.36 -3.22 -2.39 -5.66 WPL Wind Load,11 Ridge,Left Frm 0.44 -4.18 0.02 -4.22 -9.24 WPR Wind Load,11 Ridge,Right Frm 1.49 -3.20 -4.02 -7.02 -5.36 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 1.71 3.11 -3.07 -0.22 0.73 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm -3.44 -2.47 2.69 -1.26 CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 0.54 2.60 2.33 4.95 6.09 S Snow Load Frm 0.55 2.42 1.81 4.54 6.06 E> Seismic Load,Right Frm -2.38 -3.56 0.07 3.54 0.10 0.13 0.14 -1.20 EG+ Vertical Seismic Effect,Additive Frm 0.07 0.28 - 0.20 - 0.51 - 0.70 <E Seismic Load,Left Frm 2.38 3.56 -0.07 -3.54 -0.10 -0.13 -0.14 1.20 EG- Vertical Seismic Effect,Subtractive Frm -0.07 -0.28 - -0.20 - -0.51 - -0.70 WB1> Wind Brace Reaction,Case 1,Right Brc 0.17 0.30 -0.30 -0.01 0.04 <WB1 Wind Brace Reaction,Case 1,Left Brc -0.07 -0.12 0.11 0.03 -0.10 WB2> Wind Brace Reaction,Case 2,Right Brc 0.17 0.30 -0.30 -0.01 0.05 <WB2 Wind Brace Reaction,Case 2,Left Brc -0.07 -0.12 0.11 0.03 -0.11 WB3> Wind Brace Reaction,Case 3,Right Brc 0.18 0.33 -0.33 -0.01 0.05 <WB3 Wind Brace Reaction,Case 3,Left Brc -0.07 -0.13 0.12 0.04 -0.11 WB4> Wind Brace Reaction,Case 4,Right Brc 0.18 0.33 -0.33 -0.01 0.05 <WB4 Wind Brace Reaction,Case 4,Left Brc -0.07 -0.13 0.12 0.04 -0.11 MWB Minimum Wind Bracing Reaction Brc 0.16 0.29 -0.29 -0.01 0.04 MWB Minimum Wind Bracing Reaction Brc - - - - - MWB Minimum Wind Bracing Reaction Brc -0.06 -0.11 0.10 0.03 -0.10 MWB Minimum Wind Bracing Reaction Brc - - - - - EB> Seismic Brace Reaction,Right Brc 0.22 0.40 -0.40 -0.02 0.06 <EB Seismic Brace Reaction,Left Brc -0.09 -0.16 0.14 0.04 -0.14 SMS Specified Min.Roof Snow Frm 0.80 3.49 2.61 6.56 8.75 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 7 of 15 Type Exterior Column X-Loc 80/0/0 Gridl-Grid2 1-A Base Plate W x L(in.) 8 X 13 Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-01, Load Type Load Description Desc. Hx Hz V D Material Dead Weight Frm -0.11 0.91 CG Collateral Load for Gravity Cases Frm -0.29 1.61 L> Live-Notional Right Frm -0.54 3.14 <L Live-Notional Left Frm -0.54 3.14 ASL^ Alternate Span Live Load,Shifted Right Frm -0.61 3.46 AASL Alternate Span Live Load,Shifted Left Frm 0.07 -0.32 SMS> Specified Min.Roof Snow-Notional Right Frm -0.80 4.63 <SMS Specified Min.Roof Snow-Notional Left Frm -0.80 4.63 US1* Unbalanced Snow Load 1,Shifted Right Frm -0.55 3.25 *US1 Unbalanced Snow Load 1,Shifted Left Frm -0.14 0.83 Wl> Wind Load,Case 1,Right Frm -2.18 -2.20 <Wl Wind Load,Case 1,Left Frm 3.12 -6.19 W2> Wind Load,Case 2,Right Frm -1.53 -0.38 <W2 Wind Load,Case 2,Left Frm 3.77 -4.37 WPL Wind Load,11 Ridge,Left Frm -0.96 -5.55 WPR Wind Load,11 Ridge,Right Frm -0.97 -3.58 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm 2.80 -0.56 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm -1.07 1.04 CU Collateral Load for Wind Cases Frm - - L Roof Live Load Frm -0.54 3.14 S Snow Load Frm -0.55 3.21 E> Seismic Load,Right Frm -1.22 1.08 EG+ Vertical Seismic Effect,Additive Frm -0.07 0.38 <E Seismic Load,Left Frm 1.22 -1.08 EG- Vertical Seismic Effect,Subtractive Frm 0.07 -0.38 WB1> Wind Brace Reaction,Case 1,Right Brc -0.17 -7.13 -6.13 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.07 - 6.15 WB2> Wind Brace Reaction,Case 2,Right Brc -0.17 -7.13 -6.16 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.07 - 6.18 WB3> Wind Brace Reaction,Case 3,Right Brc -0.18 -7.69 -6.64 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.07 - 6.69 WB4> Wind Brace Reaction,Case 4,Right Brc -0.18 -7.69 -6.65 <WB4 Wind Brace Reaction,Case 4,Left Brc 0.07 - 6.69 MWB Minimum Wind Bracing Reaction Brc -0.16 -6.93 -5.81 MWB Minimum Wind Bracing Reaction Brc - - - MWB Minimum Wind Bracing Reaction Brc 0.06 5.85 MWB Minimum Wind Bracing Reaction Brc - - EB> Seismic Brace Reaction,Right Brc -0.22 -9.50 -8.12 <EB Seismic Brace Reaction,Left Brc 0.09 - 8.16 SMS Specified Min.Roof Snow Frm -0.80 4.63 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. AppropriateLoad Factors must be applied for esign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k in-k (in-k) 0/0/0 1-F 2.36 24 2.67 91 - - - - 3.31 22 5.42 91 13/0/0 1-E - - - - 1.69 13 1.88 12 3.18 95 4.68 99 28/0/0 1-D 2.41 13 2.68 12 3.63 61 9.72 11 52/0/0 1-C 3.17 13 3.53 12 4.82 81 12.97 8 80/0/0 1-A 1.79 34 2.20 25 8.65 88 7.41 94 1 10.51 1 98 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 8 of 15 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:1 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 13/0/0 28/0/0 52/0/0 80/0/0 Grid -Grid2 1-F 1-E 1-D 1-C 1-A Ld Description Hx Vy Hx Hz I Vy Hx Hz Vy Hx Hz Vy Hx Hz V Cs a lication factor not shown k k (k) k k k k k k) (k) (k k k k 8 D+CG+SMS> 1.19 5.36 3.89 9.62 12.97 -1.19 7.15 11 D+CG+*US 1 0.53 3.53 3.86 9.72 6.79 -0.53 3.35 12 D+CG+Wl> -1.64 -1.86 1.88 0.86 2.68 -1.15 3.53 -0.00 -1.70 1.20 13 D+CG+<W1 1.86 1.78 -1.69 -1.08 -2.41 0.35 -3.17 -0.81 1.48 -1.20 22 D+CU+W1> -1.97 -3.31 1.88 -0.12 2.68 -3.62 3.53 -3.43 -1.37 -0.77 24 D+CU+W2> -2.36 -2.40 - 0.30 - -2.34 - -1.79 -0.98 0.32 25 D+CU+<W2 1.14 1.24 - -1.64 - -0.84 - -2.60 2.20 -2.07 34 D+CG+S+W 1> -0.72 0.89 1.41 2.32 2.01 3.31 2.65 5.60 -1.79 3.94 61 D+CU+WPR+W132> 1.06 -1.32 - -2.30 - -3.63 - -2.40 -0.75 -4.28 -5.29 81 D+CU+WPL+<W134 0.29 -2.17 - 0.38 - -1.92 - -4.82 -0.60 - 1.23 88 D+CG+E>+EG++EB> -0.01 1.46 0.02 2.02 0.03 3.44 0.04 4.44 -0.98 -8.65 -4.31 91 D+CG+<E+EG++EB> 2.67 5.42 -0.06 -1.92 -0.09 3.29 -0.12 5.81 0.61 -2.59 -0.41 94 D+CU+<E+EG-+EB> 0.87 1.56 -0.02 -1.18 -0.03 0.18 -0.04 0.68 0.11 -8.65 -7.41 95 D+CU+<E+EG-+EB> 2.24 3.57 -0.06 -3.18 -0.09 0.11 -0.12 1.41 1.03 -2.59 -2.92 98 D+CG+E>+EG++<EB -0.29 0.95 0.02 2.52 0.03 3.49 0.04 4.25 -0.69 - 10.51 99 D+CG+E>+EG++<EB -1.75 -1.22 0.06 4.68 0.09 3.55 0.12 3.58 -1.53 6.00 ASD Load Combinations-Framing No. Origin Factor Application Description 8 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 11 System 1.000 1.0 D+1.0 CG+1.0*US 1 D+CG+*US 1 12 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 13 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 22 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 24 System 1.000 0.6 D+0.6 CU+0.6 W2> D+CU+W2> 25 System 1.000 0.6 D+0.6 CU+0.6<W2 D+CU+<W2 34 System 1.000 1.0 D+1.0 CG+0.75 S+0.45 W 1> D+CG+S+W 1> 61 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 W132> D+CU+WPR+W132> 81 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<W134 88 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 91 System Derived 1.000 1.0 D+1.0 CG+0.91<E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 94 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 95 System Derived 1.000 0.6 D+0.6 CU+0.91<E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 98 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB 99 System Derived 1.000 1.0 D+1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB Bracing X-Loc Grid Description 80/0/0 1-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: ll/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 9 of 15 Wall:4,Frame at:25/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame w � a----------------- Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:2 Type Exterior Column Exterior Column X-Loc 0/0/0 80/0/0 Gridl-Grid2 2-F 2-A Base Plate W x L(in.) 8 X 13 9 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-1.000 Column Base Elev. 100'-01, 100'-01, Load Type Load Descri tion Desc. Hx I Hz Vy Hx Hz V D Material Dead Weight Frm 2.33 4.05 -2.33 4.30 CG Collateral Load for Gravity Cases Frm 5.37 7.84 -5.37 7.94 SMS> Specified Min.Roof Snow-Notional Right Frm 16.76 24.50 -16.76 24.50 <SMS Specified Min.Roof Snow-Notional Left Frm 16.76 24.50 -16.76 24.50 US 1* Unbalanced Snow Load 1,Shifted Right Frm 9.90 9.80 -9.90 17.12 *US1 Unbalanced Snow Load 1,Shifted Left Frm 9.92 17.12 -9.92 9.80 Wl> Wind Load,Case 1,Right Frm -15.35 -20.67 7.33 -14.52 <Wl Wind Load,Case 1,Left Frm -7.38 -14.52 15.39 -20.67 W2> Wind Load,Case 2,Right Frm -11.68 -12.28 3.67 -6.13 <W2 Wind Load,Case 2,Left Frm -3.71 -6.13 11.73 -12.28 WPL Wind Load,11 Ridge,Left Frm -8.72 -15.65 8.03 -19.55 WPR Wind Load,11 Ridge,Right Frm -8.04 -19.55 8.73 -15.65 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 2.23 1.16 6.27 -1.16 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -6.21 -1.16 -2.29 1.16 CU Collateral Load for Wind Cases Frm - - - - S Snow Load Frm 11.62 16.98 -11.62 16.98 E> Seismic Load,Right Frm -3.67 -1.56 -3.05 1.56 EG+ Vertical Seismic Effect,Additive Frm 1.31 1.92 -1.31 1.93 <E Seismic Load,Left Frm 3.67 1.56 3.05 -1.56 EG- Vertical Seismic Effect,Subtractive Frm -1.31 -1.92 1.31 -1.93 WB1> Wind Brace Reaction,Case 1,Right Brc -0.05 -7.70 -6.35 0.05 6.17 <WB1 Wind Brace Reaction,Case 1,Left Brc -0.05 - 6.38 0.05 7.13 -6.15 WB2> Wind Brace Reaction,Case 2,Right Brc -0.05 -7.70 -6.38 0.05 - 6.20 <WB2 Wind Brace Reaction,Case 2,Left Brc -0.05 - 6.41 0.05 7.13 -6.18 WB3> Wind Brace Reaction,Case 3,Right Brc -0.06 -7.14 -5.99 0.06 - 6.69 <WB3 Wind Brace Reaction,Case 3,Left Brc -0.04 - 5.99 0.04 7.69 -6.69 WB4> Wind Brace Reaction,Case 4,Right Brc -0.06 -7.14 -5.99 0.06 - 6.69 <WB4 Wind Brace Reaction,Case 4,Left Brc -0.04 - 5.99 0.04 7.69 -6.69 MWB Minimum Wind Bracing Reaction Brc -0.05 -6.94 -5.62 0.05 - 5.85 MWB Minimum Wind Bracing Reaction Brc - - - - - - MWB Minimum Wind Bracing Reaction Brc -0.04 5.63 0.04 6.93 -5.84 MWB Minimum Wind Bracing Reaction Brc - - - - - EB> Seismic Brace Reaction,Right Brc -0.07 -9.45 -7.80 0.07 - 8.18 <EB Seismic Brace Reaction,Left Brc -0.05 - 7.82 0.05 9.50 -8.16 SMS Specified Min.Roof Snow I Frm 1 16.76 24.50 -16.76 24.50 - 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 10 of 15 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for esign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k (k) (k) (k in-k (in-k) 0/0/0 2-F 7.81 15 24.46 1 8.60 67 - - 13.12 46 36.40 1 80/0/0 2-A 24.46 1 7.84 16 - - 8.64 77 13.16 61 36.74 1 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:2 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 80/0/0 Grid -Grid2 2-F 2-A Ld Description Hx Hz Vy Hx Hz V Cs (application factor not shown) k k k k k k 1 D+CG+SMS> 24.46 36.40 -24.46 36.74 15 D+CU+W 1> -7.81 -9.97 3.00 -6.13 16 D+CU+<W 1 -3.03 -6.28 7.84 -9.82 46 D+CU+WPR+WB2> -3.46 -4.62 -13.12 3.87 -3.08 61 D+CU+WPL+<W134 -3.86 - -3.36 3.44 4.61 -13.16 67 D+CG+E>+EG++EB> 7.55 -8.60 5.72 -9.39 - 21.46 77 D+CG+E>+EG++<EB 7.57 - 19.93 -9.40 8.64 6.60 ASD Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 15 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 16 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 46 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB2> D+CU+WPR+WB2> 61 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<W134 D+CU+WPL+<W134 67 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 77 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB Bracing X-Loc Grid Description 0/0/0 2-F Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 80/0/0 2-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: ll/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 11 of 15 Wall:4,Frame at: 50/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame w � a----------------- Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:3 Type Exterior Column Exterior Column X-Loc 0/0/0 80/0/0 Gridl-Grid2 3-F 3-A Base Plate W x L(in.) 8 X 13 9 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.000 4-1.000 Column Base Elev. 100'-01, 100'-01, Load Type Load Descri tion Desc. Hx I Hz Vy Hx V D Material Dead Weight Frm 2.32 4.05 -2.32 4.18 CG Collateral Load for Gravity Cases Frm 5.35 7.84 -5.35 7.94 SMS> Specified Min.Roof Snow-Notional Right Frm 16.69 24.50 -16.69 24.50 <SMS Specified Min.Roof Snow-Notional Left Frm 16.69 24.50 -16.69 24.50 US 1* Unbalanced Snow Load 1,Shifted Right Frm 9.87 9.80 -9.87 17.12 *US1 Unbalanced Snow Load 1,Shifted Left Frm 9.87 17.12 -9.87 9.80 Wl> Wind Load,Case 1,Right Frm -15.31 -20.67 7.29 -14.52 <Wl Wind Load,Case 1,Left Frm -7.32 -14.52 15.34 -20.67 W2> Wind Load,Case 2,Right Frm -11.66 -12.28 3.65 -6.13 <W2 Wind Load,Case 2,Left Frm -3.68 -6.13 11.69 -12.28 WPL Wind Load,11 Ridge,Left Frm -8.68 -15.65 7.99 -19.55 WPR Wind Load,11 Ridge,Right Frm -8.00 -19.55 8.69 -15.65 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 2.24 1.16 6.25 -1.16 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -6.21 -1.16 -2.28 1.16 CU Collateral Load for Wind Cases Frm - - - - S Snow Load Frm 11.57 16.98 -11.57 1698 E> Seismic Load,Right Frm -3.68 -1.56 -3.03 1.56 EG+ Vertical Seismic Effect,Additive Frm 1.31 1.92 -1.31 1.93 <E Seismic Load,Left Frm 3.68 1.56 3.03 -1.56 EG- Vertical Seismic Effect,Subtractive Frm -1.31 -1.92 1.31 -1.93 WB1> Wind Brace Reaction,Case 1,Right Brc -0.09 6.33 0.09 -0.06 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.12 7.70 -6.35 -0.12 0.06 WB2> Wind Brace Reaction,Case 2,Right Brc -0.09 - 6.36 0.09 -0.06 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.12 7.70 -6.38 -0.12 0.06 WB3> Wind Brace Reaction,Case 3,Right Brc -0.09 - 5.96 0.09 -0.05 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.11 7.14 -5.97 -0.11 0.05 WB4> Wind Brace Reaction,Case 4,Right Brc -0.09 - 5.96 0.09 -0.05 <WB4 Wind Brace Reaction,Case 4,Left Brc 0.11 7.14 -5.97 -0.11 0.05 MWB Minimum Wind Bracing Reaction Brc -0.08 - 5.60 0.08 -0.05 MWB Minimum Wind Bracing Reaction Brc - - - - - MWB Minimum Wind Bracing Reaction Brc 0.10 6.94 -5.60 -0.10 0.05 MWB Minimum Wind Bracing Reaction Brc - - - - - EB> Seismic Brace Reaction,Right Brc -0.12 - 7.76 0.12 -0.07 <EB Seismic Brace Reaction,Left Brc 0.14 9.45 -7.79 -0.14 0.07 SMS Specified Min.Roof Snow Frm 16.69 - 24.50 -16.69 24.50 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 12 of 15 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. Appropriate Load Factors must be applied for esign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k) k (k) (k in-k (in-k) 0/0/0 3-17 7.79 15 24.36 1 8.60 77 13.13 49 36.40 1 80/0/0 3-A 24.36 1 7.81 16 - - 9.89 16 36.62 1 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:3 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 80/0/0 Grid -Grid2 3-17 3-A Ld Description Hx Hz I Vy Hx V Cs (application factor not shown) k k k k k 1 D+CG+SMS> 24.36 36.40 -24.36 36.62 15 D+CU+W 1> -7.79 -9.97 2.99 -6.20 16 D+CU+<W 1 -3.00 -6.28 7.81 -9.89 49 D+CU+WPR+<WB2 -3.34 4.62 -13.13 3.75 -6.84 77 D+CG+E>+EG++<EB 7.71 8.60 5.73 -9.54 1 13.96 ASD Load Combinations-Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 15 System 1.000 0.6 D+0.6 CU+0.6 W 1> D+CU+W 1> 16 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 49 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<WB2 77 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB D+CG+E>+EG++<EB Bracing X-Loc Grid Description 0/0/0 3-17 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: ll/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 13 of 15 Wall:4,Frame at: 74/0/0 Frame ID:Post&Beam Frame Type:Post&Beam M w W N ^r yr Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load Type at Frame Cross Section:4 Type Exterior Column Interior Column Interior Column Interior Column X-Loc 0/0/0 13/0/0 28/0/0 52/0/0 Gridl-Grid2 4-F 4-E 4-D 4-C Base Plate W x L(in.) 8 X 13 8 X l l 8 X l l 8 X l l Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-01, 100'-01, 100'-01, Load Type Load Descri tion Desc. Hx Vy Hx Hz I Vy Hx Hz I Vy Hx Hz V D Material Dead Weight Frm 0.41 0.64 1.11 1.02 CG Collateral Load for Gravity Cases Frm 0.64 1.28 2.27 2.18 L> Live-Notional Right Frm 1.58 3.29 5.28 5.08 <L Live-Notional Left Frm 1.58 3.29 5.28 5.08 ASL^ Alternate Span Live Load,Shifted Right Frm -0.27 2.31 1.87 1.85 ^ASL Alternate Span Live Load,Shifted Left Frm 1.85 0.99 3.41 3.23 SMS> Specified Min.Roof Snow-Notional Right Frm 2.00 4.00 7.10 6.82 <SMS Specified Min.Roof Snow-Notional Left Frm 2.00 4.00 7.10 6.82 US1* Unbalanced Snow Load 1,Shifted Right Frm 0.48 0.46 2.48 6.52 *US1 Unbalanced Snow Load 1,Shifted Left Frm 1.36 2.92 6.69 2.29 Wl> Wind Load,Case 1,Right Frm -1.17 -2.09 3.13 -4.77 4.48 -7.44 4.48 -4.81 <Wl Wind Load,Case 1,Left Frm 1.73 -1.46 -2.82 -2.48 -4.03 -5.05 -4.03 -7.20 W2> Wind Load,Case 2,Right Frm -2.22 -1.34 - -3.33 - -5.16 - -2.62 <W2 Wind Load,Case 2,Left Frm 0.67 -0.71 -1.04 -2.78 -5.01 WPL Wind Load,11 Ridge,Left Frm 1.93 -1.47 -2.55 -4.84 -7.00 WPR Wind Load,11 Ridge,Right Frm 1.93 -2.35 -4.86 -7.22 -4.62 MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load Frm 0.05 -0.15 -0.14 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm -1.98 0.19 0.06 -0.15 -0.14 CU Collateral Load for Wind Cases Frm - - - - - L Roof Live Load Frm 1.58 3.29 5.28 5.08 S Snow Load Frm 1.39 2.77 4.92 4.73 E> Seismic Load,Right Frm -0.42 - 0.07 - 0.10 - 0.10 - EG+ Vertical Seismic Effect,Additive Frm - 0.16 - 0.31 - 0.56 - 0.53 <E Seismic Load,Left Frm 0.42 - -0.07 - -0.10 - -0.10 - EG- Vertical Seismic Effect,Subtractive Frm - -0.16 - -0.31 - -0.56 - -0.53 WB1> Wind Brace Reaction,Case 1,Right Brc - 2.95 -4.40 4.40 0.02 <WB1 Wind Brace Reaction,Case 1,Left Brc 0.01 - 4.14 -2.94 -4.15 - WB2> Wind Brace Reaction,Case 2,Right Brc - 2.95 -4.42 - 4.42 0.02 <WB2 Wind Brace Reaction,Case 2,Left Brc 0.01 - 4.16 -2.94 -4.17 - WB3> Wind Brace Reaction,Case 3,Right Brc - 2.95 -4.45 - 4.45 0.02 <WB3 Wind Brace Reaction,Case 3,Left Brc 0.01 - 4.19 -2.94 -4.20 - WB4> Wind Brace Reaction,Case 4,Right Brc - 2.95 -4.45 - 4.45 0.02 <WB4 Wind Brace Reaction,Case 4,Left Brc 0.01 - 4.19 -2.94 -4.20 - MWB Minimum Wind Bracing Reaction Brc - - - - MWB Minimum Wind Bracing Reaction Brc 0.01 3.26 -2.35 -3.26 MWB Minimum Wind Bracing Reaction Brc - - - - - MWB Minimum Wind Bracing Reaction Brc 2.35 -3.45 3.45 0.01 EB> Seismic Brace Reaction,Right Brc 3.19 -4.77 4.77 0.02 <EB Seismic Brace Reaction,Left Brc 0.01 - 4.50 -3.19 -4.50 - SMS Specified Min.Roof Snow Frm 2.00 4.00 7.10 6.82 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 14 of 15 Type Interior Column Exterior Column X-Loc 67/0/0 80/0/0 Gridl-Grid2 4-B 4-A Base Plate W x L(in.) 8 X l l 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-01, Load Type Load Descri tion Desc. Hx Hz I Vy I Hx V D Material Dead Weight Frm 0.66 0.45 CG Collateral Load for Gravity Cases Frm 1.33 0.63 L> Live-Notional Right Frio 3.41 1.56 <L Live-Notional Left Frio 3.41 1.56 ASL^ Alternate Span Live Load,Shifted Right Frio 2.34 -0.28 AASL Alternate Span Live Load,Shifted Left Frio 1.07 1.85 SMS> Specified Min.Roof Snow-Notional Right Frio 4.15 1.98 <SMS Specified Min.Roof Snow-Notional Left Frio 4.15 1.98 US1* Unbalanced Snow Load 1,Shifted Right Frm 3.02 1.35 *US1 Unbalanced Snow Load 1,Shifted Left Frm 0.57 0.47 W1> Wind Load,Case 1,Right Frm 3.13 -2.61 -1.73 -1.45 <Wl Wind Load,Case 1,Left Frm -2.82 -4.91 1.17 -2.07 W2> Wind Load,Case 2,Right Frm - -1.13 -0.67 -0.69 <W2 Wind Load,Case 2,Left Frm -3.42 2.22 -1.32 WPL Wind Load,11 Ridge,Left Frm -4.99 -1.93 -2.33 WPR Wind Load,11 Ridge,Right Frm -2.67 -1.93 -1.45 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm 0.06 1.98 0.19 MW Minimum Wind Load Frm - - - MW Minimum Wind Load Frm 0.04 CU Collateral Load for Wind Cases Frm - L Roof Live Load Frio 3.41 1.56 S Snow Load Frm 2.88 1.37 E> Seismic Load,Right Frm 0.07 - -0.06 - EG+ Vertical Seismic Effect,Additive Frm - 0.33 - 0.15 <E Seismic Load,Left Frm -0.07 - 0.06 - EG- Vertical Seismic Effect,Subtractive Frm - -0.33 - -0.15 WB1> Wind Brace Reaction,Case 1,Right Brc <WB1 Wind Brace Reaction,Case 1,Left Brc WB2> Wind Brace Reaction,Case 2,Right Brc <WB2 Wind Brace Reaction,Case 2,Left Brc WB3> Wind Brace Reaction,Case 3,Right Brc <WB3 Wind Brace Reaction,Case 3,Left Brc WB4> Wind Brace Reaction,Case 4,Right Brc <WB4 Wind Brace Reaction,Case 4,Left Brc MWB Minimum Wind Bracing Reaction Brc MWB Minimum Wind Bracing Reaction Brc MWB Minimum Wind Bracing Reaction Brc MWB Minimum Wind Bracing Reaction Brc EB> Seismic Brace Reaction,Right Brc <EB Seismic Brace Reaction,Left Brc SMS Specified Min.Roof Snow Frm 4.15 1.98 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on 1 st order structural analysis. AppropriateLoad Factors must be applied for esign of foundations. X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k) k k k) (in-k) (in-k 0/0/0 4-F 1.33 15 1.16 17 - - - - 1.16 28 3.05 9 13/0/0 4-E - - 2.88 89 1.69 14 1.88 13 5.18 62 6.23 99 28/0/0 4-D 2.88 99 - - 2.42 14 2.69 13 6.17 66 10.48 9 52/0/0 4-C - - 2.42 14 2.69 13 3.71 24 10.03 9 67/0/0 4-B - - 1.69 14 1.88 13 2.60 27 6.14 9 80/0/0 4-A 1.16 17 1.33 1 16 1 - 1.13 1 27 1 3.06 1 9 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. Date: 11/ 18/ 2020 20-023299-01 FOR CONSTRUCTION Reactions Rev 0 Time:03:20 PM Page: 15 of 15 Maximum Frame Reactions-Factored Load Cases at Frame Cross Section:4 Note:All reactions are based on 1 st order structural analysis. X-Loc 0/0/0 13/0/0 28/0/0 52/0/0 67/0/0 Grid -Grid2 4-F 4-E 4-D 4-C 4-13 Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz V Cs a lication factor not shown k k (k) k k k k k k) (k) (k k k k 9 D+CG+SMS> - 3.05 - 5.92 - 10.48 - 10.03 - 6.14 13 D+CG+W 1> -0.70 -0.20 1.88 -0.94 2.69 -1.08 2.69 0.32 1.88 0.42 14 D+CG+<W l 1.04 0.18 -1.69 0.44 -2.42 0.35 -2.42 -1.11 -1.69 -0.96 15 D+CG+W2> -1.33 0.25 - -0.08 - 0.29 - 1.64 - 1.31 16 D+CG+<W2 0.40 0.63 1.30 1.72 0.20 -0.06 17 D+CG+WPL 1.16 0.17 0.39 0.48 -0.99 -1.01 24 D+CU+<W l 1.04 -0.63 -1.69 -1.10 -2.42 -2.36 -2.42 -3.71 -1.69 -2.55 27 D+CU+WPL 1.16 -0.63 - -1.14 - -2.23 - -3.59 - -2.60 28 D+CU+WPR 1.16 -1.16 - -2.53 -3.66 -2.15 -1.21 62 D+CU+WPR+WB2> 1.16 -1.16 1.75 0.01 -5.18 -1.01 -2.14 -1.21 66 D+CU+WPR+<W132 1.16 -1.15 - - -0.03 -1.75 -0.01 -6.17 -2.15 -1.21 89 D+CG+E>+EG++EB> -0.12 1.16 2.88 0.04 -2.20 - 0.03 8.12 0.03 3.60 0.02 2.21 99 D+CG+E>+EG++<EB -0.12 1.18 0.02 6.23 -2.88 0.00 -0.33 0.03 3.58 0.02 2.21 X-Loc 80/0/0 Grid -Grid2 4-A Ld Description rHx VCs a lication factor not shown k) 9 D+CG+SMS> 3.06 13 D+CG+W1> 0.21 14 D+CG+<Wl -0.16 15 D+CG+W2> 0.66 16 D+CG+<W2 1.33 0.29 17 D+CG+WPL -1.16 -0.32 24 D+CU+<W 1 0.70 -0.98 27 D+CU+WPL -1.16 -1.13 28 D+CU+WPR -1.16 -0.60 62 D+CU+WPR+W132> -1.16 -0.60 66 D+CU+WPR+<W132 -1.16 -0.60 89 D+CG+E>+EG++EB> -0.02 1.19 99 D+CG+E>+EG++<EB -0.02 1.19 ASD Load Combinations-Framing No. Origin Factor Application Description 9 System 1.000 1.0 D+1.0 CG+1.0 SMS> D+CG+SMS> 13 System 1.000 1.0 D+1.0 CG+0.6 W 1> D+CG+W 1> 14 System 1.000 1.0 D+1.0 CG+0.6<W 1 D+CG+<W 1 15 System 1.000 1.0 D+1.0 CG+0.6 W2> D+CG+W2> 16 System 1.000 1.0 D+1.0 CG+0.6<W2 D+CG+<W2 17 System 1.000 1.0 D+1.0 CG+0.6 WPL D+CG+WPL 24 System 1.000 0.6 D+0.6 CU+0.6<W 1 D+CU+<W 1 27 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 28 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 62 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 W132> D+CU+WPR+W132> 66 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<W132 D+CU+WPR+<W132 89 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 99 System Derived 1.000 1.0 D+1.0 CG+0.273 E>+0.7 EG++0.91<EB ID+CG+E>+EG++<EB Bracing X-Loc Grid Description 13/0/0 4-E Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 28/0/0 4-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 11/18/2020 AMO Reviewed File: Dungeness Gear Works Inc. Version: 2020.3a Varco Pruden Buildings is a division of B1ueScope Buildings North America,Inc. KINGWORKS MEMO STRUCTURAL ENGINEERS 11/20/2020 600 Dupont St,Suite B 360.714.8260 Bellingham,WA 98225 www.king-works.com Project: Axthelm Dungeness Gear Works 19268 To: Alan Perks E-mailed to Alan@axthelmconstruction.com CC: Re: Dungeness Gear Works Vp Reactions Alan, As requested the stamped metal building reactions provided by Varco Pruen Buildings dated 11/18/2020 and plans dated 11/19/2020 were reviewed. The plans and calculation have been coordinated with Kingwoks Structural engineers plans project number 19268, dated 2/26/2020 stamped by Kennon Q. Hanks. No changes to the foundation design were required based on the updated plans and reactions as provided by VP buildings. 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FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O PLANNING 0 CIVIL 0 BUILDING CITY OF ARLINGTON CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18021 59TH AVE NE Permit#: 3192 Permit Expiration Date: Parcel #: 31052200102200 Valuation:425700.00 OWNER APPLICANT CONTRACTOR Nylander Property, LLC Axthelm Construction, hic Axthelm Construction, Inc 12800 HWY 99 3610 Cedardale Rd, Unit C 17[60 Dike Rd Everett, WA 9S204 Mount Vernon,WA 98274 Nit Venron, WA 98273 360-424-6848 360-424-6848 dSttivs120Z/ LfC:AXTHECt019DU F XPAArtt N" MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LTC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: l CONS"['. TYPE; VB DWELLING UNITS: OCC GROUP: F-I BUILDINGS: I OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order. proclamation,guidance advice or decision of tlrc Governor of this State.Tu the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order. proclamation,guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code, any other City ordinances or this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law, or of any order,proclamation, guidance advice or decision of the Governor, The building official is authorized to suspend or revoke this permit irit is determined to he issued in error or on the basis of incorrect, inaccurate or incomplete information,or in violation of any City ordinance, regulation or order,state or federal law, or any order,proclamation,guidance or decision of the Governor. i AGREE.TO COMPLY WITH Ci-iY AND STXI'E LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF Ti IE STATE OF WASHINGTON RE:LATiNG TO WORKiVIEN'S COMPENSATION INSURANCE AND RCW 18.27- THIS APPLICATION IS NOT A PERMIT UNTIL. SIGNED BY THE BUILDING OFFICIAL OR HiS'HER DEPUTY AND ALL FEES ARE PAID, iT iS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE; UNTiL A FINAL NSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE.OF OCCUPANCY HAS BEEN GRANTED [BCI i0/IRCI 10. SALES TAX NOTICE, Sales tax relating to construction and consti•uction materials in the City of Arlington must be reported on yuur SuIeS tax return furl and coded City of Arlington 43 10 L _oe , e4'111 Signature Print Name Date Released By I:)tltr CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL P EQUIREMENTS. ADHI R1;TO APPROVED PLANS. APPROVED JOB COPY Si[ALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY 1 HE WORK NOTED.THIS PERMIT COVERS vv AUK TO BE DO".E ON I RIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/02/2020 Processing/Technology Fee $25.00 1110212020 State Surcharge-Commercial $25.00 11/02/2020 Traffic Mitigation-City $13,420.00 11102/2020 Building Permit Fee $4,236.88 11/02/2020 Building Plan Review Fee $2,753.97 Total Due: $20,460.85 Total Payment: $0.00 Balance Due: $20,460.85 _ CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18021 59TH AVE NE Permit#: 3192 Permit Expiration Date: Parcel#: 31052200102200 Valuation: 425700.00 OWNER APPLICANT CONTRACTOR Nylander Property,LLC Axthelm Construction,Inc Axthelm Construction,Inc 12800 HWY 99 3610 Cedardale Rd,Unit C 17160 Dike Rd Everett,WA 98204 Mount Vernon,WA 98274 Mt Vernon,WA 98273 360-424-6848 360-424-6848 LIC:AXTHECI019DU EXP:03/31/2019 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST. TYPE: VB DWELLING UNITS: OCC GROUP: F-1 BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of, any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order, state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRCI10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 2 Signature Print Name Date Released By Date CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS.ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ON. THE WORK NOTED. THIS PERMIT COVE XORK TO BE DONE ON PRIVATE PROPI RI Y ONLY. ANY CONS FRUCFION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/02/2020 Processing/Technology Fee $25.00 11/02/2020 State Surcharge-Commercial $25.00 11/02/2020 Traffic Mitigation-City $13,420.00 11/02/2020 Building Permit Fee $4,236.88 11/02/2020 Building Plan Review Fee $2,753.97 Total Due: $20,460.85 Total Payment: $0.00 Balance Due: $20,460.85 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon .I gyp, W�M��•1A� � Permit#: 3192 Permit Date: 06/01/20 Project Name: Dungeness Gear Works, Inc Site Address: 18021 59th Ave NE Company/Applicant Name: Axthelm Construction, Inc Company/Applicant Address: 3610 Cedardale Rd, Unit C City, State, Zip: Mount Vernon, WA 98274 Contact: Alan Perkes Phone: 360-424-6848 Email: alan@acthelmconstruction.com Permit Type: Co e• New Valuatio 54 0000.00 *V k1 lot_I 'Ru 1p > Do luirI dJ Square Feet: Y`I Number of Stories: 1 � h1v"uJ k-�ra� (;�1'►�,vl�h �lT�,(�E I(,L\)MuL Type of Construction: VB -T ¢Z`'��OlJ _ Occupancy Type: F-l; Factory Mod. I Lazard Scope of Work: New building for assembly, office and storage MIC/Opportunity Zone: MIC Permit Issued: Permit Expires: DNU: Applied Status: IN PROCESS Property Parcel 11 Address Legal Description Owner Name Owner Phone Zoning Nylander Property, 399 Other 31052200102200 18021 59TH AVE NE LLC Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Axthelm Construction. Alan Perkes 360-424-6848 17160 Dike Rd CONTRACTOR Labor and AXTHECIOl9DU Inc Industries Plan Reviews Date Review Type Description Assigned To Review Status 06/01/2020 Commercial Building Building In Review Fees Fee Description Notes Amount Building Pennit Fee Table 4-1 $5.164.89 Processing/I echnology Pee $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Fee Table 4-2 $3,357.18 Total $8,572.07 Notes Date Note Created By: 06/01/2020 Special inspections by GeoTest for reinforced concrete,bolting in concrete,and high-strench Kristin Foster bolting,as indicated on the application. 06/01/2020 12'high max racking proposed. Kristin Foster 06101/2020 Traffic impact fees? Kristin Foster Uploaded Files Date File Name 0&01/2020 6745037-3192 Application.pdt' L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m.to 5 p.m. weekdays (except state holidays). Use the phone nun-uber for your closest regional office (htthsJ� _a.gov age- contact.1noffice-locations)., or you can call the Office of Information and Assistance at 360-902-5800. wnsnmgm�sum o�„nmm,m Labor&Industries(�ttps://Inmma,goy), AXTHELM CONSTRUCTION INC Owner or tradesperson PO BOX 2947 Principals MOUNT VERNON,WA 98273 AXTHELM,WADE BRANDON,MANAGER 360-424-6848 SKAGIT County ■ AXTHELM,CYNTHIA LORRAINE,MANAGER ■ AXTHELM,WADE B (End:01/01/1980) a DICE,DEBORAH D (End:01/01/1980) ■ AXTHELM,JAMES DEAN,PRESIDENT (End:03/08/2019) ■ AXTHELM,APRIL LYNNE,VICE PRESIDENT (End:03/08/2019) ■ AXTHELM,APRIL LYNNE,SECRETARY (End:03/08/2019) ■ PEDERSON,RUNE O (End:03/31/2011) Doing business as AXTHELM CONSTRUCTION INC WA UBI No Business type 601 926 138 Corporation Governing persons CINDY AXTHELM WADE BRANDON AXTHELM; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. AXTHEC1019DU Effective—expiration 03/31/1999—04/05/2021 Bond Philadelphia Indemnity Ins Co $12,000.00 Bond account no. PB00019600024 Received by L&I Effective date 03/08/201 B 03/03/2018 Expiration date Until Canceled Bond history Insurance Ohio Security_ Ins Co $1.000.000.00 Policy no. BKS58468542 Received by L&I Effective date 12/02/2019 12/31/2017 Expiration date 12/31/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings ........... .............. No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent No active Washington registered apprentices exist for this business.Washington allows the use of apprentices registered with Oregon or Montana.Contact the Oregon Bureau of Labor&Industries or Montana Department of Labor &Industry to verify if this business has apprentices. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. Account no. Account is current. 676,873.00 Doing business as AXTHELM CONSTRUCTION INC Certificate of Workers'Comp Coverage Track this contractor ' Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Trainin97 Effective July 1,2019 Exempt from this requirement. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace Safety & Health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 02/09/2018 Violations Inspection no. 317947617 Location 111 S.Norris St. Burlington,WA 98233 Inspection results date O6/17/2015 No violations Inspection no. 317936704 Location 510 Eleanor Ln Mount Vernon,WA 98273 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form Two (2) Architectural Drawings JLU Two (2) Structural Drawings v L� Two (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms /VIA reosr -P/2o-rre- /oN N01V- /WF'AT60 JEd One (1) Special Inspection Requirements Forms One (1) Occupant's Statement of Intended Use Form 1Vkf'1 Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER/N COMPLETE SETS> An Intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to cedgarlingtonwa.gov. I acknowledge that all items designated above are Included as part of this application. REV 11/2019 Page 1 of 9 Y ,� 1; COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code (UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code (W ESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards, Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 11/2019 Page 2 of 9 -i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each ox to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN- REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer, gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. 0 ARCHITECTURAL DRAWINGS 1. IR/ Cover Sheet a) Building Information 1 Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 11/2019 Page 3 of 9 COMMERCIAL APPLICATION o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. Q Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. / f) Include a lighting fixture schedule. 4. © Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. [✓ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. (� WASHINGTON STATE ENERGY CODE Nliq NoN f�E�9 �� SPf9GE 1.One (1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 of 9 x �+- � � <�. �.. •- � COMMERCIAL APPLICATION s o PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OFINTENDED USE Name of Project: Dungeness Gear works Valuation: S'�$� p00. vd Project Address: 18021 59th Ave NE, Arlington, WA 98223 Parcel ID#: /d5Z20b/D ZZOO Legal Description P 4 Owner: Nylander Property, LLC Phone Number:Z,,'� - I. I C1 g,;S Address: 16411 75th Place West City: Edmonds State: WA Zip Code: 98026 SfirwJUM14 � pvin��v I"AlIXS Pf ,U&A1&&A_ ' Engineer: Phone Number: -;;.60 71y-9260 Cell Phone: 3 Co O 2 0 2 — 5 Z/t E-mail: �L/X//y� X 1A1G- 1V0n,/',S • Gdm Address: 640 .b�^pan iF S'�= �3 City: t�Gl//h�� � State: 61/4 Zip Code: �g2Z�r General Contractor: Axthelm Construction, Inc. Phone Number: 360.424.6848 Cell Phone: .36o q 'Z 8'a0 E-mail: bfw4=@axthelmconstruction.com Address:3610 Cedardale Rd, Unit C City:Mount Vernon State: WA Zip Code: 98274 Contractor's License Number:AXTHECIO19DU Expiration: 04/05/2021 Contact Person: Alan Perkes Phone Number: 360.424.6848 Cell Phone: 360.391.2800 E-mail: alan@axthelmconstruction.com Address: 3610 Cedardale Rd, Unit C City:Mount Vernon State: WA Zip Code: 98274 Proposed Scope of Work: 80'w x 75' x 20eh Pre-Engineered Steel Building, slab on grade, restrooms G/ 4444 ry1 Carr Pam. oy W 5g2$7 V6LV1A 360 s�- _(-g20 REV 1112019 Page 6 of 9L� /A^�G ��r � �Il��i' • /V464 �',� M •} r ' � , Q f •' i 1' r o i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant Dungeness Gear Works Site Address 18021 59th Ave NE, Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type V a IBC Occupancy Type f " Description of Use Assembly of crab pots and storage Building Square Footage 6, 000 Number of Stories 1 Square Footage Per Floor 6, 000 Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ® Htgh-ptfedi rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items_ rack storage 12' max Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 11/2019 Page 7 of 9 COMMERCIAL APPLICATION r, PERMIT SUBMITTAL Nr Department of Community& Economic Development City of Arlington- 18204 59th Ave NE- Arlington, WA 98223- Phone(360) 403-3551 Name of Project: Dungeness Gear Works Project Address: 18021 59th Ave NE, Arlington, WA 98223 Special Inspection Firm: GeoTest Services, Inc. Address: 741 Marine Drive, Bellingham, WA 98225 Contact Person: AW1,A1 /1/CHAR-Ps°W Phone: 360.733.7318 Email. R Special Inspection Firm Special Inspectors: The Special inspection Firm of GeoTest Services, Inc will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (X) Reinforced Concrete (X) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding (X) High-Strength Bolting ( ) Spray-Applied Fireproofing f ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site,itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports,on site,for review. REV 11/2019 Page 8 of 9 1K �� COMMERCIAL APPLICATION l)yC,C PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shalt be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shag review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: � JDate: J Z V �--- I hereby certify t he above inf aeon is correct and that the construction on,and the occupancy and the use of the above-described property will b in rdan a m a laws,rules and regulation of the State of-Washington. /'"M Applicants Signal re AMA) #. AC-klLE.r 'a/ Print Applicants Name Date FOR STAFF USE ONLY Received >F .1 5 2020 Permit# Accepted By Amount Received Receipt# Date�Receive ` REV 1112019 Page 9 of 9 Permit#: 3192 Permit Date: 06/01/20 Project Name: Dungeness Gear Works, Inc Company/Applicant Name: Axthelm Construction, Inc Company/Applicant Address: 3610 Cedardale Rd, Unit C City, State, Zip: Mount Vernon, WA 98274 Contact: Alan Perkes Phone: 360-424-6848 Email: alan@acthelmconstruction.com Permit Type: Commercial New Valuation: 425700.00 Square Feet: 6000 Number of Stories: 1 Type of Construction: V13 Occupancy Type: F-1; Factory Mod. Hazard Scope of Work: New building for assembly, office and storage MIC/Opportunity Zone: MIC Permit Issued: Permit Expires: DNU: Applied Status: IN PROCESS Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Nylander Property, 399 Other 31052200102200 18021 59TH AVE NE LLC Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Axthehn Construction, Alan Perkes 360-424-6848 17160 Dike Rd CONTRACTOR Labor and AXTHEC1019DU Inc Industries Plan Reviews Date Review Type Description Assigned To Review Status 06/01/2020 Commercial Building See red-lines for additional requirements Building Approved with Conditions Fees Fee Description Notes Amount Processing/Technology Fee $25.00 State Surcharge-Commercial Commercial Only $25.00 Traffic Mitigation-City Single Family $13,420.00 Building Permit Fee Table 4-1 $4,236.89 Building Plan Review Fee Table 4-2 $2.753.97 Total $20,460.85 Notes Date Noto Created By: l 1/02/2020 Added traffic impact fees per the approved Zoning Permit. Kristin Foster 06/01/2020 rraffic impact fees? Kristin Foster 06/01/2020 Special inspections by GeoTest for reinforced concrete,bolting in concrete,and high-strench Kristin Foster bolting,as indicated on the application. 06/01/2020 12'high max racking proposed. Kristin Foster Uploaded Files Date File Name 06/01/2020 1745037-3192 Agplication.pd L&I regional offices are closed to public visits until further notice. Offices can still help you by phone from 8 a.m.to 5 p.m. weekdays (except state holidays). Use the phone number for your closest regional office (ntt; _,,:,.gov agency�oontact/#office locations), or you can call the Office of Information and Assistance at 360-902-5800. WasM1ingwn Szie oepanmml of Labor&Industries(http : In wa gov), AXTHELM CONSTRUCTION INC Owner or tradesperson PO BOX 2947 Principals MOUNT VERNON,WA 98273 AXTHELM,WADE BRANDON,MANAGER 360-424-6848 SKAGIT County AXTHELM,CYNTHIA LORRAINE,MANAGER AXTHELM,WADE B (End:01/01/1980) DICE,DEBORAH D (End:01/01/1980) AXTHELM,JAMES DEAN,PRESIDENT (End:03/08/2019) AXTHELM,APRIL LYNNE,VICE PRESIDENT (End:03/08/2019) AXTHELM,APRIL LYNNE,SECRETARY (End:03/08/2019) PEDERSON, RUNE O (End:03/31/2011) Doing business as AXTHELM CONSTRUCTION INC WA UBI No Business type 601 926 138 Corporation Governing persons CINDY AXTHELM WADE BRANDON AXTHELM; License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. AXTHEC1019DU Effective—expiration 03/31/1999—04/05/2021 Bond Philadelphia Indemnity Ins Co $12,000.00 Bond account no PB00019600024 Received by L&I Effective date 03/08/2018 03/03/2018 Expiration date Until Canceled Bond history Insurance OMC o, i.._Co $11,040,000 00 BKS58468542 Received by L&I Effective date 12/0212019 12/31/2017 Expiration date 1 2/3112 0 2 0 Insurance history Savings No savings accounts during the previous 6 year period. LB uits against the bond_or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period,but some debts may hP rernrded by nther apenries. License Violations No license violations during the previous 6 year period. Certifications &Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training.Agent No active Washingt on registered apprentices exist for this business.Washington allows the use of apprentices registered with Oregon or Montana.Contact the Oregon Bureau of Labor&Industries or Montana Department of Labor &Industry to verify If this business has apprentices. Workers' Comp Do you know if the business has employees?If so,verify the business is up-to-date on workers'comp premiums. This company has multiple workers'comp accounts. Active_accounts L&I Account ID Account is current. 676,873-00 Doing business as AXTHELM CONSTRUCTION INC Estimated workers reported Pending current quarter filing L&I account contact TO/JULIE SUR(360)902-4715-Email:SURJ235@lni.wa.gov Track this contractor A Public Works Requirements Verify the contractor is eligible to perform work on public works projects. Required Training—Effective July 1,2019 Exempt from this requirement. Contractor Strikes No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace Safety & Health Check for any past safety and health violations found on jobsites this business was responsible for. Inspection results date 0210912018 Violations Inspection no. 317947617 Location 111 S.Norris St. Burlington,WA 98233 Inspection results date 0 611 712 01 5 No violations Inspection no. 317936704 Location 510 Eleanor Ln Mount Vernon,WA 98273 Community and Economic Development Planning Division 18204 591h Avenue NE,Arlington,WA 98223 ZONING PERMIT-SITE PLAN REVIEW DUNGENESS GEAR WORKS-PLN#707 A. GENERAL INFORMATION 1. Application Submittal Date: May 15,2020 2. NOCA Issued:June 12, 2020 3. Applicant:Axthelm Construction Inc 4. Contact:Alan Perkes,Axthelm Construction Inc,360-391-2800 Proposal Description:The Applicant,Alan Perkes on behalf of Dungeness Gear Works,is seeking approval for an accessory structure for Dungeness Gear Works that will be 6,000 square feet,and be used to assemble crab pots and material storage.The building will also include a small office and restrooms for employees. 5. Location: 1802159th Ave NE,Arlington,WA 98223 6. Tax Parcel ID: 31052200102200 7. Lot Size:Approximately 2.5 acres (110,400 square feet) 8. Topographical Description:The site is relatively flat 9. Soil Type: Lynnwood Loamy Sand,0 to 3 percent slopes 10. Land Use Designation:General Industrial 11. Zoning Classification:General Industrial 12. Proposed Use Classification:4.120 Manufacturing with business primarily not done with walk-in sales 13. Adjacent Land Uses: a. North:Swire Coca-Cola-General Industrial b. South:AAMP-General Industrial c. East:SmartCAP 1801h Street-General Industrial d. West:Arlington Municipal Airport-Aviation Flightline 14. Compatibility Description:The proposed use is consistent with the allowed uses in the General Industrial zone. 15. SEPA Issuance:June 26, 2020 16. Neighborhood Meeting Date:Neighborhood meetings are not required for Zoning Permits. 17. Public Hearing Date: Public hearings are not required for Zoning Permits.Zoning Permits are approved administratively 18. City Approvals Required:Zoning Permit,SEPA Review,Design Review,Site Civil, Utility Service Permit, Building Permit,Construction Stormwater General Permit,Complete Streets Checklist 19. City Staff Contact:Josh Grandlienard,Planner II,josh a inZtonwa.gpv- B. PROJECT HISTORY The Applicant submitted application for this project on May 15,2020.The City issued a Notice of Complete Application on June 12, 2020.A SEPA Determination of Mitigated Significance (MDNS) was issued June 26, 2020. Zoning Permit Dungeness Gear Works-PLN#707 Page 1 of 10 C. ENVIRONMENTAL REVIEW On,June 26,2020, the City issued a Mitigated Determination of Non-Significance.The comment period ran from,June 26,2020 to July 10, 2020. No comments from the public were received. Notice of the MDNS was posted on site, sent to agencies with jurisdiction,and was published in the Everett Herald on June 26,2020,however,was not placed on the City's official notice boards at City Hall,Arlington Library and Smokey Point Library; due to Proclamation 20-28 these buildings were closed to the public. _D.--SUMMARY OF OTHER AGENCY REPORTSIRECOMMENDATIONS --- - Agency reports or recommendations were received with respect to the subject Zoning Permit Application including;Snohomish County Public Works.The letter from Elbert Esparza Jr.of Snohomish County Public Works stated that applicant will need to submit an ILA offer form under the county/city interlocal agreement,to determine the development's proportionate share mitigation. E. SUMMARY OF PUBLIC NOTIFICATION Public notification is not required for zoning permits. F. APPLICABLE ARLINGTON MUNICIPAL CODE REGUI ATIONS Chapter 20.16 Permits and Final Plat Approval Chapter 20.36 Zoning Districts and Zoning Map Chapter 20.38 Airport Protection District Chapter 20.40 Permissible Uses Chapter 20.46 Design Chapter 20.48 Density and Dimensional Regulations Chapter 20.56 Streets and Sidewalks Chapter 20.60 Utilities Chapter 13.28 Stormwater Utility Chapter 20.72 Parking Chapter 20.76 Screening and Trees Chapter 20.90 Concurrency and Impact Fees Chapter 20.98 SEPA G. FINDINGS OF FACT Sections"A"through"E"are incorporated into these Findings of Fact. CHAPTER 20.16 PERMITS AND FINAL PLAT APPROVAL 1. Per AMC 20.16.010(Permits Required),staff finds that a land use permit is required for this proposal and that a land use permit can only be issued after the decision authority finds it complies with all the provisions of AMC Title 20 as proposed. 2. Per AMC 20.16.034(Official Representative of the Applicant),staff finds that Alan Perkes is the Applicant's Official Representative. 3. Per AMC 20.16.040 (Applications to be Complete)and 20.16.070(Complete Application),staff finds that a Notice of Complete Application for this proposal was issued on June 12,2020. 4. Per AMC 20.16.050 (Staff Consultation before formal Application),staff finds the Applicant and the Applicant's Representative met with City staff to discuss the proposed project at a General Information Meeting held on November 27, 2019. Zoning Permit Dungeness Gear Works-PLN#707 Page 2 of'10 S. Per AMC 20.16.060 (Submittal of Application),staff finds the application was submitted on May 15, 2020. 6. Per AMC 20.16.090 (Distribution of Application),staff finds this application was internally routed to all applicable reviewers on May 16, 2020. 7. Per AMC 20.16.280 (Time Limits for Permit Processing),staff finds this application was processed within the 120 day time limitation. CHAPTER 20.36 ZONING DISTRICTSAND ZONING MAP 8. Per AMC 20.36.100 (Official Zoning Map),staff finds the property is zoned General Industrial. CHAPTER 20.38 AIRPORT PROTECTION DISTRICT 9. Per AMC 20.38.060 (Airport Protection District Boundaries),staff finds the property is located in Subdistrict B of the Airport Protection District. CHAPTER 20.40 PERMISSIBLE USES 10. Per AMC 20.40-1 (Table of Permissible Uses),staff finds that the proposed use 4.120 Manufacturing with business primarily not done with walk-in sales is allowed per the permissible use table 20.40-1. CHAPTER 20.46 DESIGN 11. Per AMC 20.46.010 (Conformance with Design Guidelines or Standards),staff finds that the proposed use was approved by the Design Review Board on September 15,2020. CHAPTER 20.48 DENSITYAND DIMENSIONAL REGULATIONS 12. Per 20.48.040(Building Setback Requirements),staff finds the proposed site plan shows adequate building setbacks from all property lines. 13. Per AMC 20.48.042 (Sight Visibility Areas at Intersections),staff finds the project,as proposed meets sight visibility requirements. 14. Per AMC 20.48.064(Maximum Lot Coverage),staff finds the development does not exceed the maximum lot coverage allowance of 100%. 15. Per AMC 20.48-1 (Density and Dimensional Standards) Requirement Proposed Finding Minimum Lot Size 10,000 110,400 sf. Meets Minimum Lot Width 70 ft. 320 ft. Meets Building Setback Arterial ROW min 25 ft 60 ft. Meets Lot Line min 10 ft. 20 ft. Meets Bldg.Height max 50 ft. 40 ft. Meets Lot Coverage (max) 100% 23% Meets Zoning Permit Dungeness Gear Works-PLN#707 Page 3 of 10 CHAPTER 20.56 STREETS AND SIDEWALKS 16. Per AMC 20.56.010 (Street Classification),staff finds that the property's main entrance will be located off 591h Avenue NE. 17. Per AMC 20.56.030 (Access to Lots),staff finds that the property provides adequate means of ingress and egress for emergency vehicles,vehicular,pedestrian and bicycle access in accordance with this subsection from 59th Avenue NE. 18. Per AMC 20.56.050 (Entrance to Streets),staff finds that the property provides an adequate means of ingress and egress to the site with the driveway existing on 591h Drive NE 19. Per AMC 20.56.070 (Relationship of Street to Topography),streets must be related appropriately to the existing topography and designed to facilitate the drainage and stormwater runoff objectives of AMC Chapter 20.56 (Streets and Sidewalks).The subject site is mostly flat.The site plan shows most parking and driving lanes in this flat topography. 20. Per AMC 20.56.120 (Street Intersections),the geometry of the intersection is required to meet the following requirements: Intersection Required Angle Proposed Finding 59th Avenue NE 80 5 90 90 Meets CHAPTER 20.60 UTILITIES 21. Per AMC 20.60.030 (Right of Way Permit Required),staff finds that prior to performing any work within a public right-of-way,the person performing the work shall obtain a right of way permit pursuant to AMC 12.40 (Right-of-Way Permits). 22. Per AMC 20.60.050 (Construction Standards and Specifications),staff finds that all facilities shall be constructed in accordance with the most recent edition of the Department of Public Works Construction Standards and Specifications manual. 23. Per AMC 20.60.100 (Sewage Disposal Facilities Required),staff finds the site is serviceable by City of Arlington sanitary sewer. 24. Per AMC 20.60.300 (Water Supply System Required),staff finds the site is serviceable by City of Arlington water. 25. Per AMC 20.60.400(b) (Lighting Requirements),staff finds the project site shall sufficiently illuminate the parking lot and common areas to ensure the security of property and the safety of persons using these facilities. 26. Per AMC 20.60.400 (d) (Lighting Requirements),staff finds all outdoor lights shall below sodium or similar lamp type and be down-shielded to prevent light pollution. 27. Per AMC 20.60.410 (Excessive Lighting),staff finds that lighting within any lot that unnecessarily illuminates any other lot or public right-of-way and substantially interferes with the use or enjoyment of such other lot or public right-of-way prohibited. 28. Per AMC 20.60.450 (Underground Utilities),all existing,extended,and new electrical power lines (not to include transformers or enclosures containing electrical equipment including but not limited to,switches, meters, or capacitors which may be pad mounted), telephone,gas distribution,cable television, and other communication and utility lines in or adjacent to any land use or building permit approved after the effective date of this chapter shall be placed underground in accordance with the specifications and policies of the respective utility service providers and located in accordance with the administrative guideline entitled "Public Works Construction Standards and Specification."Even in the event the distribution line originates from a point opposite any public roadway from the "Zoning Permit Dungeness Gear Works—PLN#707 Page 4 of 10 new construction the service lines shall be placed beneath said roadway by means of boring or surface excavation across said roadway. Note: Utility services,fire hydrants and fire protection are required and will be reviewed when site civil construction drawings are submitted.All existing and planned utilities shall be shown on the site civil construction drawings.Water and sanitary sewer general facility charges may be assessed when construction drawings are submitted. All fees shall be paid before connection is made to the water or sanitary sewer utilities.All utilities shall be operational prior to building certificate of occupancy. CHAPTER 13.28 STORMWA TER UTILITIES 29. Per AMC 13.28.140 Stormwater Utilities(Permit-Approval)(b)Civil Permit,All stormwater review submittals for projects with greater than two thousand square feet of new,replaced or new impervious surfaces shall include,in addition to the information required under any other applicable city code,a stormwater site plan,as described in the stormwater manual(the most current City adopted version of the Department of Ecology Stormwater Management Manual for Western Washington). CHAPTER 20.72 PARKING 30. Per AMC 20.72.010 (Number of Parking Spaces Required),staff finds the proposed site plan shows adequate parking spaces (16 spaces including 2 ADA compliant spaces) provided for the project.The required parking for this use 4.120 Manufacturing with business primarily not done with walk-in sales use is 1 space for every two employees on the maximum shift 31. Per AMC 20.72.030(Parking Space Dimensions),staff finds the proposed parking spaces meet the minimum dimensional requirements for standard(9'x 19')and compact(8'x 15')spaces. 32. Per AMC 20.72.040(Required Width of Parking Area Aisle and Driveways),staff finds that the proposed parking and driveway aisles meet the minimum 24 foot requirement. 33. Per AMC 20.72.050(General Design Requirements),staff finds the proposed parking area layout meets the requirements of this subsection. 34. Per AMC 20.72.060 (Parking Area Surfaces),staff finds that the proposed parking areas as shown on the site plan are in conformance with the requirements of this subsection. 35. Per AMC 20.72.064(Accessible Parking Spaces),staff finds that the proposed Accessible Parking Spaces are in compliance with the requirements of the American National Standard Institute, Inc(ANSI A 117.1-1980). CHAPTER 20.76 SCREENING AND TREES 36. Per AMC 20.76 Table 20.76-1 (Table of Screening Requirement),staff finds the proposed landscape plan shows that there is adequate screening based on the requirements set forth in Table 20.76-1 between the project and the surrounding properties. CHAPTER 20.90 CONCURRENCYAND IMPACT FEES 37. Per AMC§20.90.040 (Imposition of Impact Fees on Development Activity);all developments within the city are required to pay a Traffic Impact Fee. Per Ordinance 1469,a fee of$3,355 per the development's PM Peak Hour Trips,The City accepts the estimate of 4 new PM peak hour for a total of$13,420. Zoning Permit Dungeness Gear Works-PLN#707 Page 5 of 1 o CHAPTER 20.98 STATE ENVIRONMENTAL POLICYACT CSEPA) 38. Per AMC 20.98.120 (Mitigated DNS),staff finds that this project is subject to State Environmental Policy Act(SEPA) review.A Mitigated Determination of Non-Significance (MDNS)was issued on June 26,2020. 39. Per AMC 20.98.160(Public Notice),staff finds the Mitigated Determination of Non- Significance was posted on the property,sent to agencies with jurisdiction,published in the Everett Herald,and was not posted at City Hall,the Smokey Point Library,and the Arlington Library; due to Proclamation 20-08 these buildings were closed to the public prior to June 26,2020.The comment period ran from June 26, 2020 to July 10,2020. H. CONDITIONS 1. All development shall be in substantial conformance with the approved site plan received on May 15, 2020,subject to any conditions or modifications that may be required as part of the permit and construction plan review. 2. The developer shall comply with AMC Chapter 13.28,Stormwater Management, and the most current City-adopted edition of the Department of Ecology Stormwater Management Manual for Western Washington. 3. Prior to any construction activities,the applicant shall file and receive approval of site civil construction plans,which comply with all requirements of the Arlington Municipal Code, International Building Code(s), International Fire Code and Public Works Construction Standards and Specifications.Said plans shall address all site improvements,either required or voluntarily provided. 4. The developer shall meet all local,state,or federal code requirements.Attached is a list of code requirements that are specifically called to the developer's attention. It is in no way intended to be a complete list of code requirements,but a general checklist of major steps and issues. Please refer to the Arlington Municipal Code for a complete list of code requirements for your particular project type. 5. In order to mitigate for potential earth impacts,the Applicant shall implement Best Management Practices per Department of Ecology for Stormwater Pollution Prevention and Temporary Erosion and Sediment Controls (TESL)to prevent erosion during and after construction.A Construction Stormwater General Permit is required through the Department of Ecology. 6. In order to mitigate for potential air impacts,the Applicant shall implement dust control measures to reduce fugitive dust emissions during construction. A Construction Management Plan shall be submitted to the City prior to commencement of construction to ensure these measures.Construction equipment emissions shall comply with all State and Federal regulations for emissions. 7. In order to mitigate for potential impacts to ground water the Applicant shall employ best design practices meeting the current Department of Ecology Stormwater Manual for Western Washington. 8. In order to mitigate for potential impacts to water runoff the Applicant shall follow the current edition of the Department of Ecology Stormwater Management Manual for Western Washington and Best Management Practices used to protect groundwater.All onsite stormwater will be collected, treated,and detained or infiltrated to match preexisting runoff conditions on site. 9. Applicant shall comply with current codes to reduce or control environmental health hazards. A spill prevention plan shall be in place according to local,State and Federal policies. Zoning Permit Dungeness Gear Works-PLN#707 Page 6 of 10 10. In order to mitigate for potential noise impacts,the applicant shall comply with the City of Arlington noise standards found in AMC 9.20.060.Specifically,in section 9.20.060(8) noises resulting from any construction activity or the operation of heavy equipment from 7:00 pm to 7:00 am Monday through Saturday and Sundays shall be prohibited. 11. In order to mitigate for potential light pollutions the Applicant will be required to install light fixtures that are down shielded.The property is located within the Arlington Airport Protection District-Subdistrict B. 12. The project site may be within the vicinity of historic and cultural activity;therefore,the applicant shall submit a completed Unanticipated Discovery Plan(UDP).If any historic or archaeological items are discovered during the grading of the site,the State Historical preservation officer,Stillaguamish Tribe,and the City of Arlington shall be contacted and measures taken to implement the UDP. 13. Trip generation has been calculated at 4 Peak PM Hours Trips(PMPHT).The City traffic mitigation fee is$3,355.00 per new PMPHT,for a total of$13,420 required. 14. The applicant shall connect to the City of Arlington water and wastewater systems. 15. The Applicant shall construct all existing,extended,and new electrical power lines(not to include transformers or enclosures containing electrical equipment including but not limited to,switches,meters,or capacitors which may be pad mounted),telephone,gas distribution, cable television,and other communication and utility lines in or adjacent to any land use or building permit approved after the effective date of this chapter shall be placed underground in accordance with the specifications and policies of the respective utility service providers and located in accordance with the administrative guideline entitled"Public Works Construction Standards and Specification."Even in the event the distribution line originates from a point opposite any public roadway from the new construction the service lines shall be placed beneath said roadway by means of boring or surface excavation across said roadway. 16. Mitigation/Impact fees shall be paid prior to the issuance of building permits. Zoning Permit Dungeness Gear Works—PLN#707 Page 7 of l0 I. CONCLUSIONS Under AMC 20.16.100,the Community Development Director shall issue the requested Zoning Permit unless he concludes after reviewing the application that: a. The requested permit is not within its jurisdiction according to the table of permissible uses. The requested permit is within Arlington's Jurisdiction. b. The application is incomplete. Application was deemed complete on June 12,2020. c. If completed as proposed in the application,the development will not comply with -one-or-more-of-the-requirements-of-this-title-(not including-those-the-applicant-is-not required to comply with under the circumstances specified in Chapter 20.32,Non- Conforming Situations). The proposed project complies with AMC Title 20. d. The proposed project is not in conformance with the Comprehensive Plan, Transportation Plan,or other adopted plans,regulations,or policies. The proposed project complies with the City of Arlington's Comprehensive Plan, Transportation Plan and the Arlington Municipal Code. J. EXPIRATION Per AMC§20.16.220(Expiration of Permits),the zoning permit for this project expires 2 years from the date of approval. K. APPEALS Per AMC§20.20.010(Appeals of Community Development Director...),the Community Development Director's decision is appealable to the Hearing Examiner within fourteen (14) days after the date of the Community Development Director's decision. L. DECISION The zoning permit is hereby APPROVED,subject to the conditions specified above M. EXHIBITS 1. Dungeness Gear Works-Zoning Permit-PLN#70L7 (on file at CED Office) ORDERED THIS ON THE DAY OF 2020 i Marc Hayes,Community and Economic Development Department Director Distributed to the following parties: Marc Hayes,Community Development Director Nova Heaton,Development Services Manager Kevin Olander, Building Combination Inspector Zoning Permit Dungeness Gear Works-PLN#707 Page 8 of l o CODE REQUIREMENTS NOTE:The following items are not conditions of permit approval but rather certain local,state,or federal code requirements that the developer needs to be aware of.This is in no way intended to be a complete list of code requirements,but is a general checklist of major steps and issues.Please NOTE:The following items are not conditions of permit approval but rather certain local,state,or federal code requirements that the developer needs to be aware of.This is in no way intended to be a complete list of code requirements,but is a general checklist of major steps and issues.Please refer to the Arlington Municipal Code for a complete list of code requirements for your particular project type. 1. Code Applicability. This permit is subject to the applicable requirements contained in the Arlington Municipal Code, Land Use Code, Building Code, and COA Public Works Design, Construction Standards and Specifications.It is the responsibility of the developer to ensure compliance with the various provisions contained in these ordinances. 2. Pre-Construction Phase. Prior to commencing any site work, including installing any easement or right-of-way improvements, utility systems, drainage systems, street lights, mailbox structures, emergency facilities, storm water control systems, or any other improvements, the developer shall submit site civil construction improvement plans for review and approval by the Public Works Director. Said plans shall be in conformance with applicable code and below listed conditions. a. The developer shall survey and mark all property corners prior to review of any submitted construction plans. b. The developer shall design and install erosion control measures deemed necessary by the City.These measures shall be installed and inspected by the City prior to the issuance of any permits. C. The developer shall undertake no site preparation or other disturbances within environmentally sensitive areas or their required buffers. d. The developer shall submit to the Community&Economic Development Department and receive approval of a storm-water run-off and detention plan in conformance with the AMC Chapter 13.28, Stormwater Management, and the most current City- adopted edition of the Department of Ecology Stormwater Management Manual for Western Washington for both the construction phase and a permanent system. All site drainage must be directed through bio filtration swales prior to discharge into wetlands. e. The developer shall place all new utility lines underground. f. The developer shall provide a temporary rock pad at all points of ingress and egress to the site throughout the construction phase. g. The developer shall show locations of all required streetlights on the construction plans and install them as designed. h. The developer shall obtain a right-of-way permit prior to any work done in a public right-of-way. (NOTE: City departments are exempt from right-of-way permits.) i. The developer shall install all low sodium or similar low intensity illumination lighting and it shall be placed in a way as to not cause glare on an adjoining property or right- of-way. Zoning Permit Dungeness Gear Works-PLN#707 Page 9 of 10 3. Construction Phase.The following conditions shall apply during construction. a. The developer shall follow all applicable noise and other nuisance codes. b. The developer shall not track mud and dirt onto public rights-of-way, but if tracked by accident,the developer shall clean it up immediately. C. During any site grading or clearing activity,the developer and contractor shall use all available means of controlling air pollution (dust,ash,and smoke). d. The restrictions of the AMC shall apply to any and all grading. 4.--- --Installation-of-Improvements.Prior-to-receiving a-Certificate-of-Occupancy,-the-developer shall: a. Install all rights-of-way and access easement improvements on all proposed streets internal and existing streets adjacent to the project in accordance with the requirements of AMC Chapter 20.56 and per City of Arlington Public Works Design, Construction Standards and Specifications. The developer shall coordinate with all adjacent developments the final design of the street improvements and/or include the appropriate transition tapers for the street pavement from the property. b. Install a potable water system to serve the project per the City of Arlington Public Works Design, Construction Standards and Specifications. Water is to be served by the City of Arlington.This system cannot be deferred if a performance bond is secured. Both water and sanitary sewer must be completely installed and approved before either a temporary or permanent Certificate of Occupancy is issued. C. Relocate any existing water facilities and/or install water services/fire hydrants at the expense of the developer. d. Install a sanitary sewer system per City of Arlington Public Works Design, Construction Standards and Specifications. Sanitary sewer is provided by the City of Arlington. This system cannot be deferred if a performance bond is secured. Both water and sanitary sewer must be completely installed and approved before either a temporary or permanent Certificate of Occupancy is issued. e. Install a permanent storm water control system per AMC Chapter 13.28. f. Prior to issuance of a Certificate of Occupancy, the applicant shall complete all required or voluntary improvements unless otherwise secured by the developer and authorized by the City Engineer. (NOTE:Code requirements for infrastructure improvements are based on conceptual information as submitted by the applicant for the land use permit.Additional specific requirements may be required upon review of the engineered construction drawings submitted by the developer.All improvements are subject to review and approval by the City of Arlington Inspectors. All utilities shall be constructed underground.) Zoning Permit Dungeness Gear Works—PLN#707 Page 10 of 10 j Phone: 36%j 424 • 6848 Fax: 360 • 428 • 0206 j P.O. Box 2947 • Mount Vernon, WA 98273 CONSTRUCTION,INC. New Dungeness Building We are proposing to build a new 6,000 s.f. Vp Pre-engineered Steel Building. 80' W X 75'L 20' Eave Height.The building will be used to assemble crab pots and material storage.There is a small office and restrooms in this building. There will be no welding.We will be increasing the width of driveway,to allow better ingress/egress for larger trucks. Landscaping as per plan. We will install a new water meter, set new sewer manhole,tie into existing stub. Received MAY 15 2020 V k� 6 f r \ N A31YH(19 T —F all xo a Ta�v-; 4� LjjBoa ��JQ �AU��� V Uy 2 A31V196SWMAUK Q d a O p c U p At 0 U�� 1Q� � 4, z�ow vo t Y Ki n gwo rks JOB TITLE Dungeness.,ear Works Metal Building STRUCTURAL ENGINEERS 600 Dupont St'Ste B JOB NO. 19268 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 2/17/20 360-714-8260 www.king-works.com CHECKED BY DATE CS15 Ver 2016.01.10 www.struware.com N01.► Q. y �� OF VWVA Djxgit gn by JHjnlipe: an @2 03 0 37- '0 78 G� SS�QNAL EN STRUCTURAL CALCULATIONS FOR Dungeness Gear Works Metal Building 18021 59th Ave NE,Arlington,WA 982223 Code: International Building Code 2015 Risk Category: 1I Loads: Per metal building manufacturer Isnow= 1.00 Wind: 110mph/exp C Seismic: Ss=107.1 %g/S1=41.7%g/SDC=D Ieq= 1.00 Soils: Basis: IBC Presumptive Values(Table 1806.2) Allowable Bearing Stress: 1500 psf Lateral Soil Loads(Active/At Rest): 35pcf/60pcf; 150pcf passive Description: Design of foundations for a new metal building with a footprint of 75ft x 80ft,and an eave heig]It of 20ft.The metal building superstructure will be designed by others.Retaining walls are also included in the design for 2ft of retained soil maximum.Preliminary metal building reactions provided by Varco Pruden(dated 12/26/2019)will be used for design of foundations. Page Item 1 Calculation Cover Sheet 2 Loads OFFICE 6 Anchor Bol[Calculationsg g 30 Footing Design COPY 71 Varco Pruden Calculation Package - i L,_ v I = Received �LJ MAY 15 2020 DATE O BY—A— v-1)GIZ NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR Page 1 of 91 i �� V Kingworks JOB TITLE I/—'�'geness Gear Works Metal Building STRUCTURAL ENGINEERS 600 Dupont St Ste B JOB NO. 19268 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works.com CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2015 Occupancy: Occupancy Group= B Business Risk Category & Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 1.00/12 4.8 deg Building length(L) 80.0 ft Least width (B) 75.0 ft Mean Roof Ht (h) 21.7 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Page 2 of 91 I Kingworks I-.) JOB TITLE Dun(,,—)ss Gear Works Metal Building STRUCTURAL ENGINEERS 600 Dupont St"Ste B JOB NO. 19268 SHEET NO. Bellingham,WA 98225 CALCULATED BY BLA DATE 360-714-8260 www.king-works com CHECKED BY DATE Seismic Loads: IBC 2015 Strength Level Forces Risk Category II Importance Factor(1) 1.00 Site Class: D Ss(0.2 sec)= 107.10%g S1 (1.0 sec)= 41.70%g Fa= 1.072 Sms= 1.148 SDs= 0.765 Design Category= D Fv= 1.583 Sm1 = 0.660 SDI = 0.440 Design Category= D Seismic Design Category= D Number of Stories: 1 Structure Type:All other building systems Horizontal Struct Irregularities:No plan Irregularity Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms:Yes Building System: Building Frame Systems Seismic resisting system:Steel ordinary concentrically braced frames System Structural Height Limit:35ft(see code footnote for exception) Actual Structural Height(hn)=24.8 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient(R)= 3.25 Over-Strength Factor(Qo)= 2 Deflection Amplification Factor(Cd) 3.25 SDs= 0.765 SDI = 0.440 p=redundancy coefficient Seismic Load Effect(E)= p OE+/-0.2SDs D = p QE +/- 0 153D QE=horizontal seismic forc( Special Seismic Load Effect(Em): S20 QE+/-0.2SDS D =2.0 QE +/- 0 153D D=dead loac PERMITTED ANALYTICAL PROCEDURE Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis Permittec Building period coef. ((T)= 0.020 Cu= 1.40 Approx fundamental period(Ta): CTh„"= 0.222 sec x=0.75 Tmax=CuTa= 0.311 User calculated fundamental period(T)= 0 sec Use T= 0.222 Long Period Transition Period(TL)= ASCE7 map= 16 Seismic response coef.(Cs)= SDSI/R= 0.235 need not exceed Cs= sdl i/RT= 0.609 but not less than Cs= 0.044Sdsl= 0.034 USE Cs= 0.235 Design Base Shear V=0.235W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift= 0.020hsx where hsx is the story height below level x Page 3 of 91 .�w.� OS Irk PD 18021 59th Ave NE, Arlington, WA 98223, USA Latitude, Longitude: 48.15980450000001, -122.1505251 Elhc,�s At They Airport Arlington J Tl Municip Airport M Flennental Cider Co ® Pioneer Nuggets " 9 Cannon Avionics OutBack Power & Aircraft �' n Midnite Solar GO gle Map data(72020 Date 2/11/2020,4:08:52 PM Design Code Reference Document ASCE7-10 Risk Category II Site Class D-Stiff Soil Type Value Description SS 1.071 MCER ground motion.(for 0.2 second period) S1 0.417 MCER ground motion.(for 1.0s period) SMS 1.148 Site-modified spectral acceleration value SM1 0.661 Site-modified spectral acceleration value SDS 0.765 Numeric seismic design value at 0.2 second SA SD1 0.44 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1.071 Site amplification factor at 0.2 second Fv 1.583 Site amplification factor at 1.0 second PGA 0.431 MCEG peak ground acceleration FPGA 1.069 Site amplification factor at PGA PGAM 0.461 Site modified peak ground acceleration TL 6 Long-period transition period in seconds SsRT 1.071 Probabilistic risk-targeted ground motion.(0.2 second) SsLlH 1.093 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.417 Probabilistic risk-targeted ground motion.(1.0 second) S1UH 0.44 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0.98 Mapped value of the risk coefficient at short periods CR1 0.948 Mapped value of the risk coefficient at a period of 1 s Page 4 of 91 T � DISCLAIMER While the information presented on this website is believed to be correct,SEAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. Page 5 of 91 i Anchor DesignerT"' Company: Date: 2/13/2020 Engineer: Page: 1/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units: Imperial units Concrete thickness,In(inch):24.00 State:Cracked Anchor Information: Compressive strength,f'c(psi):3500 Anchor type:Cast-in-place 4J.,v: 1.0 Material:F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch): 1.000 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch) 12.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch): 13.75 Ignore 6do requirement:Yes Cmin(inch): 1.44 Build-up grout pad:No Smin(Inch):4.00 Base Plate Length x Width x Thickness(inch): 13.00 x 10.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-1"0 Heavy Hex Bolt, F1554 Gr.36 'D4' anchor calculations at 76.0' footings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 6 of 91 Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 2/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:27210 V..x[lb]:24100 Vuay[lb]:0 M.[ft-lb]: 0 Muy[ft-lb]:0 Seismic controls, multiply M-[ft-lb]:0 seismic forces by Q/p = 1.92 <Figure 1> (OMF 4=2.5) 27210 lb Oft-lb 0 lb 24100 lb (CA*' 0 ft-lb 0 ft-lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-]ie Company Inc; 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 7 of 91 • Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 3/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: <Figure 2> 1 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 8 of 91 Anchor DesignerT'" Company: TDate. 2/13/2020 Engineer: Page: 4/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N..(lb) Voax(lb) Vuay(lb) 4(Vuax)2+(VuaY)2(lb) 1 6802.5 6025.0 0.0 6025.0 2 6802.5 6025.0 0.0 6025.0 3 6802.5 6025.0 0.0 6025.0 4 6802.5 6025.0 0.0 6025.0 Sum 27210.0 24100.0 0.0 24100.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):27210 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 401 4.Steel Strength of Anchor in Tension(Sec, 17.4.11 Nsa(Ib) 0 ^.(lb) 35150 0.75 26363 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.21 Nb=16A. fch.P(Eq. 17.4.2.2b) Aa fc(psi) h.r(In) Nb(Ib) 1.00 3500 12.000 59537 ^bg=0(ANc/ANco)Vsc,NV'ad,NVc,NTcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANc(in2) AN..(in2) ca,mo(In) F.c,N Vad,N Vc,N Vcp,N Nb(Ib) 0 ^bg(lb) 1681.00 1296.00 33.50 1.000 1.000 1.00 1.000 59537 0.70 54057 6.Pullout Strength of Anchor in Tension(Sec. 17.4.3) ONpn=O`Yc,PNp=OV'c,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) YqP Abrg(in2) fc(psi) 0 ONpn(lb) 1.0 1.50 3500 0.70 29420 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 9 of 91 • Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 5/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 V.(Ib) Ogrouf 0 OgroutoVsa(lb) 21090 1.0 0.65 13709 9.Concrete Breakout Strenath of Anchor in Shear(Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx=minJ7(/e/da)02�daAa*'X.,'5;9Aalfcca7'•51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) A. fc(psi) caf(in) Vbx(Ib) 8.00 1.000 1.00 3500 22.33 56196 OVcbgx=0(Avc/Avco)Y'ac,vY'ed,vTc vY'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1 b) Avc(in2) Avc.(in2) Y'ec,y Y'ed,v Y'o,V Y'h,v Vbx(Ib) 0 OVcbgx(Ib) 1728.00 2244.50 1,000 1.000 1.000 1.181 56196 0.70 35780 Shear parallel to edge in x-direction: Vby=minj7(le/da)02�&A.lfccai15;9A.a fccai'SI (Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) cal(in) Vby(Ib) 8.00 1.000 1.00 3500 22.33 56196 oVcbgx=0(2)(Avc/AVco)Y'ec,VY'ed,VY'c,VY'h,VVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Y'ec,y nd,v Ya,V Y'h,V Vby(Ib) 0 OVcbgx(Ib) 1728.00 2244.50 1.000 1.000 1.000 1.181 56196 0.70 71561 10. Concrete Pryout Strength of Anchor in Shear(Sec. 17.5.3) OVcpg=OkcpNcbg=Okcp(A_/ANco)Y'ec,NY'ed,NY'c,NY'cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANco(in2) %c,N Y'ed,N Ys,N Yap,N Nb(Ib) 0 ¢Vcpg(Ib) 2.0 1681.00 1296.00 1.000 1.000 1.000 1.000 59537 0.70 108114 11.Results Interaction of Tensile and Shear Forces(Sec.R17.61 Tension Factored Load, Nue(lb) Design Strength,oNc(lb) Ratio Status Steel 6803 26363 0.26 Pass Concrete breakout 27210 54057 0.50 Pass(Governs) Pullout 6803 29420 0.23 Pass Shear Factored Load,Vua(lb) Design Strength,aV„(lb) Ratio Status Steel 6025 13709 0.44 Pass T Concrete breakout x+ 24100 35780 0.67 Pass(Governs) 11 Concrete breakout y- 12050 71561 0.17 Pass(Governs) Pryout 24100 108114 0.22 Pass Interaction check (Nua/ONua)513 (Vua/OV,e)513 Combined Ratio Permissible Status Sec.R17.6 0.32 0.52 83.6% 1.0 Pass 1"0 Heavy Hex Bolt,F1554 Gr.36 with hef=12.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 10 of 91 . . • Anchor DesignerT"" Company: Date: 2/13/2020 Engineer: Page: 6/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 11 of 91 1 � • Anchor DesignerT"" Company: Date: 2/13/2020 Engineer: Page: 1/6 Software Project: Version 2.8.7094.8 Address Phone: E-mail 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):24.00 State:Cracked Anchor Information: Compressive strength,f'c(psi):3500 Anchor type:Cast-in-place 4Jo,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch): 12.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):13.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad: No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch): 13.00 x 10.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 'D1 ' anchor calculations at T4.5' footings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 12 of 91 • Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 2/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination: not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied f2o factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]: 15680 Vuax[lb]: 18540 Seismic controls, multiply Vuay[lb]:0 seismic forces by O/p = 1.54 Mux[ft-lb]:0 Muy[ft-lb]:0 (Braced Frame S2=2.0) Muz[ft-lb]:0 <Figure 1> 15680 lb i'lw 4" OIft-lb 0 lb 18540 lb 0 ft-lb 0 ft-lb Input data and results must be checked For agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 13 of 91 ' • Anchor Designer Company: Date: 2/13/2020 Engineer: Page: 3/6 Software Project: Version 2.8.7094.8 Address: m Phone: _ E-mail <Figure 2> st lit! - io.00 r a i i Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.647.3871 www.strongtie.com Page 14 of 91 •M Anchor DesignerT"' Company: Date: 2/13/2020 Engineer: Page: 4/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vuay(lb) q(Vuax)Z+(Vuay)Z(lb) 1 3920.0 4635.0 0.0 4635.0 2 3920.0 4635.0 0.0 4635.0 3 3920.0 4635.0 0.0 4635.0 4 3920.0 4635.0 0.0 4635.0 Sum 15680.0 18540.0 0.0 18540.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb): 15680 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 01 o 2 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 04( 43 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Naa(Ib) 0 ^.(lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.2) Nb=16A.a fch.P'(Eq. 17.4.2.2b) A. N(psi) he(In) Nb(Ib) 1.00 3500 12.000 59537 0.75¢Ncbg=0.750(ANc/ANco)`Yac,N%d,N'f'c,N'f%p,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) Aft(InZ) ANco(InZ) ca,min(In) %c,N Ved,N Y�c,N Vcp,N Nb(Ib) 0 0.75ONcbg(lb) 1681.00 1296.00 24.50 1.000 1.000 1.00 1.000 59537 0.70 40543 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) 0.750Npn=0.750Vfc,pNp=0.750Vc,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Yc,P Abrg(in2) fc(psi) 0 0.750Npn(lb) 1.0 0.91 3500 0.70 13392 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 15 of 91 .� I • Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 5/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail. 8. Steel Strength of Anchor in Shear(Sec. 17.5.11 Vsa(Ib) Ogrout 0 OgroutOVsa(lb) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.Z Shear perpendicular to edge in x-direction: Vbx=min17(/e/da)021 d.Aa fcca,1.5;9A.l fcca,'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) ca,(in) Vbx(Ib) 6.00 0.750 1.00 3500 16.33 35147 OVcbgx=0(Avc/Avco)%c,vV'ed,VVa,VWh,VVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) V'ec,v %d,V Vo,V V'h,V Vbx(Ib) 0 ovcbgx(Ib) 1296.00 1200.50 1.000 1.000 1.000 1.010 35147 0.70 26835 Shear parallel to edge in x-direction: Vby=minj7(1e/da)1.2ldeila4fcce,1•5; 9Aagfcca11•51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) Aa fc(psi) ca,(in) Vby(Ib) 6.00 0.750 1.00 3500 16.33 35147 ,OVcbgx=0(2)(Avc/Avco)'V'ec,VV'ed,VV',VV'h,vVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) V'ec,v 'Yed,v Vo,y V'h,v Vby(Ib) 0 0Vcbgx(Ib) 1296.00 1200.50 1.000 1.000 1.000 1.010 35147 0.70 53671 10.Concrete Pryout Strength of Anchor in Shear(Sec. 17.5.31 OVcpg=41kc^bg=okcp(ANc/ANco)V'ec,NV'ed,NV'c,NPcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc(in2) ANco(in2) V'ec,N %d,N V s,N V'cp,N Nb(Ib) 0 OVcpg(Ib) 2.0 1681.00 1296.00 1.000 1.000 1.000 1.000 59537 0.70 108114 11.Results Interaction of Tensile and Shear Forces(Sec.R17.6) Tension Factored Load,Nua(lb) Design Strength,oNo(lb) Ratio Status Steel 3920 14528 0.27 Pass Concrete breakout 15680 40543 0.39 Pass(Governs) Pullout 3920 13392 0.29 Pass Shear Factored Load,Vua(lb) Design Strength,oV„(lb) Ratio Status Steel 4635 7556 0.61 Pass T Concrete breakout x+ 18540 26835 0.69 Pass(Governs) II Concrete breakout y- 9270 53671 0.17 Pass(Governs) Pryout 18540 108114 0.17 Pass Interaction check (Nua/,6Nua)1 (Vua/¢V a)513 Combined Ratio Permissible Status Sec.R17.6 0.21 0.54 74.5% 1.0 Pass 314"0 Heavy Hex Bolt,F1554 Gr.36 with hef=12.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 16 of 91 • Anchor DesignerT"' Company: Date: 2/13/2020 Engineer: Page: 6/6 Software Project.- Version 2.8.7094.8 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 17 of 91 ' Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 1/6 _ Software Project: Version 2.8.7094.8 Address: (A. Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,In(inch): 10.00 State: Cracked Anchor Information: Compressive strength,f.(psi):3500 Anchor type:Cast-in-place qj,v: 1.0 Material:F1554 Grade 36 Reinforcement condition:B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,her(inch):7.000 Reinforcement provided at corners: No Anchor category:- Ignore concrete breakout in tension:No Anchor ductility:Yes Ignore concrete breakout in shear:No hmin(inch):8.50 Ignore 6do requirement:Yes Cmin(inch): 1.22 Build-up grout pad:No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch): 13.00 x 10.00 x 0.50 Recommended Anchor Anchor Name:Heavy Hex Bolt-3/4"0 Heavy Hex Bolt, F1554 Gr.36 'D1/2/3' anchor calculations at 73.0' footings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 18 of 91 • Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 2/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design: No Anchors subjected to sustained tension:Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]:8330 Vuax[lb]:5870 Wind governs, divide ASD Way[lb]:0 wind loads b 0.6 Mu.[ft-lb]:0 May[ft-lb]:0 Muz[ft-lb]:0 <Figure 1> 8330 lb 0 ft4 b ► f 0 lb 5870 Ib 0 ft-lb 0 ft-lb Input data and results must be checked For agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Stronq rie cornpany Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 19 of 91 ' • Anchor Designer TM Company: Date: 2/13/2020 Engineer: Page: 3/6 Software i Project: Version 2.8.7094.8 Address: m Phone: E-mail: <Figure 2> v+i 10.00 — i S g M Wi I 5.00 Ui 15.50 15.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 20 of 91 • Anchor DesignerT"' Company: Date: 2/13/2020 Engineer: Page: 4/6 Software Project: Version 2.8.7094.8 Address: m Phone: E-mail: 3, Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(lb) Vuax(lb) Vuay(lb) V(Vuax)2+(Vuay)2(lb) 1 2082.5 1467.5 0.0 1467.5 2 2082.5 1467.5 0.0 1467.5 3 2082.5 1467.5 0.0 1467.5 4 2082.5 1467.5 0.0 1467.5 Sum 8330.0 5870.0 0.0 5870.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):8330 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 01 o 2 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 -4 03 4.Steel Strenath of Anchor in Tension(Sec.17.4.11 Nsa(Ib) 0 ON-(lb) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=k,1.4fchef1.5(Eq. 17.4.2.2a) kc Aa N(psi) her(In) Nb(lb) 24.0 1.00 3500 7.000 26296 ONcbg=0(ANc/ANcc)�'ec,NV'ed,NV1c,NVcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1b) ANc(in2) ANco(inz) ca,min(In) c,N Tad,N 'FC,N y cp,ry Nb(Ib) y, ONcbg(lb) 676.00 441.00 15.50 1.000 1.000 1.00 1.000 26296 0.70 28216 6.Pullout Strength of Anchor in Tension(Sec.17.4.3) ONpn=O'Fc,PNp=OY1c,P8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 &17.4.3.4) Y%,P Ab g(in2) fc(psi) 0 ONpn(lb) 1.0 0.91 3500 0.70 17856 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 21 of 91 i Anchor DesignerTM Company: Date: 2/13/2020 Engineer: Page: 5/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 Vsa(Ib) Og-ut 0 Og-UtOV-(Ib) 11625 1.0 0.65 7556 9.Concrete Breakout Strength of Anchor In Shear(Sec. 17.5.21 Shear perpendicular to edge in x-direction: Vbx=min 17(/e/da)021idaAaJfcca11.5;9A.*f call•5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) A. fc(psi) cal(in) Vb.(Ib) 6.00 0.750 1.00 3500 10.33 17686 o Vcbgx=0(Avc/Avco)y'ec,vy'ed,vY'C,v Y'h,vVbx(Sec. 17.3.1 &Eq. 17.5.2.1b) Ayo(in2) Ayco(in') Y'ec,y Y'ed,v Yqv Y'h,v Vbx(Ib) 0 OVcbgx(lb) 360.00 480.50 1.000 1.000 1.000 1.245 17686 0.70 11548 Shear parallel to edge in x-direction: Vey=minl7(/e/da)02JdaA.a4fcca115; 9A.a4fcca11-1j(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) A.a fc(psi) cal(in) Vby(lb) 6.00 0.750 1.00 3500 10.33 17686 OVcbgx=0(2)(Avc/Avco)Y ec,VVed,vY'c,V%,Wby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(in2) Avco(in2) Y'ec,y %d,v Y'c,v Y'h,v Vby(Ib) 0 oVcbgx(Ib) 360.00 480.50 1.000 1.000 1.000 1.245 17686 0.70 23096 10,Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3) OVcpg=16kcpNcbg=okcp(ANc/ANco)Y'ec,NY'ed,NY'c,NSPcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) AN-(in2) %c,N Y'ed,N Y'c,N Y'cp,N Nb(Ib) 0 OVcpg(Ib) 2.0 676.00 441.00 1.000 1.000 1.000 1.000 26296 0.70 56432 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load,Nua(lb) Design Strength,oW(lb) Ratio Status Steel 2083 14528 0.14 Pass Concrete breakout 8330 28216 0.30 Pass(Governs) Pullout 2083 17856 0.12 Pass Shear Factored Load,Via(lb) Design Strength,o (lb) Ratio Status Steel 1468 7556 0.19 Pass T Concrete breakout x+ 5870 11548 0.51 Pass(Governs) II Concrete breakout y- 2935 23096 0.13 Pass(Governs) Pryout 5870 56432 0.10 Pass Interaction check N-10M Vue/OV Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.51 50.8% 1.0 Pass 314"0 Heavy Hex Bolt,F1554 Gr.36 with hef=7.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 22 of 91 Anchor DesignerT"" Company: Date: 2/13/2020 Engineer: Page: 6/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 23 of 91 i 1 ' Anchor DesignerT"' Company: Date: 2/13/2020 Engineer: Page: 1/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 1.Prolect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Inout Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch): 18.00 State:Cracked Anchor Information: Compressive strength,f'.(psi):3500 Anchor type:Cast-in-place Wc,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,hef(inch): 12.000 Reinforcement provided at corners:No Anchor category:- Ignore concrete breakout in tension:Yes Anchor ductility:Yes Ignore concrete breakout in shear:Yes hmin(inch): 13.50 Ignore 6do requirement:Yes C.o(inch): 1.22 Build-up grout pad:No Smin(Inch):3.00 Base Plate Length x Width x Thickness(inch): 13.00 x 10.00 x 0.50 Recommended Anchor Anchor Name: Heavy Hex Bolt-3/4"0 Heavy Hex Bolt,F1554 Gr.36 Pedestal anchor calculations at retaining wall footings Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 24 of 91 • Anchor DesignerTM Company: Date: 2/13/2020 Engineer: Page: 2/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.2.3.4.3(a)(iii)-(vi)is satisfied Ductility section for shear: 17.2.3.5.3(a)is satisfied .Qo factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nua[lb]: 10000 Vuax[lb]: 12100 Vuay[lb]:3900 Mux[ft-lb]:0 Muy[ft-lb]: 0 Muz[ft-lb]:0 <Figure 1> ]Z000 lb 0 ft-Ib 3900 lb 12100 lb 0 ft-lb 0 ft-lb ti Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925,847.3871 www.strongtie.com Page 25 of 91 I • Company: Date: 2/13/2020 ' Anchor Designer TM Engineer: Page: 3/6 Software Project: Version 2.8.7094.8 Address: Phone: E-mail: <Figure 2> 10.00 I- O UP lD O O O O M Ln r-1 O Lfl lD 5.00 6.50 6.50 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 26 of 91 • Anchor DesignerT°" Company: Date: 2/13/2020 Engineer: Page: 4/6 Software Project. Version 2.8.7094.8 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nua(Ib) Vuax(lb) Way(lb) V(Vuax)Z+(Vuay)Z(lb) 1 2500.0 3025.0 975.0 3178.2 2 2500.0 3025.0 975.0 3178.2 3 2500.0 3025.0 975.0 3178.2 4 2500.0 3025.0 975.0 3178.2 Sum 10000.0 12100.0 3900.0 12713.0 Maximum concrete compression strain(%a): 0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(lb):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 01 2 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 04(Y c 3 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa(lb) 0 (Ib) 19370 0.75 14528 6.Pullout Strength of Anchor in Tension(Sec. 17.4.31 0.750Npn=0.75OY%,PNp=0.750VcP8Abrgfc(Sec. 17.3.1,Eq. 17.4.3.1 & 17.4.3.4) y%,P Abrg(in2) f'c(psi) 0 0.750Npn(lb) 1.0 0.91 3500 0.70 13392 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 27 of 91 r • Anchor Designer TM Company: Date: 2/13/2020 Engineer: I Page: 5/6 ;j Software Project: Version 2.8.7094.8 Address: Phone: E-mail: 8. Steel Strength of Anchor in Shear(Sec. 17.5.1) Vs,,(Ib) Ogrouf 0 OgroutoVsa(lb) 11625 1.0 0.65 7556 10. Concrete Pryout Strength of Anchor in Shear(Sec. 17.5.3) OVcpg=Okc^bg=Qkcp(ANc/ANco)Vac,NTad,N'Pc,NTcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(InZ) ANco(InZ) Y%c,N Vad,N Yo,N Pcp,N Nb(Ib) 0 OVcpg(Ib) 2.0 324.00 169.00 1.000 1.000 1.000 1.000 10902 0.70 29262 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load, Nua(lb) Design Strength,oNn(lb) Ratio Status Steel 2500 14528 0.17 Pass Pullout 2500 13392 0.19 Pass(Governs) Shear Factored Load,Vua(lb) Design Strength,oW(lb) Ratio Status Steel 3178 7556 0.42 Pass Pryout 12713 29262 0.43 Pass(Governs) Interaction check Nua/ONE ValoVn Combined Ratio Permissible Status Sec. 17.6..2 0.00 0.43 43.4% 1.0 Pass 3/4"0 Heavy Hex Bolt,F1554 Gr.36 with hef=12.000 inch meets the selected design criteria. ACI 318-14 Section 17.2.3.4.3(a)(i) &(ii)Calculations for Ductility requirement for tension load Steel Factored Load,Nua(lb) 1.2 x Nominal Strength,Nn(lb) Ratio Steel 2500 23244 10.8% Governs Concrete Factored Load, Nua(lb) Nominal Strength,Nn(lb) Ratio Pullout 2500 25508 9.8% ACI 318-14 Section 17.2.3.4.3(a)(i)&(ii)satisfied since steel ratio governs and the steel element is ductile. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 28 of 91 Anchor DesignerT"' Company: Date: 2/13/2020 Engineer: Page: 6/6 Software Project: Version 2.8.7094.8 Address: Phone E-mail: 12.Warnings -Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. -Concrete breakout strength in tension has not been evaluated against applied tension load(s)per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied shear load(s)per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com Page 29 of 91 kingworks F AC1318-14 Footing 600 Dupont St Suite B Project Dungeness Gear Works Metal Building Bellingham,WA 98225 Description Typ Spread Footings Ph 360-714-8260 Engineer BLA Date 02/12/20 Materials: Load Combinations and Load Factors for maximum downward effect: Dead Live W/E Strength Reduction Factors F'c 3.5 ksi 1 1.40 0.00 0.00 0.90 o-tension cent Fy 60.0 ksi 2 1.20 1.60 0.00 0.65 a-compression cont 3 1.20 1.00 1.00 0.75 o-shear 4 0.90 0.00 1.00 0.65 o-bearing 5 0.90 0.00 1.00 0.60 o-all modes plain concrete service 1.00 1.00 0.00 Service Transient 0.75 0.75 0.75 Name Text F6.0 F4.5 F3.0 Check as Plain Concrete true/false FALSE FALSE FALSE FALSE FALSE FALSE transverse longitudinal transverse longitudinal transverse longitudinal Dimensions Ft 6.0 6.0 4.5 4.5 3.0 3.0 Column Dims Inches 8.0 &0 8.0 8.0 3.5 6.0 Thickness Inches 24.0 120 10.0 Reinforcing Size #4 #4 #4 #4 #4 #4 city 5 5 4 4 3 3 bottom clear cover Inches 3.0 in 3.0 in 3.0 in side clear cover Inches 2.0 in 2.0 in 2.0 in 2.0 in 2.0 in 2.0 in As in2 1.00 1.00 0.80 0.80 0.60 0.60 d in 20.75 20.25 8.75 8.25 6.75 6.25 Ft,g Area ft2 36.0 20.3 9.0 Axial Load(kip) Dead 12.10 430 3.25 Live 24.50 9.21 6.95 W/E 5.60 5.80 7.31 Pu Max(max comb 1 to 6) kip 53.7 202 18.2 P Max(max service comb) kip 36.6 14.5 13.1 fu ksf 1.49 1.00 2.02 f(service comb) ksf 1.02 0.72 1.46 Vu Max kip 8.4 8.8 5.3 5.5 4.8 4.4 Mu Max ki -ft 31.8 31.8 62 82 5.6 4.7 Allowable Soil bearing stress ksf 1.50 1.50 1.50 check TRUE TRUE TRUE REINF CONCRETE bT in 28.75 16.75 10.25 bL in 28.25 16.25 12.25 b0 in 114.00 66.00 45.00 bearing comp under failure zone kip 8.42 1.88 1.76 Table 22.6.5.2a kip 553.04 132.76 69.22 Table 22.6.5.2b kip 829.55 199.14 74.99 Table 22.6.5.2c kip 1271.01 237.35 134.59 Two Way Shear oPc kip 630.6 151.2 58.0 check TRUE TRUE TRUE A2/A1 Bearing Factor 2.00 2.00 2.00 Bearing oP kip 247.5 247,5 81.2 check TRUE TRUE TRUE One Way Shear oVc kip 132.56 129.38 41,93 39.53 21.56 19.97 check TRUE TRUE TRUE TRUE TRUE TRUE Betal 085 0.85 0.85 0.85 0.85 0.85 a In 0.28 0.28 0.30 0.30 0.34 0.34 Steel Strain in/in 0.186 0.181 0.072 0.067 0.048 0.044 Phi 0.90 0.90 0.90 0.90 0.90 0.90 Flexure oMn kip-ft 92.7 90.5 31.0 29.2 17.8 16.4 check TRUE TRUE TRUE TRUE TRUE TRUE Min Flexural Reint, in2 4.98 4.86 1.58 1.49 0.81 0.75 check TRUE TRUE TRUE TRUE TRUE TRUE bar length to Grit sect in 30.0 30.0 21.0 21.0 14.3 13.0 Id in 20.3 20.3 20.3 20.3 20.3 20.3 Id hook in 6.0 6.0 6.0 6.0 6.0 6.0 Development check TRUE TRUE TRUE TRUE TRUE TRUE Transverse bars in critical band city 5 4 3 critical band width ft 6.0 4.5 3.0 PLAIN CONCRETE h in section modulus in3 Flexure oMn kip-ft check One Way Shear oVc kip check bT in bL in b0 in bearing comp under failure zone kip Table 14.5.5.1 kip Two Way Shear oPc kip check Bearing oP kip check uwrsvenu iar NTMAU UWM"se LoHcnva Tavrswim 'o'Gnuwur OVERALL CHECK TRUE TRUE TRUE TRUE TRUE TRUE ACl31 B FTG jrk/K W 4118/13 Page 30 of 91 i i K I N G W V R KS PROJECTr►!1e.�q�. .T �.i�t�.n ... . . .. . . . . ...... 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Page 32 of 91 i kingworks Project: �eress Metal Building 600 Dupont St"Suite B Project#: 19268 Page of Bellingham,WA 98225 By BLA Date Ph 360-714-8260 Subject Nall Ftg Strength Check Bar# Qty Area Tension Steel(1) 4 2 0.393 Tension Steel(2) 5 0 0.000 0.393 Compression Steel(1) 4 2 0.393 Compression Steel(2) 5 0 0.000 0.393 Tie/Stirrup Size 4 0 0.000 0.000 Loading Calculation Manual c 2.095 in bw 8 in Cc 42.389 kip h 18 in Cs -18.827 kip Compression cover 3 in Ts 23.562 kip Tension cover 3 in Converge 0 fc 3.5 ksi E's -0.0017 in/in fy 60 ksi Es 0.0181 in/in Mu kip-ft 0.9 Vu kip d 14.75 in Moment d' 3.25 in Concrete Comp.Steel p1 0.85 Moments 48.957 -18.0 kip-ft Min tension bar spacing 1 Mu 0.000 kip-ft Min comp.bar spacing 1 Mn 30.915 kip-ft ;� 27.22 Shear Vu 0.00 kip (�Vc 10.47 kip Check Cap.Ratio (PVc/2 5.24 kip ,�Mn TRUE 0.00 N/A N/A N/A No shear reinf. required r.'.niri #DIV/0: #DIV/01 Av,min N/A N/A #DIV/01 Page 33 of 91 :, I • ki ngworks '1 Project: �eness Metal Building 600 Dupont St"Suite B Project# 19268 Page of Bellingham,WA 98225 By BLA Date Ph 360-714-8260 Subject Slab Strength Check Bar# Qty Area Tension Steel(1) 4 0.666667 0.131 Tension Steel(2) 5 0 0.000 0.131 Compression Steel(1) 5 0 0.000 Compression Steel(2) 5 0 0.000 0.000 Tie/Stirrup Size 4 0 0.000 0.000 Loading Calculation Manual c 0.259 in bw 12 in Cc 7.854 kip h 5.5 in Cs 0.000 kip Compression cover 3 in Ts 7.854 kip Tension cover 3 in Converge 0 f'c 3.5 ksi e's 0.0000 inAn fy 60 ksi ES 0.0289 in/in Mu kip-ft 0.9 Vu kip d 2.75 in Moment d' 0 in Concrete Comp.Steel R1 0.85 Moments 1.728 0.0 kip-ft Min tension bar spacing 1 Mu 0.000 kip-ft Min comp.bar spacing 1 Mn 1.728 kip-ft c Mn : 5i. kip-ft Shear Vu 0.00 kip 4)Vc 2.93 kip Check Cap.Ratio (�Vc/2 1.46 kip Mn TR'.J[ o,00 N/A N/A N/A No shear reinf. required fs�hlin 7-w /JI #[)IV/ol Av,min N/A N/A #DIV/01 Page 34 of 91 r - 2 - J f3entley, Microsoft Current Date:2/17/2020 7:52 AM Units system:English File name:\\KWSERVER\KW Operations\Projects\19268 Axthelm Dungeness Gear Works\CALCULATIONS\Typ Ret Wall.rtw Design Results Retaining wall GENERAL INFORMATION: Design Code ACI 318-2014 Geometry Wall type Cantilever Tt I� Hf U H Df Ttl Bt Thl Tt Ht Kdi �4 Btl Kw Retained height H 2.66[ft] Wall height above retained soil Hf 0.00[ft] Base depth Df 1.50[ft] Use key No Top toe length Ttl 0.75[ft] Toe thickness Tt 0.83[ft] Bottom toe length Btl 2.00[ft] Top heel length Thl 1.50[ft] Heel thickness Ht 0.83[ft] Base material C 3-60 Stem thickness at base Bt 8.00[in] Stem blocks number 1 Block Thickness Height Material [in] IN 1 8.00 2.66 C 3-60 Materials Description C 3-60 Concrete,fc 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Elasticity modulus 3122.02[Kip/in2] Unit weight 0.15[Kip/ft3] Pagel Page 35 of 91 i I I Soil Modulus of subgrade reaction 200.00[Kip/ft3] Backfill slope 0.00[°] Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] II [Lb/ft2] wall/soil Base Soil 0.13 0.13 30.00 0.00 14.04 -- Soil1 0.13 -- 30.00 0.00 0.00 0.00 Description Equivalent U.W. [Kip/ft3] Base Soil 0.15 Soil1 0.04 Loads: Backfill surcharge 0.25[Kip/ft2] Load conditions Included in the design: Service Load Combinations: S1 =DL+LL+H Strength Design Load Combinations: R1 =1.2DL+1.6LL+1.6H Steel reinforcement bars: Stem free cover 0.25[ft] Base free cover 0.25[ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00[in] Longitudinal reinforcement Element Size Spacing Pos Axis Dist1 Dist2 Hook1 Hook2 [in] [ft] IN Development and splice lengths Element Diameter Ld Ldh L.Splice L.total [in] [in] [in] IN Horizontal reinforcement Element Diameter Nr @ Position [in] --------------------------- Paget Page 36 of 91 i Assumptions Active pressures calculation method Equivalent fluid pressure Use resistant soil pressures for overturning Passive Calculation method for lateral soil pressures Boussinesq Calculation method for soil bearing pressures Hansen Use vertical component of soil pressures for overturning Yes Use vertical component of soil pressures for sliding Yes Use vertical component of soil pressures for bearing Yes Frost depth 1.50[ft] Undermining depth 0.00[ft] RESULTS: Status OK Calculation of resisting forces W3 W7 W4 W8 W6 TTM W1 a W9 W90 Description Force Distance Moment [Kip] IN [Kip"ft] -------------------------------------------------------------------------------------------------------------------------------------------------- Weight of soil over heel(W1) 0.50 2.17 1.08 Surcharge over heel(W3) 0.38 2.17 0.81 Weight of soil over toe(W5) 0.06 0.38 0.02 Stem weight(W7) 0.27 1.08 0.29 Base weight(W9) 0.36 1.46 0.53 --------------------------------------------------------------------------------------------------------------------------------------- Total 1.57 2.74 Toe horizontal soil pressure against sliding(Pp) 0.17 0.08 0.01 Toe horizontal soil pressure against overturning(Pp) 0.17 0.50 0.08 -------------------------------------------------------------------------------------------------------------------------------------------------- Calculation of destabilizing forces Description Force Distance Moment [Kip] [ft] [Kip"ft] Heel horizontal soil pressure(Pah) 0.46 1.48 0.68 Page3 Page 37 of 91 i Global stability Allowable safety factor for overturning 1.50 Allowable safety factor for sliding 1.00 Minimum additional safety factor for soil pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F Slid. Defl [Lb/ft2] [Lb/ft2] SF [Kip*ft] [Kip*ft] SF [Kip] [Kip] SF [in] S1 635.58 1500.00 2.36 2.82 0.68 4.17 0.56 0.46 1.22 0.08 Bending and Shear per element Element:Toe Station d Mu[Kip*ft] �*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(O*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 10.00 0.00 0.21 -2.74 2.74 0.00 0.00 0.00 0.00 0.08 2 10% 10.00 0.00 0.17 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.06 3 20% 10.00 0.00 0.13 -2.74 2.74 0.00 0.00 0.00 0.00 0.05 4 30% 10.00 0.00 0.10 -2.74 2.74 0.00 0.00 000 0.00 0.04 5 40% 10.00 0.00 0.08 -2.74 2.74 0.00 000 0.00 0.00 0.03 6 50% 10.00 0.00 0.05 -2.74 2.74 0.00 0.00 0.00 0.00 0.02 7 60% 10.00 0.00 0.03 -2.74 2.74 0.00 0.00 0.00 0.00 0.01 8 70% 10.00 0.00 0.02 -2.74 2.74 0.00 0.00 0.00 0.00 0.01 9 80% 10.00 0.00 0.01 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 10 90% 10.00 0.00 000 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 11 100% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 C 0% 10.00 0.00 0.21 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.08 Maximum allowed spacing between bars 18.00[in] Base transverse reinforcement: Top reinforcement 0.00[in2] Bottom reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.24[in2] TOE::Diagrams Mu-Phi*hln I 7_1-1--TTTT1_C-r-�- ® rdu ❑ Phi"idn Station Vu Vc O*Vn Vu/(4Nn) Nr. Dist [Kip] [Kip] [Kip] 1 0% 0.54 9.20 6.90 0.08 2 10% 0.49 9.20 6.90 0.07 3 20% 0.44 9.20 6.90 0.06 4 30% 0.39 920 6.90 0.06 5 40% 0.33 9.20 690 0.05 6 50% 0.28 9.20 690 0.04 Page4 Page 38 of 91 I I 7 60% 0.23 9.20 6.90 0.03 8 70% 017 9.20 6.90 0.02 9 80% 0.11 9.20 6.90 0.02 10 90% 0.06 9.20 6.90 0.01 11 100% 0.00 9.20 6.90 0.00 C 0% 0.54 9.20 6.90 0.08 TOE: : DiagramsVu,-Phi*Vn FT�-I--mTTf-rrr-rr�T ® Vu ❑ Phi-Vn Element:Heel Station d Mu[Kip*ft] 4i*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(4*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 10.00 -0.22 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.08 2 10% 10.00 -0.18 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.07 3 20% 10.00 -0.15 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.05 4 30% 10.00 -0.12 0.00 -2.74 2.74 0.00 0.00 0-00 0.00 0.04 5 40% 10.00 -0.09 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.03 6 50% 10.00 -0.06 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.02 7 60% 10.00 -0.04 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.01 8 70% 10.00 -0.02 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.01 9 80% 10.00 -0.01 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 10 90% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 11 100% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 C 0% 10.00 -0.22 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 -- -- 0.08 Maximum allowed spacing between bars 18.00[in] HEEL: :Diagrams Mu-Phit6ln ® 14u ❑ Phi-Mn Pages Page 39 of 91 Station Vu VC O*Vn Vu/(q Vn) Nr. Dist [Kip] [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------- 1 0% 0.25 9.20 6.90 0.04 2 10% 0.24 920 6.90 0.03 3 20% 0.22 9.20 6.90 0.03 4 30% 0.20 9.20 6.90 0.03 5 40% 0.18 9.20 6.90 0.03 6 50% 0.16 9.20 6.90 0.02 7 60% 0.13 9.20 6.90 0.02 8 70% 0.10 9.20 6.90 0.01 9 80% 0.07 9.20 6.90 0.01 10 90% 0.04 9.20 6.90 0.01 11 100% 0.00 9.20 6.90 0.00 C 0% 0.25 9.20 6.90 0.04 HEEL: :Diagrams Vu-Phi*Vn ® Vu ❑ Phi*Vn Element:Stem (Block 1) Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(�*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 8.00 0.00 0.57 -1.75 175 0.00 0.00 0.00 0.00 0.33 2 10% 8.00 0.00 0.45 -1.75 1.75 0.00 0.00 0.00 0.00 0.26 3 20% 8.00 0.00 0.34 -1.75 1.75 0.00 0.00 0.00 0.00 0.20 4 30% 8.00 0.00 0.25 -1.75 1.75 0.00 0.00 0.00 0.00 0.15 5 40% 8.00 000 0.18 -1.75 1 75 0.00 0.00 0.00 0.00 0.10 6 50% 8.00 0.00 0.12 -1.75 1.75 0.00 0.00 0.00 0.00 0.07 7 60% 8.00 000 0.07 -1.75 1.75 0.00 0.00 0.00 0.00 0.04 8 70% 8.00 0.00 0.04 -1.75 1.75 0.00 0.00 0.00 0.00 0.02 9 80% 8.00 0.00 0.02 -1.75 1.75 0.00 0.00 0.00 0.00 0.01 10 90% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - - 0.00 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.00 C 0% 8.00 0.00 0.57 -1.75 1.75 0.00 0.00 0.00 0.00 - - 0.33 Maximum allowed spacing between bars 18.00[in] Stem transverse reinforcement: Exterior reinforcement 0.00[in2] Interior reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.19[in2] Page6 Page 40 of 91 i STEM: :Diagrams Mu-Phi*rdn ® MU ❑ Phi*Pdn Station Vu Vc $*Vn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] 1 0% 0.50 6.57 4.93 0.10 2 10% 0.43 6.57 4.93 0.09 3 20% 0.37 6.57 4.93 0.07 4 30% 0.31 6.57 4.93 0.06 5 40% 0.25 6.57 4.93 0.05 6 50% 0.20 6.57 4.93 0.04 7 60% 0.15 6.57 4.93 0.03 8 70% 0.11 6.57 4.93 0.02 9 80% 0.07 6.57 4.93 0.01 10 90% 0.03 6.57 4.93 0.01 11 100% 0.00 6.57 4.93 0.00 C 0% 0.50 6.57 4.93 0.10 STEM: :Diagrams Vu-Phi*Vn ® Vu ❑ Phi*Vn Notes *The soil beneath the wall is considered elastic and homogeneous.A linear variation of pressures is adopted. *The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. *For bending and shear design,the critical section is adopted at the support faces and axial forces are not considered. Page7 Page 41 of 91 ,i, *Shear reinforcement is not considered. *Values shown in red are not in compliance with a provision of the code *Ld,Ldh=Development length of each bar.If the bar ends with a hook,it considers the Ldh length. *gprom=Mean compression pressure on soil. *qmax=Maximum compression pressure on soil. *SF=Safety factor,RM=Resisting moment,OTM=Overturning moment. *ResF=Resisting force,SlidF=Sliding force,Defl=Deflection. *sb=Free distance between bars. *If the section at which member flexural strength is being calculated is within the development length of a group of bars,the bars will contribute to the bending capacity an amount proportional to their actual length/their full development length. *Asprov is the provided reinforcement,considering the reduction due to the development length as described previously. Page8 Page 42 of 91 ' Microsoft Current Date:2/17/2020 7:51 AM Units system:English File name:\\KWSERVER\KW Operations\Projects\19268 Axthelm Dungeness Gear Works\CALCULATIONS\Typ Rat Wall-Restrained.rtw Design Results Retaining wall GENERAL INFORMATION: Design Code ACI 318-2014 Geometry Wall type Restrained Tt Hf H Df Ttl Bt Thl Tt Ht Kd Btl Kw Retained height H 2.66[ft] Wall height above retained soil Hf 0.00[ft] Base depth Df 1.50[ft] Use key No Top toe length Ttl 0.75[ft] Toe thickness Tt 0.83[ft] Bottom toe length Btl 2.00[ft] Top heel length Thl 1.50[ft] Heel thickness Ht 0.83[ft] Base material C 3-60 Stem thickness at base Bt 8.00[in] Stem blocks number 1 Block Thickness Height Material [in] IN 8.00 2.66 C 3-60 Materials Description C 3-60 Concrete,fc 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Elasticity modulus 3122.02[Kip/in2] Unit weight 0.15[Kip/ft3] Pagel Page 43 of 91 i f Soil Modulus of subgrade reaction 200.00[Kip/ft3] Backfill slope 0.00[°] Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] II [Lb/ft2] wall/soil ---------- .. ....,-- ----------------------------------------------------------------------------------------------------------------- Base Soil 0.13 0.13 30.00 0.00 14.04 -- Soil1 0.13 -- 30.00 0.00 0.00 0.00 ----------- -------------------------------------------------------------------------------------------------------------------- Loads: Backfill surcharge 0.25[Kip/ft2] Stem axial load(LL) 1.50[Kip] Load conditions included in the design: Service Load Combinations: S1 =DL+LL+H Strength Design Load Combinations: R1 =1.2DL+1.6LL+1.6H Steel reinforcement bars: Stem free cover 0.25[ft] Base free cover 0.25[ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00[in] Longitudinal reinforcement Element Size Spacing Pos Axis Dist1 Dist2 Hook1 Hook2 [in] IN [ft] Development and splice lengths Element Diameter Ld Ldh L.Splice L.total [in] [in] [in] IN Horizontal reinforcement Element Diameter Nr @ Position [in] Assumptions Active pressures calculation method At rest Calculation method for lateral soil pressures Boussinesq Calculation method for soil bearing pressures Hansen Frost depth 1.50[ft] Undermining depth 0.00[ft] RESULTS: Status OK Page2 Page 44 of 91 ,� I Calculation of resisting forces VV7 W2 W4 VV8 VV6- W5- 0 W9 Vvi 0 Description Force Distance Moment [Kip] IN [Kip*ft] Weight of soil over heel(W1) 0.50 2.17 1.08 Surcharge over heel(W3) 0.38 2.17 0.81 Weight of soil over toe(W5) 0.06 0.38 0.02 Stem weight(W7) 0.27 1.08 0.29 Base weight(W9) 0.36 1.46 0.53 Stem axial load(LL) 1.50 1.08 1.63 ——------------------- ------------------------------------------------------------------- Total 3.07 4.36 —--------------------------------------------------------------- Calculation of destabilizing forces Description Force Distance Moment [Kip] IN [Kip*ft] ------------------------------------------------------------ Heel horizontal soil pressure(Pah) 0.82 1.48 1.21 ---------------- ------------------------------ Global stability Minimum additional safety factor for soil pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F Slid. Defl [Lb/ft2] [Lb/ft2] SF [Kip*ft] [Kip*ft] SF [Kip] [Kip] SF [in] --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- S1 1481.94 1500.00 1.01 N.A. N.A. ----------------------—--—------------------------------------------------------------------------------------------------------------- ------------------------ Bending and Shear per element Element:Toe Page3 Page 45 of 91 Station d Mu[Kip*ft] �'Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(O*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 10.00 0.00 0.48 -2.74 2.74 0.00 0.00 0.00 0.00 0.18 2 10% 10.00 0.00 0.39 -2.74 2.74 0.00 000 0.00 0.00 0.14 3 20% 10.00 0.00 0.31 -2.74 2.74 0.00 0.00 0.00 0.00 0.11 4 30% 10.00 000 0.24 -2.74 2.74 0.00 0.00 0.00 0.00 0.09 5 40% 10.00 000 0 17 -2.74 2.74 0.00 0.00 0.00 0.00 0.06 6 50% 10.00 0.00 0.12 -2.74 2.74 0.00 0.00 0.00 0.00 0.04 7 60% 10.00 000 0.08 -2.74 2.74 0.00 0.00 0.00 0.00 0.03 8 70% 10.00 0.00 0.04 -2.74 2.74 0.00 0.00 0.00 0.00 0.02 9 80% 10.00 0.00 0.02 -2.74 2.74 0.00 0.00 0.00 0.00 0.01 10 90% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 11 100% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 0.00 C 0% 10.00 0.00 0.48 -2.74 2.74 0.00 0.00 0.00 0.00 0.18 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Maximum allowed spacing between bars 18.00[in] Base transverse reinforcement: Top reinforcement 0.00[in2] Bottom reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.24[in2] TOE: :Diagrams rdu-Phi'rdn UIIII ® rdu ❑ Phi*rdrt Station Vu Vc ONn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- 1 0% 1.26 9.20 6.90 0.18 2 10% 1.14 9.20 6.90 0.16 3 20% 1.02 9.20 6.90 0.15 4 30% 0.89 9.20 6.90 0.13 5 40% 0.77 9.20 6.90 0.11 6 50% 0.64 9.20 6.90 0.09 7 60% 0.52 920 6.90 0.08 8 70% 0.39 9.20 6.90 0.06 9 80% 0.26 9.20 6.90 0.04 10 90% 0.13 9.20 6.90 0.02 11 100% 0.00 9.20 6.90 0.00 C 0% 1.26 9.20 6.90 0.18 --------------------------------------- Page4 Page 46 of 91 TOE: :Diagrams Vu-Phi*Vn ® Vu ❑ Phi*Vn Element: Heel Station d Mu[Kip*ft] �Wn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(�*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 10.00 0.00 0.58 -2.74 2.74 0.00 0.00 0.00 0.00 - - 0.21 2 10% 10.00 0.00 0.46 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.17 3 20% 10.00 0.00 0.36 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.13 4 30% 10.00 0.00 0.27 -2.74 2.74 0.00 0.00 0.00 0.00 -- 0.10 5 40% 10.00 0.00 0.19 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.07 6 50% 10.00 0.00 0.13 -2.74 2.74 0.00 0.00 0.00 0.00 - - 0.05 7 60% 10.00 0.00 0.08 -2.74 2.74 0.00 0.00 0.00 0.00 - - 0.03 8 70% 10.00 0.00 0.04 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.02 9 80% 10.00 0.00 0.02 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.01 10 90% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 - - 0.00 11 100% 10.00 0.00 0.00 -2.74 2.74 0.00 0.00 0.00 0.00 - 0.00 C 0% 10.00 0.00 0.58 -2.74 2.74 0.00 0.00 0.00 0.00 - - 0.21 Maximum allowed spacing between bars 18.00[in] HEEL: :Diagrams Mu-Phi*Mn ® MU ❑ Phi`fdn Station Vu Vc O*Vn Vu/(VVn) Nr Dist [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- 1 0% 0.86 920 6.90 0.12 2 10% 0.75 920 6.90 0.11 3 20% 0.65 9.20 6.90 0.09 4 30% 0.55 9.20 6.90 0.08 5 40% 0.45 9.20 6.90 0.07 6 50% 0.37 9.20 6.90 0.05 Pages Page 47 of 91 I 7 60% 0.28 9.20 690 0.04 8 70% 0.20 9.20 6.90 0.03 9 80% 013 9.20 6.90 0.02 10 90% 0.06 9.20 6.90 0.01 11 100% 0.00 9.20 6.90 0.00 C 0% 0.86 9.20 6.90 0.12 HEEL: :Diagrams Vu-Phi*Vn F-FTTTTTT-r-fTr-nrr,--rr ® Vu ❑ Phi*Vn Element:Stem (Block 1) Station d Mu[Kip*ft] �*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mul(O*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 8.00 0.00 0.29 -1.75 1.75 0.00 0.00 0.00 0.00 0.17 2 10% 8.00 0.00 0.14 -1.75 1.75 0.00 0.00 0.00 0.00 0.08 3 20% 8.00 0.00 0.03 -1.75 1.75 0.00 0.00 0.00 0.00 0.02 4 30% 8.00 -0.06 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.03 5 40% 8.00 -0.12 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.07 6 50% 8.00 -0.15 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.09 7 60% 8.00 -0.16 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.09 8 70% 8.00 -0.15 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.08 9 80% 8.00 -0.12 0.00 -1.75 1.75 0.00 0.00 000 0.00 0.07 10 90% 8.00 -0.07 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.04 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 C 0% 8.00 0.00 0.29 -1.75 1.75 0.00 0.00 0.00 000 0.17 ----------------------------------------------------------------------- -- ------------------------------------- ---------------------------------------------------------- Maximum allowed spacing between bars 18.00[in] Stem transverse reinforcement: Exterior reinforcement 0.00[in2] Interior reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.19[in2] Page6 Page 48 of 91 STEM: :Diagrams rdu-Phi*Mn, ® mu ❑ PhMAn Station Vu Vc �*Vn Vu/(VVn) Nr. Dist [Kip] [Kip] [Kip] 1 0% 0.61 6.57 4.93 0.12 2 10% 0.49 6.57 4.93 0.10 3 20% 0.38 6.57 4.93 0.08 4 30% 0.27 6.57 4.93 0.05 5 40% 0.17 6.57 4.93 0.03 6 50% 0.08 6.57 4.93 0.02 7 60% 0.01 6.57 4.93 0.00 8 70% 0.08 6.57 4.93 0.02 9 80% 0.15 6.57 4.93 0.03 10 90% 0.22 6.57 4.93 0.04 11 100% 0.27 6.57 4.93 0.05 ------------------------------------------------------------------------------------------------------------------ C 0% 0.61 6.57 4.93 0.12 STEM: :Diagrams Vu-Phi*Vn ® Vu ❑ Phi*Vn Notes *The soil beneath the wall is considered elastic and homogeneous.A linear variation of pressures is adopted. *The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. *For bending and shear design,the critical section is adopted at the support faces and axial forces are not considered. Page7 Page 49 of 91 *Shear reinforcement is not considered. *Values shown in red are not in compliance with a provision of the code *Ld,Ldh=Development length of each bar. If the bar ends with a hook,it considers the Ldh length. *qprom=Mean compression pressure on soil. *gmax=Maximum compression pressure on soil. *SF=Safety factor,RM=Resisting moment,OTM=Overturning moment. *ResF=Resisting force,SlidF=Sliding force,Defl=Deflection. *sb=Free distance between bars. *If the section at which member flexural strength is being calculated is within the development length of a group of bars,the bars will contribute to the bending capacity an amount proportional to their actual length/their full development length. *Asprov is the provided reinforcement,considering the reduction due to the development length as described previously. Page8 Page 50 of 91 I r --j Microsoft Current Date:2/17/2020 9:56 AM Units system:English File name:\\KWSERVER\KW Operations\Projects\19268 Axthelm Dungeness Gear Works\CALCULATIONS\Retaining Walls\WF Retaining Soil.rtw Design Results Retaining wall GENERAL INFORMATION: Design Code ACI 318-2014 Geometry Wall type Cantilever Tt Hf ti ti H Df I Ttl Bt Thl Tt Ht Kd Btl Kw Retained height H 2.16[ft] Wall height above retained soil Hf 0.00[ft] Base depth Df 1.50[ft] Use key No Top toe length Ttl 0.42[ft] Toe thickness Tt 0.67[ft] Bottom toe length Btl 2.00[ft] Top heel length Thl 0.42[ft] Heel thickness Ht 0.67[ft] Base material C 3-60 Stem thickness at base Bt 8.00[in] Stem blocks number 1 Block Thickness Height Material [in] [ft] 1 8.00 2.16 C 3-60 Materials Description C 3-60 Concrete,fc 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Elasticity modulus 3122.02[Kip/in2] Unit weight 0.15[Kip/ft3] Pagel Page 51 of 91 i Soil Modulus of subgrade reaction 200.00[Kip/ft3] Backfill slope 0.00[°] Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] II [Lb/ft2] wall/soil ---------------------------------------------------------------------------------------------------------------------------- ................. Base Soil 0.13 0.13 30.00 0.00 16.70 -- Soil1 0.13 -- 30.00 0.00 0.00 0.00 Description Equivalent U.W. [Kip/ft3] ------------------------------------------------------ Base Soil 0.15 Soil1 0.04 ------------------------------------------------------ Loads• Backfill surcharge 0.25[Kip/ft2] Load conditions included in the design: Service Load Combinations: S1 =DL+LL+H Strength Design Load Combinations: R1 =1.2DL+1.6LL+1.6H Steel reinforcement bars: Stem free cover 0.25[ft] Base free cover 0.25[ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00[in] Longitudinal reinforcement Element Size Spacing Pos Axis Dist1 Dist2 Hook1 Hook2 [in] IN [ft] ----------------------------------------------- Development and splice lengths Element Diameter Ld Ldh L.Splice L.total [in] [in] [in] [ft] Horizontal reinforcement Element Diameter Nr @ Position [in] Paget Page 52 of 91 i i Assumptions Active pressures calculation method Equivalent fluid pressure Use resistant soil pressures for overturning Passive Calculation method for lateral soil pressures Boussinesq Calculation method for soil bearing pressures Hansen Use vertical component of soil pressures for overturning Yes Use vertical component of soil pressures for sliding Yes Use vertical component of soil pressures for bearing Yes Frost depth 1.50[ft] Undermining depth 0.00[ft] RESULTS: Status N.G. Resultant out of middle third Calculation of resisting forces W3 VV4 W7, W6 -W1 INS a ' W10 Description Force Distance Moment [Kip] [ft] [Kip*ft] ------------------------------------------------------------------------------------ Weight of soil over heel(W1) 0.11 1.30 0.15 Surcharge over heel(W3) 0.11 1.30 0.14 Weight of soil over toe(W5) 0.04 0.21 0.01 Stem weight(W7) 0.22 0.75 0.16 Base weight(W9) 0.15 0.75 0.11 Total 0.63 0.57 Toe horizontal soil pressure against sliding(Pp) 0.17 0.08 0.01 Toe horizontal soil pressure against overturning(Pp) 0.17 0.50 008 Calculation of destabilizing forces Description Force Distance Moment [Kip] [ft] [Kip*ft] Heel horizontal soil pressure(Pah) 0.34 1.22 0.41 Page3 Page 53 of 91 it •i Global stability Allowable safety factor for overturning 1.50 Allowable safety factor for sliding 1.00 Minimum additional safety factor for soil pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F Slid. Defl [Lb/ft2] [Lb/ft2] SF [Kip*ft] [Kip*ft] SF [Kip] [Kip] SF [in] S1 1030.61 1500.00 1.46 0.65 0.41 1.59 0.36 0.34 1.06 0.05 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- Bending and Shear per element Element:Toe Station d Mu[Kip*ft] �*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(O*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 8.00 0.00 0.11 -1.75 1.75 0.00 0.00 0.00 0.00 0.06 2 10% 8.00 0.00 0.09 -1.75 1.75 0.00 0.00 0.00 0.00 - -- 0.05 3 20% 8.00 0.00 0.07 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.04 4 30% 8.00 0.00 0.06 -1.75 1.75 0.00 0.00 0.00 0.00 0.03 5 40% 8.00 0.00 0.04 -1.75 1.75 0.00 0.00 0.00 0.00 -- 0.02 6 50% 8.00 0.00 0.03 -1.75 1.75 0.00 0.00 000 0.00 -- 0.02 7 60% 8.00 0.00 0.02 -1.75 1.75 0.00 0.00 0.00 0.00 0.01 8 70% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.01 9 80% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0-00 10 90% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - - 0.00 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - - 000 C 0% 8.00 0.00 0.11 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.06 Maximum allowed spacing between bars 18.00[in] Base transverse reinforcement: Top reinforcement 0.00[in2] Bottom reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.19[in2] TOE::Diagrams rdu-Phi=hin ® rlu ❑ Phi'lin Station Vu Vc oNn Vu/(O*Vn) Nr Dist [Kip] [Kip] [Kip] 1 0% 047 6.57 4.93 0.10 2 10% 0.44 6.57 4.93 0.09 3 20% 0.40 6.57 4.93 0.08 4 30% 0.36 6.57 4.93 0.07 5 40% 0.31 6.57 4.93 0.06 6 50% 0.27 6.57 4.93 0.05 Page4 Page 54 of 91 7 60% 0.22 657 4.93 0.04 8 70% 0.17 6.57 4.93 0.03 9 80% 0.11 6.57 4.93 0.02 10 90% 0.06 657 4.93 0.01 11 100% 0.00 6.57 4.93 0.00 C 0% 0.47 6.57 4.93 0.10 TOE::Diagrams Vu-PhiWn ® Vu ❑ Phi*Vn Element:Heel Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(�*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 1 0% 8.00 -0.09 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.05 2 10% 8.00 -0.07 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.04 3 20% 8.00 -0.06 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.03 4 30% 8.00 -0.04 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.03 5 40% 8.00 -0.03 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.02 6 50% 8.00 -0.02 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.01 7 60% 8.00 -0.02 0.00 -1.75 1.75 0.00 000 0.00 0.00 0.01 8 70% 8.00 -0.01 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 9 80% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 10 90% 8.00 0.00 0.00 -1.75 1.75 0.00 000 0.00 0.00 0.00 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- C 0% 8.00 -0.09 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.05 Maximum allowed spacing between bars 18.00[in] HEEL: :Diagrams Itiu-Phi'I,in ® mu ❑ Phi*fin Pages Page 55 of 91 Station Vu VC O*Vn Vu/(q Vn) Nr. Dist [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------- 1 0% 0.37 6.57 4.93 0.08 2 10% 0.34 6.57 4.93 0.07 3 20% 0.32 657 4.93 0.06 4 30% 0.28 6.57 4.93 0.06 5 40% 0.25 6.57 4.93 0.05 6 50% 0.21 6.57 4.93 0.04 7 60% 0.18 6.57 4.93 0.04 8 70% 0.14 6.57 4.93 0.03 9 80% 0.09 6.57 4.93 0.02 10 90% 0.05 6.57 4.93 0.01 11 '1 00% 0.00 6.57 4.93 0.00 C 0% 0.37 6.57 4.93 0.08 -------------------- HEEL: : Diagrams Vu-Phi'Vn ® Vu ❑ Phi*Vn Element:Stem (Block 1) Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(�*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 8.00 0.00 0.36 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.20 2 10% 8.00 0.00 0.28 -1.75 1.75 0.00 0.00 0.00 0.00 -- 0.16 3 20% 8.00 0.00 0.22 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.12 4 30% 8.00 0.00 0.16 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.09 5 40% 8.00 0.00 0.11 -1.75 1.75 0.00 0.00 0.00 0.00 0.07 6 50% 8.00 0.00 0.08 -1.75 1.75 0.00 0.00 0.00 0.00 0.04 7 60% 8.00 0.00 0.05 -1.75 1.75 0.00 0.00 0.00 0.00 0.03 8 70% 8.00 0.00 0.03 -1.75 1.75 0.00 0.00 0.00 0.00 0.01 9 80% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 0.01 10 90% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.00 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - 0.00 C 0% 8.00 0.00 0.36 -1.75 1.75 0.00 0.00 0.00 0.00 - - 0.20 Maximum allowed spacing between bars 18.00[in] Stem transverse reinforcement: Exterior reinforcement 0.00[in2] Interior reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.19[in2] Page6 Page 56 of 91 STEM:: Diagrams Mu-PhM.1n ® i,1u ❑ Phi`G1n Station Vu VC �*Vn Vul(O"Vn) Nr. Dist [Kip] [Kip] [Kip] 1 0% 0.37 6.57 4.93 0.08 2 10% 0.32 6.57 4.93 0.07 3 20% 0.28 6.57 4.93 0.06 4 30% 0.23 6.57 4.93 0.05 5 40% 0.19 6.57 4.93 0.04 6 50% 0.15 6.57 4.93 0.03 7 60% 0.12 6.57 4.93 0.02 8 70% 0.08 6.57 4.93 0.02 9 80% 0.05 6.57 4.93 0.01 10 90% 0.03 6.57 4.93 0.01 11 100% 0.00 6.57 4.93 0.00 C 0% 0.37 6.57 4.93 0.08 STEM: : Diagrams Vu-Phi''Vn ® Vu ❑ Phi`Vn Notes "The soil beneath the wall is considered elastic and homogeneous.A linear variation of pressures is adopted. "The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. "For bending and shear design,the critical section is adopted at the support faces and axial forces are not considered. Page7 Page 57 of 91 *Shear reinforcement is not considered. *Values shown in red are not in compliance with a provision of the code *Ld,Ldh=Development length of each bar.If the bar ends with a hook,it considers the Ldh length. *gprom=Mean compression pressure on soil. *gmax=Maximum compression pressure on soil. *SF=Safety factor,RM=Resisting moment,OTM=Overturning moment. *ResF=Resisting force,SlidF=Sliding force,Defl=Deflection. *sb=Free distance between bars. *If the section at which member flexural strength is being calculated is within the development length of a group of bars,the bars will contribute to the bending capacity an amount proportional to their actual length/their full development length. *Asprov is the provided reinforcement,considering the reduction due to the development length as described previously. Page8 Page 58 of 91 i i �! Microsoft Current Date:2/17/2020 9:55 AM Units system:English File name:\\KWSERVER\KW Operations\Projects\19268 Axthelm Dungeness Gear Works\CALCULATIONS\Retaining Walls\WF Retaining Soil- Restrained.rtw Design Results Retaining wall GENERAL INFORMATION: Design Code ACI 318-2014 Geometry Wall type Restrained Tt i Hf H Df Ttl Bt Thl Tt , Ht 1<1j Btl KW Retained height H 2.16[ft] Wall height above retained soil Hf 0.00[ft] Base depth Df 1.50[ft] Use key No Top toe length Ttl 0.42[ft] Toe thickness Tt 0.67[ft] Bottom toe length Btl 2.00[ft] Top heel length Thl 0.42[ft] Heel thickness Ht 0.67[ft] Base material C 3-60 Stem thickness at base Bt 8.00[in] Stem blocks number 1 Block Thickness Height Material [in] [ft] ----------------------------------------------------------------------------------------------------------- 1 8.00 2.16 C 3-60 Materials Description C 3-60 Concrete,fc 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Elasticity modulus 3122.02[Kip/in2] Unit weight 0.15[Kip/ft3] Pagel Page 59 of 91 Soil Modulus of subgrade reaction 200.00[Kip/ft3] Backfill slope 0.00[°] Description U.W. Saturated U.W. phi c Friction Ko [Kip/ft3] [Kip/ft3] II [Lb/ft2] wall/soil Base Soil 0.13 0.13 30.00 0.00 16.70 -- Soil1 0.13 -- 30.00 0.00 0.00 0.00 Loads: Backfill surcharge 0.25[Kip/ft2] Load conditions included in the design: Service Load Combinations: S1 =DL+LL+H Strength Design Load Combinations: R1 =1.2DL+1.6LL+1.6H Steel reinforcement bars: Stem free cover 0.25[ft] Base free cover 0.25[ft] Maximum Rho/Rho balanced ratio 0.75 Round longitudinal bar lengths to 1.00[in] Longitudinal reinforcement Element Size Spacing Pos Axis Dist1 Dist2 Hook1 Hook2 [in] IN IN Development and splice lengths Element Diameter Ld Ldh L.Splice L.total [in] [in] [in] [ft] Horizontal reinforcement Element Diameter Nr @ Position [in] Assumptions Active pressures calculation method At rest Calculation method for lateral soil pressures Boussinesq Calculation method for soil bearing pressures Hansen Frost depth 1.50[ft] Undermining depth 0.00[ft] RESULTS: Status OK Page2 Page 60 of 91 I I I Calculation of resisting forces VY3 VkrT W2 W4 VV8 VV16 1 1 WS 4 V-,Pl 3 Description Force Distance Moment [Kip] IN [Kip*ft] Weight of soil over heel(W1) 0.11 1.30 0.15 Surcharge over heel(W3) 0.11 1.30 0.14 Weight of soil over toe(W5) 0.04 0.21 0.01 Stem weight(W7) 0.22 0.75 0.16 Base weight(W9) 0.15 0.75 0.11 Total 0.63 0.57 Toe horizontal soil pressure against sliding(Pp) 0.17 0.08 0.01 Calculation of destabilizing forces Description Force Distance Moment [Kip] [ft] [Kip*ft] Heel horizontal soil pressure(Pah) 0.60 1.22 0.73 Global stability Minimum additional safety factor for soil pressures 1.00 Load case qmax qa Soil Pres. RM OTM Overt. Res F Slid F Slid. DefI [Lb/ft2] [Lb/ft2] SF [Kip*ft] [Kip*ft] SF [Kip] [Kip] SF [in] S1 575.34 1500.00 2.61 - - N.A. - - N.A. - Bending and Shear per element Element:Toe Page3 Page 61 of 91 Station d Mu[Kip*ft] O*Mn[Kip*ft] Asreq[in2] Asprov[in2] sb[in] Mu/(O*Mn) Nr. Dist [in] neg pos neg pos ext int ext int ext int 1 0% 8.00 0.00 0.01 -1.75 1.75 0-00 0.00 0.00 0.00 000 2 10% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 3 20% 8.00 0.00 000 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 4 30% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 5 40% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 6 50% 8.00 0.00 0.00 -1.75 175 0.00 0.00 0.00 0.00 0.00 7 60% 8.00 0.00 0.00 -1.75 1.75 000 0.00 0.00 0.00 - 0.00 8 70% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 9 80% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 10 90% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 11 100% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 C 0% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 Maximum allowed spacing between bars 18.00[in] Base transverse reinforcement: Top reinforcement 0.00[in2] Bottom reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 0.19[in2] TOE: :diagrams Mu-Phi*61n ® 61u ❑ Phi-Mn Station Vu VC (*Vn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] 1 0% 0.06 6.57 4.93 0.01 2 10% 0.05 6.57 4.93 0.01 3 20% 0.04 6.57 4.93 0.01 4 30% 0.03 6.57 4.93 0.01 5 40% 0.02 6.57 4.93 0.00 6 50% 0.02 6.57 4.93 0.00 7 60% 0.01 6.57 4.93 0.00 8 70% 0.01 6.57 4.93 0.00 9 80% 0.00 6.57 4.93 0.00 10 90% 0.00 6.57 4.93 0.00 11 100% 0.00 6.57 4.93 0.00 -------------------------- ------------------------------------------------------------------------------ C 0% 0.06 6.57 4.93 0.01 ----------------------------------------------------------------------------------..------------------------------ Page4 Page 62 of 91 TOE: :Diagrams Vu-Ph i*Vn Element:Heel stauvm u Mu[mp*ft] O*Mn[wp*ft] Aomn[in2] Aoprov[in2] ou[in] Mu/(O*Mn) m,. Dist [in] nog pvn nog puo om mt mu int om int -------' ----'--- ...............------------------------------------- ------------------------------------ -----------'' 1 0Y6 8.00 0.00 0.01 '1J5 1.75 0.00 0.00 0.00 0.00 0.01 u 10% 8.00 0.00 0.01 4J5 1.75 0.00 0.00 0.00 0.00 0.01 3 20% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 mm 0.00 - - 0.01 4 30% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 - - 000 S 40% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 0.00 8 50% 8.00 0.00 0.00 4J5 1.75 OlN OlN UOU 0.00 0.00 7 00% 8.00 0.00 0.00 '1.75 1.75 0.00 0.00 0.00 0.00 - - 0.00 n 70% 8.00 0.00 0.00 -1J3 1.75 0.00 0.00 0.00 0.00 - - 0.00 e 80% 8.00 0.00 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 '' - 0.00 10 90% 8.00 olm 0.00 4J5 1.75 OIN 0.00 UIm 0.00 - - 0.00 11 100% 8.00 0.00 0.00 '1.75 1.75 0.00 0.00 0.00 0.00 - - 0.00 C 0% 8.00 0.00 0.01 -1.75 1.75 0.00 0.00 0.00 0.00 - - 0.01 ------------------------------------------ waxmum allowed spacing between bars 18.00[in] Station Vu nc O*Vn vuKVVn> w, Dist [Kip] [0p] [Kip] ---------'-----'----'---------'---'- - 1 n% 0l5 6.57 4.93 0.01 u 10% 0.05 6.57 4.83 0.01 u 20% 0.05 6.57 *.93 0.01 * 00% 0.04 6.57 4.83 0.01 5 40% 0.04 6.57 4.83 0.01 O 50% 0.04 0.57 4.83 0.01 Page5 Page 000+e1 r sn% 0z8 6.57 4y3 0.01 o 70% 0.02 6.57 4.e3 0.00 o 80Y6 0.02 *.57 4.e3 0.00 10 00% 0o1 8o7 4.83 0.00 11 100Y6 0.00 6.57 4a3 0.00 '------''-----'----'----- ----------- '-'--'---- c 0% 0.05 oar 4.e3 0.01 -- --------------------'-----------'-'------ Element:Stem (Block 1) Station u Mu[mp*ft] O~Mn[mp*ft] Asmq[in2] Aop,ov[in2] ou[in] mu/(O*mn) wr. Dist [in) noO pmv nog mm om im mo im o* mt ------------------------------- ---------------'-'---------'-----------'-'-'---'-'----------'-'----------------- 1 0Y6 8.00 0.00 0.00 '1.75 1J5 0.00 0.00 0.00 0.00 - - 0.00 u 10& 8.00 'Oln 0.00 '1.75 1.75 0.00 0.00 0.00 0.00 - - 0.04 3 20% 8.00 -I12 0.00 -1J5 1J5 0.00 0.00 0.00 0.00 - - 0.07 4 30% 8.00 '018 0.00 '1.75 1.75 0.00 0.00 0.00 0.00 - - 0.08 5 40% 8.00 -I18 0.00 4.75 1J5 0.00 0.00 0.00 0.00 - - 0.10 O 50% 8.00 '018 0.00 -1.75 1.75 0.00 0.00 0.00 0.00 - - 010 7 00% 8.00 -117 0l0 4J5 1J5 0.00 0.00 OlN 0.00 - - 010 8 rO% 8.00 '014 0.00 4J5 1.75 0.00 0.00 0.00 0.00 - - 0.08 9 80% 8.00 -0.11 0.00 4J5 1.75 0.00 0.00 0.00 0.00 - - 0.06 10 90% 8.00 -0.06 0.00 4J5 1.75 0.00 0.00 0.00 0.00 - - 0.03 11 100% 8.00 0.00 0.00 4.75 1.75 0.00 0.00 0.00 0.00 - - 0.00 ----------------------------------------------------------- '-' '-----'-------'--'- C *8% 8.00 -118 0.00 4J5 1.75 0.00 0.00 0.00 0.00 - - 010 ___________________ Maximum allowed spacing between bars 18l0[in] Stem transverse reinforcement: Exterior reinforcement O.00[inu] Interior reinforcement 0.00[in2] Minimum shrinkage and temperature reinforcement 019[in2] Page6 Page e4o/n1 STEM: :Diagrams Mu-Phi*rdn ® 1.1u ❑ Phi*1dn Station Vu Vc O*Vn Vu/(O*Vn) Nr. Dist [Kip] [Kip] [Kip] 1 0% 0.37 6.57 4.93 0.08 2 10% 0.28 6.57 4.93 0.06 3 20% 0.20 6.57 4.93 0.04 4 30% 0.12 6.57 4.93 0.02 5 40% 0.05 6.57 4.93 0.01 6 50% 0.02 6.57 4.93 0.00 7 60% 0.08 6.57 4.93 0.02 8 70% 0.14 6.57 4.93 0.03 9 80% 0.20 6.57 4.93 0.04 10 90% 0.25 6.57 4.93 0.05 11 100% 0.29 6.57 4.93 0.06 C 0% 0.37 6.57 4.93 0.08 STEM: :Diagrams Vu-Phi*Vn ®Vu ❑ Phi-Vn Notes *The soil beneath the wall is considered elastic and homogeneous.A linear variation of pressures is adopted. *The required reinforcement for bending takes into account the minimum reinforcement ratio given by Code. *For bending and shear design,the critical section is adopted at the support faces and axial forces are not considered. Page7 Page 65 of 91 "Shear reinforcement is not considered. *Values shown in red are not in compliance with a provision of the code •Ld,Ldh=Development length of each bar. If the bar ends with a hook,it considers the Ldh length. .gprom=Mean compression pressure on soil. 'gmax=Maximum compression pressure on soil. "SF=Safety factor, RM=Resisting moment,OTM=Overturning moment •ResF=Resisting force,SlidF=Sliding force,Deft=Deflection. "sb=Free distance between bars. If the section at which member flexural strength is being calculated is within the development length of a group of bars,the bars will contribute to the bending capacity an amount proportional to their actual length/their full development length. "Asprov is the provided reinforcement,considering the reduction due to the development length as described previously. Page8 Page 66 of 91 ` �. I I r ___J Bentley Microsoft Current Date:2/17/2020 7:53 AM Units system: English File name:\\KWSERVER\KW Operations\Projects\19268 Axthelm Dungeness Gear Works\CALCULATIONS\Typ Pedestal.ccd Design Results Reinforced Concrete Columns GENERAL INFORMATION: Design Code ACI 318-2014 Load Conditions included in design: D1 1 ADL D2 1.2DL+0.5S D3 1.2DL+1.6S D4 1.2DL+0.5Wu D5 1.2DL+1.6S+0.5Wu D6 1.2DL+Wu D7 1.2DL+Wu+0.5S D8 1.2DL+0.2S D9 1.2DL+EQ D10 1.2DL+EQ+0.2S D11 I 0.9DL+Wu D12 0.9DL+EQ Materials Concrete,fc 3.00[Kip/in2] Steel,fy 60.00[Kip/in2] Concrete type Normal Steel,fyt 60.00[Kip/in2] Modulus of elasticity 3122.02[Kip/in2] Type of splices Tangential Unit weight 0.15[Kip/ft3] Minimum provided Rho 0.010 Maximum provided Rho 0.080 General status OK COLUMN DATA:1 Geometry Section type i Rectangular Column location Center Distance between levels 1 2.00[ft] Width b(//to axis x) 18.00[in] Height h(I/to axis y) 18.00[in] Rebar b Y h x 1 Pagel Page 67 of 91 :1 � Longitudinal 846 Free cover 2 00[in] As provided 3.52[in2] Provided Rho 0.011 Number of bars//to axis x 3 Spacing between bars 5.50[in] Number of bars//to axis y 3 Spacing between bars 5.50[in] Transverse 4#3 @ 6.00" Number of legs//to axis x 2 Number of legs//to axis y 2 Initial spacing(Sini) 0.00[in] Design parameters Slenderness Axis yy Axis xx ------------------------------------------------------- Lu[in] 24.00 24.00 K 1.00 1.00 Pc[Kip] 116993.50 116993.50 Sway Yes Yes -------------------------------------------------------- Forces Condition Location Pu Muxx Muyy Vx Vy Transverse load [Kip] [Kip*ft] [Kip*ft] [Kip] [Kip] xx yy D1 Top 16.94 0.00 0.00 -10.14 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D2 Top 26.77 0.00 0.00 -16.40 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D3 Top 53.72 0.00 0.00 -33.36 0.00 No No Bottom 0.00 000 0.00 0.00 0.00 No No D4 Top 1.71 0.00 0.00 -1.46 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D5 Top 40.92 0.00 0.00 -26.13 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D6 Top -11.09 0.00 0.00 5.77 0.00 No No Bottom 0.00 0.00 000 0.00 0.00 No No D7 Top 1.16 0.00 0.00 -1.94 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D8 Top 19.42 0.00 0.00 -11.77 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D9 Top 22.50 0.00 0.00 -8.69 9.27 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D10 Top 27.40 0.00 0.00 -11.77 9.27 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D11 Top -14.72 0.00 0.00 7.94 0.00 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No D12 Top 18.87 0.00 0.00 -6.52 9.27 No No Bottom 0.00 0.00 0.00 0.00 0.00 No No ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- RESULTS OF COLUMN:1 Column status OK Paget Page 68 of 91 i Biaxial compression Controlling condition D11 Stress in bars fs>0.5fy Dowel splice length 24.00[in] Bar clear spacing at splices 4.75[in] Condition Pos. Pu Mcxx Mcyy Snsxx 8nsyy Cmxx Cmyy [Kip] [Kip*ft] [Kip*ft] ------------- ---------- --------------- ------------------------------------------------------------- ---------------------------------- D1 Top 16.94 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1000 1.000 D2 Top 26.77 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D3 Top 53.72 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D4 Top 1.71 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D5 Top 40.92 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D6 Top -11.09 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D7 Top 1.16 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D8 Top 19.42 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D9 Top 22.50 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D10 Top 27.40 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D11 Top -14.72 1.40 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 D12 Top 18.87 0.00 0.00 1.00 1.00 1.000 1.000 Bot. 0.00 0.00 0.00 1.00 1.00 1.000 1.000 ------------------------------------------------------------------------------------------------------------------------------------------------------ Condition Pos. O*Mnxx O*Mnyy Mcl(O*Mn) Pul(O*Pn) AsreglAsprov Demand:Capacity Ratio [Kip*ft] [Kip*ft] ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------- D1 Top 102.92 0.00 0.00 0.09 0.92 0.09 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D2 Top 97.58 0.00 0.00 0.14 0.92 0.14 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D3 Top 82.93 0.00 0.00 0.28 0.92 0.28 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D4 Top 110.95 0.00 0.00 0.01 0.92 0.01 O Bot. 111.83 0.00 0.00 0.00 0.92 0.00 O D5 Top 89.89 0.00 0.00 0.22 0.92 0.22 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D6 Top 117.56 0.00 0.00 0.02 0.92 0.02 0 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D7 Top 111.24 0.00 0.00 0.01 0.92 0.01 0 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D8 Top 101.58 0.00 0.00 0.10 0.92 0.10 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 D9 Top 99.90 0.00 0.00 0.12 0.92 0.12 U Bot. 111.83 0.00 0.00 0.00 0.92 0.00 0 D10 Top 97.24 0.00 0.00 0.14 0.92 0.14 Bot. 111.83 0.00 0.00 0.00 092 0.00 D11 Top 119.43 0.00 0.01 0.03 0.92 0.03 L� Page3 Page 69 of 91 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 D12 Top 101.88 0.00 0.00 0.10 0.92 0.10 Bot. 111.83 0.00 0.00 0.00 0.92 0.00 O -- ------------------------------------------------------------------------------------------------------------------------------------------------------------------- Shear S provided 6.00[in] S required 7.63[in] Sini provided 0.00[in] Sini required 3.81 [in] Dir Condition Pos. Vu Vc Vs O*Vn Vu/(O*Vn) Gob. [Kip] [Kip] [Kip] [Kip] 2 D10 Top 9.27 24.98 33.55 43.90 0.21 Bot. 0.00 30.07 33.55 47.71 0.21 3 D3 Top 33.36 20.10 33.55 40.24 0.83 Bot. 0.00 30.07 33.55 47.71 0.83 ------------------------------------------------------------------------------------------------------------------------------------------- Notes *Torsion is not considered for design. *Only columns with rectangular or circular sections are designed. *Each column is verified considering only the forces at the ends of the member. *The transverse reinforcement is ordered from bottom to top of the column. *Lu=Unsupported length. *K=Effective length factor. *Cm=A factor relating actual moment diagram to an equivalent uniform moment diagram. *Sway=True if column is considered unbraced in its local axis. *Mc=Factored moment to be used for design.Considers the slenderness effects of the column.Mc=Mu*Sns. *8n2=Amplification factor to account for small P-delta effects(P-5). *Mn=Nominal moment strength "Mc/(O*Mn)=Strength ratio.The bar graphs indicate the relative ratio of Mc/(O*Mn)for each load condition.If a bar is shown in red the ratio is greater than one. Page4 Page 70 of 91 i Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: l of 21 VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Dungeness Gear Works Inc. Name: Dungeness Gear Works Inc. Builder PO #: Jobsite: 18021 59th Ave. NE City, State: Arlington, Washington 98223 County: Snohomish Country: United States TABLE OF CONTENTS ii�l A A FX A File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 71 of 91 I X47 Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM ham Page: 2 of 21 Letter of Certification Contact Alan Perkes Project Dungeness Gear Works Inc. Name:Axthelm Construction Inc. Builder 110>r: A(Idress:3610 Cedardale Rd..Unit C .fobsite: 18021 59th Ave.NE City.State: Mount Vernon, Washington 98273 City,Slate:Arlim ton, Washington 98223 Country: United States County,Country: Snohomish, United States This is to certify that the above referenced project his been designed in accordance w ith the applicable portions of the Building Code specified below. All loading and building desie.n criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall Overall Floor Area Wall Area Roof Area Max.Gave Min.Save Max.Roof Nlin.Roof Peak Width Length (s . ftJ (s .ft.) (s . Il.) I leight Height 2 Pitch Pitch Height Dungeness Gear Works Inc. 80/0/0 75/0/0 6000 6467 6021 20/0/0 20/0/0 1.000:12 1.000:12 23/4/0 Loads and Codes-Shape: Dungeness Gear Works Inc. Citv: Arlington County: Snohomish State: Washington Country: United States Building Code:2015 International Building Code Structural: I OAISC-ASD Rainfall C 4.00 inclics per hour Building-Risk/Occupancy Category: Il(Standard Occupancy Structure) Cold Form: 12AIS1-ASD rc:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:8.00 psf Roof Covering+Second,Dead Load:2.22 psf Roof Live Load:20.00 psf Reducible Collateral Uplift 0.00 psf Frame Weight(assumed for seismic):2.50 psf Wind Load Snow Load Seismic load Wind Speed:Volt: 110.00(Vasil:85.21)mph Ground Snow Load:Jig:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf: 17.32 psi' Mapped MCE Acceleration:Ss: 105.30%g Wind Exposure:C-Kz:0.902 Design Snow(Sloped):ps: 17.32 psf Mapped MCE Acceleration:S I:37.60%g Parts Wind Exposure Factor:0.902 Rain Surcharge:0.00 Site Class:Stiff soil(D) Wind Enclosure:Enclosed Specified Mininwm Roof Snow:25.00 psf(USR) Seismic Importance: le: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor: I Fully Exposed-Cc:0.90 Design Acceleration Parameter:Sds:0.7573 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0,4131 NOT Windborne Debris Region Thermal Factor:Kept just above freezing-Cl: 1.10 Seismic Design Category: D Base Elevation:0/0/0 Ground!Roof Conversion:0.70 y Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a: I5/0/0 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:7/6/0 Diaphragm Condition: Flexible Basic Wind Pressure:q:23.75 psf Fundamental Period Height Used:20/0/0 Transverse Direction Parameters Ordinary Steel Moment Frances Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0,3076 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear: V:0.2164 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.1891 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2330 x W Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings,a division of BlueScope Buildings North America,Inc.The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Varco Pruden Buildings,a division of BlueScope Buildings North America,Inc.design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 72 of 91 i� I Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM • Page: 3 of 21 This certification DOES NOT apply to the design ot'the foundation or other on-site structures or components not supplied by Varco Pruden Buildings,a division orBlueScope Buildings North America,Inc.,nor does it app[V to unauthorized modifications to building components. Furthermore,it is understood that certification is based upon the premise that all components%%ill be erected or constructed in strict compliance with pertinent documents for this proiecl. Varco Pruden Buildings,a division of BlueScope Buildings North America, Inc.DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract doCmnnCntS, The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract doenmen[S as indicated in[his letter. Date: Engineer's Seal: Engineer in responsible charge y File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 73 of 91 i Date: 12/26/2019 • r Dungeness Reactions Time: 12:07 PM Page: a of 21 Reactions-Summary Report Shape: Dungeness Gear Works Inc. Builder Contact Alan N,Perk-es Project Dungeness Gear Works Inc. Name:Axthelnt Construction Inc. Builder PO#: Address:3610 Cedardale Rd.,Unit C Jobsite: 18021 591h Ave.NE City,State Zip: Nlount Vernon.Washington 98273 City,State Zip:Arlington,Washington 98223 Country:United States County,Country:Snohomish,United States Loads and Codes-Shape: Dungeness Gear NVorks Inc. City: Arlington County: Snohomish State: Washington Cotntiry: United States Building Code:2015 International Building Code Structural: I0, ISC-ASD Raintall: I:4.00 inches per hour Building Risk/Occupancy Category:II(Standard Occupancy Structure) Cold Form: 12AIS1-ASD I'c:3000.00 psi Concrete Dead and Collateral Loads Roof Live Load Collateral Gravity:8.00 psf Roof Covering+Second.Dead Load:2.22 psf Roof Live Load:20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight(assumed for seismic):2.50 psf \find Load Snow Load Seismic Load Wind Speed: Vult: 110.00(Vasd:85.21)mph Ground Snow Load:pg:25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure'is Used Flat Roof Snow:pf 17.32 psf Mapped MCE Acceleration:Ss: 105.30%Q Wind Exposure:C-Kz:0.902 Design Snow(Sloped):ps: 17.32 psl' Mapped NICE Acceleration:S 1:37.60%g Parts Wind Exposure Factor:0.902 Rain Surcharge:0.00 Site Class:Stiffsoil(D) Wind Enclosure:Enclosed Specified Mininunn Roof Snow:25.00 psf(USR) Seismic Importance:le: 1.000 Topographic Factor:Kzt: 1.0000 Exposure Factor: I Fully Exposed-Cc:0.90 Design Acceleration Parameter.Sds:0,7573 Snow Importance:Is: 1.000 Design Acceleration Parameter:Shc:0,4131 NOT W'indborne Debris Region Thermal Factor:Kept just above freezing-Ct: 1.10 Seismic Design Category:D Base Elevation:0/0/0 Ground/Roof Conversion:0.70 Seismic Snow Load:0.00 psf Primary Zone Strip Width:2a: 151010 %Snow Used in Seismic:0.00 Parts/Portions Zone Strip Width:a:7/6/0 Diaphragm Condition:Flexible Basic Wind Pressure:q:23.75 psf Fundamental Period Height Used:20/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.3076 R-Factor:3.50 Overstrength Factor:Omega:2.50 Deflection Amplification Factor:Cd:3.00 Base Shear:V:0.2164 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor:Rho: 1.30 Fundamental Period:Ta:0.1891 R-Factor:3.25 Overstrength Factor:Omega:2.00 Deflection Amplification Factor:Cd:3.25 Base Shear:V:0.2330 x W Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load,Shifted Right ^ASL Alternate Span Live Load,Shifted Left 131.2 Partial Live,Full,2 Spans L> Live-Notional Right <L Live-Notional Left S Snow Load US I* Unbalanced Snow Load I,Shifted Right *US I Unbalanced Snow Load I,Shifted Left US2* Unbalanced Snow Load 2,Shifted Right *US2 Unbalanced Snow Load 2,Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load,Full, I Span PHI Partial Load,half, I Span PF2 Partial Load,Full,2 Spans PH2 Partial Load,Half,2 Spans S> Snow-Notional Right <S Snow-Notional Left SMS Specified Min.Roof Snow SNIS> Specified Min.Roof Snow-Notional Right <SMS Specified Min.Roof Snow-Notional Left PSI Partial Load,Half Span I File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 74 of 91 I Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 5 of 21 PS2 Partial Load,I Inlf Span 2 W Wind Load \VI> Wind Load,Case I,Right <\VI Wind Load.Case I.Left W"2> Wind Load,Case 2,Right <W2 \Vind Load,Case 2,Left \\13> Wind Load,Case 3,Right <W3 Wind Load,Case 3,Left W4> Wind Load,Case 4.Right <\V14 Wind Load,Case 4,Left W 5> Wind Load,Case 5. Right <\\15 Wind Load,Case 5,Left W16> Win(]Load,Case 6,Right <W'6 Wind Load,Case 6,Left \VP Wind Load,Paralhel to Ridge WPR Wind Load,11 Ridge,Right WPL Wind Load,11 Ridge,Left WPA I Win([Parallel-Ref A,Case I W'PA2 Wind Parallel-Ref A,Case 2 WPB I Wind Parallel-Ref B,Case I W11132 Wind Parallel-Ref B,Case 2 WPC t Wind Parallel-Ref C,Case I WPC2 Wind Parallel-Ref C,Case 2 \\VPD I Wind Parallel-Ref D,Case I W'PD2 Wind Parallel-Ref D.Case 2 WWB I> Wind Brace Reaction,Case I,Right <WBI Wind Brace Reaction,Case I,Left WB2> Wind Brace Reaction,Case 2,Right <\VB2 Wind Brace Reaction,Case 2,Left WB3> Wind Brace Reaction,Case 3,Right <WB3 Wind Brace Reaction,Case 3,Left WB4> Wind Brace Reaction,Case 4,Right <WB4 Wind Brace Reaction,Case 4,Left WB5> Wind Brace Reaction,Case 5,Right <WB5 Wind Brace Reaction,Case 5,Left WB6> Wind Brace Reaction,Case 6,Right <WB6 Win(]Brace Reaction,Case 6,Left MW Minimum Wind Load MWB Minimum Wind Bracin,Reaction E Seismic Load E> Scismic Load,Right <E Seismic Load,Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect,Additive EG- Vertical Seismic Eflecl,Subtractive EB> Seismic Brace Reaction,Right <EB Seismic Brace Reaction,Left FL Floor Live Load FL* Alternate Span Floor Live Loud,Shifted Right *FL Alternate Span Floor Live Load,Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load,Right,Right *AL> Auxiliary Live Load,Right,Left <AL* Auxiliary Live Load,Left,Rigoht <*AL Auxiliary Live Load,Left,Left AL* Aux Live,Right *AL Aux Live,Left AL*>(I) Auxiliary Live Load,Right,Right,Aisle 1 *AL>(I) Auxiliary Live Load,Right,Left,Aisle I <AL*(I) Auxiliary Live Load,Left,Right,Aisle I <*AL(I) Auxiliary Live Load,Left,Left,Aisle I AL*(1) Aux Live,Right,Aisle I *AL(l) Aux Live,Left,Aisle I t1L*>(2) Auxiliary Live Load,Right,Right,Aisle 2 *AL>(2) Auxiliary Live Load,Right,Left,Aisle 2 <AL,*(2) Auxiliary Live Load,Left,Right,Aisle 2 <*AL(2) Auxiliary Live Load,Lett,Left,Aisle 2 AL*(2) Aux Live,Right,Aisle 2 *AL(2) Aux Live,Left,Aisle 2 AL*>(3) Auxiliary Live Load,Right,Right,Aisle 3 *AL>(3) Auxiliary Live Load,Right,Left,Aisle 3 <AL*(3) Auxiliary Live Load,Left,Right,Aisle 3 <*AL(3) Auxiliary Live Load,Left,Left,Aisle 3 AL*(3) Aux Live,Right,Aisle 3 *AL(3) Aux Live,Left,Aisle 3 AL*>(4) Auxiliary Live Load,Right,Right,Aisle 4 *Al->(4) Auxiliary Live Load,Right,Left,Aisle 4 <AL*(4) Auxiliary Live Load,Left,Right,Aisle 4 <*AL(4) Auxiliary Live Load,Left,Left,Aisle 4 AL*(4) Aux Live,Right,Aisle 4 *AL(4) Aux Live,Left,Aisle 4 AL*>(5) Auxiliary Live Load,Right,Right,Aisle 5 *AL,>(5) Auxiliary Live Load,Right,Left,Aisle 5 <AL*(5) Auxiliary Live Load,Left,Right,Aisle 5 <*AL(5) Auxiliary Live Load,left,Lett,Aisle 5 AL*(5) Aux Live,Right,Aisle 5 *AL(5) Aux Live,Left,Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction,Right <ALB Aux Live Bracing Reaction,Lett WALB> Wind,Aux Live Bracin;Reaction,Right <WALB Wind,Aux Live Bracing Reaction,Lett ALB>(l) Aux Live Bracing Reaction,Rig-lit,Aisle I <ALB(I) Aux Live Bracing Reaction,Left,Aisle I WALB>(I) Wind,Aux Live Bracing Reaction,Right,Aisle I <WALB(I) Wind,Aux Live Bracing Reaction,Left,Aisle I ALB>(2) Aux Live Bracing Reaction,Right,Aisle 2 <ALB(2) Aux Live Bracing Reaction,Left,Aisle 2 WALB>(2) Wind,Aux Live Bracing Reaction,Right,Aisle 2 <WALB(2) Wind,Aux Live Bracing Reaction,Left,Aisle 2 AL,B>(3) Aux Live Bracing Reaction,Right,Aisle 3 <ALB(3) Aux Live Bracing Reaction,Left,Aisle 3 WALB>(3) Wind,Aux Live Bracing Reaction,Right,Aisle 3 <WALB(3) Wind,Aux Live Bracing Reaction,Left,Aisle 3 ALB>(4) Aux Live Bracing Reaction,Right,Aisle 4 <ALB(4) Aux Live Bracing Reaction,Left,Aisle 4 WALB>(4) Wind,Aux Live Bracing Reaction,Right,Aisle 4 <WALB(4) Wind,AUx Live Bracing Reaction.Left,Aisle 4 ALB>(5) Aux Live Bracing Reaction,Right,Aisle 5 <ALB(5) Aux Live Bracing Reaction,Left,Aisle 5 WALB>(5) Wind,Aux Live Bracing Reaction,Right,Aisle 5 <WALB(5) Wind,Aux Live Bracing Reaction,Left,Aisle 5 WALB Wind,Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U I User Defined Load-I U2 User Defined Load-2 U3 User Defined Load-3 U4 User Defined Load-4 U5 User Defined Load-5 U6 User Defined Load-6 U7 User Defined Load-7 U8 User Defined Load-8 U9 User Defined Load-9 UB User Brace Reaction UB I User Brace Reaction- I UB2 User Brace Reaction-2 UB3 User Brace Reaction-3 UB4 User Brace Reaction-4 UB5 User Brace Reaction-5 UB6 User Brace Reaction-6 UB7 User Brace Reaction-7 UB8 User Brace Reaction-8 File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 75 of 91 R I i / Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 6 of 21 UB9 User Brace Reaction-9 R Rain Load T Temperature Load V Shear File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 76 of 91 n Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 7 of 21 Overall Building Descri tlinn Shape Overall Overall Floor Aren WalI Area Roof Area Nhie,Gave Nlin,Gave max.Roof Min.Roof Peak Width Lenetf, ls(.11.) (sq ft.l (sq.ft.) 1leieht I leiahl2 Pitch Pilch Ileiehl Duneeness Gear Works Inc. 1 80/0/0 75/0/0 6000 6467 6021 20/0/0 20/0/0 1.000:12 1. 1.000:12 123/4/0 Overall Cha a Oescrl Lion Roof 1 Roof 2 From Grid I To Grid Width Length Gavc I-It. Gave Fit.2 Pitch Pitch 2 1 Dist.to Ridee Peak Height A B I-A J. 1-F 30/0/0 7i/0/0 20/0/0 20/0/0 1.000:12 1.000:12 40/0/0 23/4/0 'tf �e•.rr• Y �s n. Y �e•n•• t01 �m 2 m n CD W O J 6 O4 mJ <, L <*>The building is designed with bracing diagonals in the designated bays.Column base reactions,base plates and anchor rods are aftected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: Dungeness Gear Works Inc. Version:2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 77 of 91 i Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 8 of 21 Nall: 4, Fratne at: 1/0/0 Design Load Combinations-h-:imitt! No. Ori;in Factor Application Description I System 1.000 I.0 D+ 1.0 CG+ 1.0 L> 1)+CG+L> 2 System 1.000 10 D+ 1.0 CG+ 1.0<L I)+CG+<L 3 Syslem 1.000 1.0 D+ 1.0 CG+ 1.0 ASL^ 1)+CG+AS[,A 4 System 1.000 1.0 D+ 1.0 CG+ 1.0^ASL D+CG+^ASL 8 System 1.000 1.0 D+ 1.0 CG+ 1.0 SMS> D+CG+SMS> 9 System 1.000 1.0 D+ 1.0 CG+ 1.0<SMS 1)+CG+<SNIS 10 System 1.000 1.0D+ I.0CG+ 1.0USI* D+CG+USI* II System 1.000 I.0D+ I.0CG4- 1.0*US I 1)+CG+*USI 12 System 1.000 1.0 D+ 1.0 CG+0.6 W'2> D+CG+W2> 13 System 1.000 1.0 D+ 1.0 CG+0.6<W2 D+CG+<W2 14 System 1.000 I.0D+ I.0CG+0.6WPL D+CG+WPL 15 System 1.000 LO D+1.0 CG+0.6 WPR D+CG+WPR 16 System 1.000 0.6 N1W MW-Wall: 1 17 System 1.000 0.6 MW MW-Wall:2 18 System 1.000 10.6 NIW MW-Wall:3 19 System 1.000 0.6 MW MW-Wall:4 20 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 21 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 22 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 23 System 1.000 0.6D+O.6CU+0.6WPR D+CU+WPR 24 System 1.000 1.0D+ I.0CG+0.75L+0.45WI> D+CG+L+WI> 25 System 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W I D+CG+L+<W1 26 System 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 W2> D+CG+L+W2> 27 System 1.000 1.0 D+ 1.0CG+0.75 L+0.45<W2 D+CG+L+<W2 28 System 1.000 1.0D+ 1.0CG+0.75L+0.45WPL D+CG+L+WPL 29 System 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 30 System 1.000 1.0 D+ I.0CG+0.75 S+0.45 Wr1> D+CG+S+WI> 31 System 1.000 1.0D+ 1.000+0.75S+0.45<W1 D+CG+S-F<WI 32 System 1.000 1.0 D+ 1.0 CG+0.75 S+0.4 i W2> D+CG+S+W2> 33 System 1.000 1.0 D+ 1.000+0.75 S+0.45<W2 D+CG+S+<W2 34 System 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WPL D+CG+S+WPL 35 System 1.000 1.0D+ I.0CG+0.75 S+0.45 WPR D+CG+S+WPR 36 System 1.000 1.0 D+ 1.0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 37 System 1.000 1.0 D+ 1.0 CG+0.91 <E+0.7 EG+ D+CG+<E+EG+ 38 System 1.000 0.6D+0.6C'U+0.91 E>+0.7EG- D+CU+E>+EG- 39 System 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- 48 System Derived 1.000 I.0D+ I.0CG+0.6 WPR+0.6WB1> D+CG+WPR+WBI> 49 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6 WB I> D+CU+WPR+WB 1> 50 System Derived 1.000 1.0 D+ I.0CG+0.75 L+0.45 WPR+0.45 WBl> D+CG+L+WPR+WBI> 51 System Derived 1.000 I.0D+ 1.0CG+0.75S+0.45 WPR+0.45WBI> D+CG+S+WPR+WBI> 52 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPR+0.6<WB I D+CG+WPR+<WB I 53 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR+0.6<WB I D+CU+WPR+<WB 6 54 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPR+0.45<WB 1 D+CG+L+WPR+<\VB 1 55 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WPR+0.45<WB I D+CG+S+WPR+<WB I 56 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6 W133> 1)+CG+WPL+WB3> 57 System Derived 1,000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+W'B3> 58 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPL+0.45 WB3> D+CG+L+WPL+WB3> 59 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 60 System Derived L000 1.0 D+ 1.0 CG+0.6 WPL+0.6<WB3 1)+CG+WPL+<WB3 61 System Derived 1.000 0.6 D+ 0.6 CU+0.6 WPL i-0.6<WB3 D+CU+WPL+<WB3 62 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPL.+0.45<WB3 D+CG+L+WPL+<WB3 63 Svstem Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 64 System Derived L000 0.6 MWB MWB-Wall: I 65 System Derived 1.000 0.6 MWB MWB-Wall:2 66 System Derived 1.000 0.6 MWB NIWB-Wall:3 67 System Derived 1.000 0.6 NIWB NIWD-Wall:4 68 System Derived 1.000 1.0 D+ 1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 69 System Derived 1.000 1.0 D+ LO CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 70 System Derived 1.000 1.0 D+ 1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 71 System Derived 1.000 1.0 D+ 1.0 CG+0.91 <E+0.7 E-G++0.273 EB> D+CG+<E+EG4-+EB> 72 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 73 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 74 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 75 System Derived 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> Pile: Dungeness Gear Works lnc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 78 of 91 Date: 12/26/2019 r . Dungeness Reactions Time: 12:07 PM Page: 9 of 21 78 System Derived 1,000 1.0 D+ 1.0 CG+0.273 E>+0.7 EG++0.91 <EB D+CG+E>+EG++<EB 79 System Derived 1 000 1 0 D+ 1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB SO System Derived 1,000 I.OD+ I.0CG+0.273<E+0.7EG++0.91 <EB D+CG+<E+EG++<EB 81 System Derived 1.000 LO D+ 1.0 CG+0.91 <E+0,7 EG++0.273<EB D+CG+<E+EG++<EB S2 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0,7 EG-+0.91 <EB D+CU+E>+EG-+<EB 83 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 84 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 <EB D+CU+<E+EG-+<EB 35 1 Sv-smn Derived1,000 10.6D+0.6CU+0.91 <E+0.7 EG-+0.273<E-B ID+CU+<E+EG-+<EB File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 79 of 91 Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 10 of 21 Nall: 4, Frame at: 1/0/0 Frame I1):CB3 Wall I Franle'rype:Continuous Beam Q Q P Q Vy Vy Vy Vy Vy Hx Hx Hx Hx Hx Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfacto•ed Load Type at Frame Cross Section:I Type Exterior C0lunnn Interior Column Interior Column Interior Column Exterior Column X-Loc 0/0/0 13/0/0 28/0/0 52/0/0 80/0/0 Grid -Grid2 I-F 1-E I-D I-C l-A Base Plate W x L(in.) 8 X 13 8 X 11 8 X 1 1 8 X 12 8 X 13 Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" 100'-0" Load Tv c Desc. Hx VV FIX I Iz I VV Hx Flz VV Fix FIz VV I FIX 11z I V D Frm 0.08 0.64 - 0.57 0.94 1.35 -0.08 - 0.72 CG Frill 0.19 0.99 - 0.99 - 2.00 - 2.95 -0.19 - 1.39 L> Fnn 0.41 2.34 - 2.67 - 4.75 6.41 -0.41 - 2.95 <L Frm 0.41 2.34 - - 2.67 - 4.75 - - 6.41 -0.41 - 2.95 ASL^ Frm 0.48 0.43 - 1.94 - - 1.12 - - 3.35 -0.48 - 3.28 ^ASL Fnn -0.07 1.91 - 0.73 - 3.63 - - 3.06 0.07 - -0.33 SMS> Frm 0.61 3.11 3.10 - - 6.26 - 9.21 -0.61 - 4.36 <SIVIS Frill 0.61 3.11 - - 3.10 6.26 - - 9.21 -0.61 - 4.36 US I* Frnn 0.43 1.24 - - -0.10 - 1.82 - 8.28 -0.43 - 3.06 *USI Frm 0.10 1.58 - 2.69 - 6.59 - - 2-67 -0.10 0.77 W2> Frm -4.65 -5.78 - 1.08 - -4.96 - - -3.70 -0.92 - -0.91 <W2 Frm 2.63 2.88 - -4.86 - -1.97 - -6-81 2.94 - -3.50 WPL Frm 0.53 -3.97 - -0.31 - -3.95 - - -958 -1.04 - -5.37 WPR Frm 1.72 -2.76 - -4.53 - -6.83 - -5.75 -L20 - -3.31 MW Frm - _ - - - - MW Frm 2.33 4.22 -4.20 -0.06 - 2.18 - 0.03 MW Fmi MW Frm -4,05 -3.55 3.80 - - -0.13 - -0.59 -0.47 - 0.47 CU Frm - - - - - - - W 1> Frm -3.94 -7.17 3.13 0.22 - 4.46 -7.01 - 5.97 -6.56 -1.63 - -2.66 <W I Frill 3.33 1.48 - -2.81 -5.73 -4.02 -4,02 -5.28 -9.67 2.23 - -5.25 L Frm 0.41 2.34 - - 2.67 - - 4.75 6.41 -0.41 - 2.95 S Frm 0.42 2.15 - - 2.15 - - 4.34 - - 6.38 -0.42 - 3.02 E> Frm -2.59 -4.55 0.07 4.55 - 0.11 - 0.14 -0A4 -0.53 - 0.44 EG+ Frm 0.05 0.24 - 0.24 - - 0.48 - 0.71 -0.05 0.34 <E Frm 2.59 4.55 -0.07 -4.55 - -0.11 -0.14 0.44 0.53 -0.44 EG- Fro 405 -0.24 - -0.24 - - -0.48 - - -0.71 0.05 -0.34 WB I> Brc 0.23 0.42 -0.42 - - - -0.04 -0.23 -7.13 -6.06 <WB I Brc -0.08 -0.14 0.12 - 0.04 - -0.09 0.08 6.13 WB3> Brc 0.25 0.45 -0.46 - - - -0.04 -0.25 -7.69 -6.57 <WB3 Brc -0.08 -0.15 0.14 0.04 - -0.10 0.08 6.67 File: Dungeness Gear Works Inc. Version:2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 80 of 91 • r S 1 1 ::I 'r � I a � 1 • Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 1 l of 21 M\VB Brc 0.22 0.40 -0.40 - -0.03 -0.22 -6.93 -5,74 \IWB l3rc - - - - - M\VB Brc -0.07 -0 13 0.12 0 04 -0 09 0.07 5.53 MWB Brc - - - - EB> Brc 0.30 0.54 - -0.55 0.01 - -0.05 -0.30 -9.27 -7.54 <E13 Brc 0.10 -0.1 S - 0.16 0.05 - -0.12 0.10 - 7.95 SMS Frm 0.61 3.11 3.10 6.26 9.21 -0.61 - 4.36 Maximum Combined Reactions Summary N%ith Factored Loads-Framing Note:All reactions ore based on hit order smiclura mak sis. -Loc Grid I-Irz loll Load Ilrz Rieht Load I-Irz In Load I-Irz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cc« Load (-FIX) Case (FIX) Case (-Hz) Case (IIz) Case (-Vy) Case (Vy) Case (-iNIzz) Case (\4zz) Case (k) W (k) (k) (k) (k) On-k) On-k) 0/0/0 I-F 2.52 12 2.74 71 - - - - 3.97 83 6.09 71 131010 I-E - - - - 1.69 21 1.88 20 4.11 75 5.91 79 - - 28/0/0 I-D - - 2.41 21 2.68 20 3.64 20 9.54 11 - 52/0/0 1-C - - 3,17 21 3.52 20 5.00 61 13.50 8 - - 80/0/0 I-A L.12 30 1.49 13 1 8.44 1 68 7.06 1 74 1 9.70 1 78 Bracin X-Loc Grid Ihscri lion 80/0/0 1-A Dim_,anal bracing at base is attached to column. Reactions ARE included with Framc reactions. File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings Nol-th America, Inc. Page 81 of 91 ., t. I Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 12 of 21 Wall: 4, Frame at: 25/0/0 D shm Load Combinations-Framin No. Origin Factor :\11111ica0wai Deseri lion I System 1.000 1.0 D+ 1.0 CG+ 1.0 SMS> D+CG+Si\,IS> 2 System 1.000 1.0 D+ 1.0 CG+1.0<SMS D+CG+<SMS 3 System 1.000 I.0D+ I.0CG+ 1.0USI* D+CG+USI* 4 System 1.000 I.0D+ I.0CG+ 1.0*US I 1)+CC,+*US 1 5 System 1.000 1.0 D+ 1.0 CG+0.6 W2> D+CG+W2> 6 System 1.000 1.0 D+ 1.0 CG+0.6<\1.2 D+CG+<W2 7 System 1.000 1.0 D+ 1.0 CG+0.6 WPL D+CG+WPL S System 1.000 1.0 D+ 1.0 CG+0.6 WPR D+CG+WPR 9 System 1.000 0.6 MW MW-Wall: I 10 System 1.000 10.6 MW MW-Wall:2 11 System 1.000 0.6 MW MW-Wall:3 12 System 1.000 0.6 MW MW-Wall:4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6 D+0.6 CU+0.6<W1 D+CU+<W1 15 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 16 System 1.000 0.6 D+0.6 CU+0.6 WPR D+CU+WPR 17 System 1.000 1.0D+ I.0CG+0.75S+0.45WI> D+CG+S+W1> Is System 1.000 I.0D+ I.0CG+0.75S+0.45<WI D+CG+S+<WI 19 System 1.000 LO D+ 1.0 CG+0.75 S+0.45 W2> D+CG+S+W2> 20 System 1.000 1.0 D+ 1.0 CG+0.75 S+0.45<W2 D+CG+S+<W2 21 System 1.000 1.0 D+ I.0 CG+0.75 S+0,45 WPL D+CG+S+WPL 22 System 1.000 I.0D+ I.0CG+0.75S+0.45WPR D+CG+S+WPR 23 System 1.000 1.0 D+ 1,0 CG+0.91 E>+0.7 EG+ D+CG+E>+EG+ 24 System 1.000 I.0 D+ 1.0 CG+0.9 l <E+0.7 EG+ D+CG+<E+EG+ 25 System 1.000 0.6 D+0.6 CU+0.91 E>+0.7EG- 1)+CU+E>+EG- 26 System 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- 35 System Derived 1.000 I.0D+ I.0CG+0.6WPIZ+0.6WB1> D+CG+WPR+WB1> 36 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6WB1> D+CU+WPR+WBI> 37 System Derived 1.000 I.0D+ 1.0CG+0.75S+0.45 WPR+0.45WBI> D+CG+S+WPR+WBI> 33 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPR+0.6<WB 1 D+CG+WPR+<\VB 1 39 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6<WBI D+CU+WPR+<WBI 40 System Derived 1.000 1.0D+ I.0CG+0.75S+0.45 WPR+0.45<WBI D+CG+S+WPR+<WB1 41 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 42 System Derived 1,000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 43 System Derived 1.000 1.0 D+ 1.000+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+WPL+WB3> 44 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6<WB3 D+CG+WPL+<WB3 45 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6<WB3 D+CU+WPL+<WB3 46 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WPL+0.45<WB3 D+CG+S+WPL+<WB3 47 System Derived 1.000 0.6 MWB MWB-Wall: 1 43 System Derived 1.000 0.6 MWB MWB-Wall:2 49 System Derived 1.000 0.6 MWB MWB-Wall:3 50 System Derived 1.000 0.6 MWB MWB-Wall:4 51 System Derived 1.000 1.0 D+ 1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 52 System Derived 1.000 1.0 D+ 1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 53 System Derived 1.000 I A D+ 1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 54 System Derived 1.000 1.0 D+ 1.0 CG+0.91 <E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 55 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> D+CU+E>+EG-+EB> 56 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273 EB> D+CU+E>+EG-+EB> 57 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 53 System Derived 1.000 0.6 D 1-0.6 CU+0.91 <E+0.7 EG-+0.273 EB> D+CU+<E+EG-+EB> 61 System Derived 1.000 1.0 D+ 1.0 00+0.273 E>+0.7 EG++0.91 <EB D+CG+E>+EG++<EB 62 System Derived 1.000 1.0 D+ 1.0 CG+0.91 E>+0.7 EG++0.273<EB D+CG+E>+EG++<EB 63 System Derived 1.000 1.0 D+ 1.0 CG+0.273<E+0.7 EG++0.91 <EB D+CG+<E+EG++<EB 64 System Derived 1.000 1.0 D+ 1.0 CG+0.91 <E+0.7 EG++0.273<EB D+CG+<E+EG++<EB 65 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91<EB D+CU+E>+EG-+<EB 66 System Derived 1.000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 67 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91 <EB D+CU+<E+EG-+<EB 63 1 S'slclnDerived 1 1.000 10.6D+0.6CU+0.91 <E+0.7 EG-+0.273<EB ID+CU+<E+EG-+<EB File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 82 of 91 - i r. Date: 12/26/2019 a . Dungeness Reae ions Time: 12:07 PM Page: 13 of 2 I Nall: 4, Frame at: 25/0/0 Frame ID:Rigid Frame Frame Typc:Rigid Frame Q vy V Hx Hx ti Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-Unfactored Load'l'% a at Frame Cross Section:2 Type Exterior Column Exterior Column X-Loc 0/0/0 80/0/0 Grid I -Grid2 2-F 2-A Base Plate W x L(in.) 8 X 13 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Dian. (in.) 4- 1.000 4- 1.000 Column Base Elev. 100'-0" 100'-0" Load Type Desc. 1-Ix Hz Vv Fix Hz Vv D Frm 2.31 - 4.23 -2.31 4.26 - CG Frill 4.93 - 7.84 -4.93 - 7.84 - SN/1S> Frn 15.42 - 24.50 -15.42 24.50 <SIvIS Frill 15.42 - 24.50 -I5.42 24.50 us]* Frm 8.83 - 9.80 -8.83 17.12 *us[ Frm 9.28 17.12 -9.28 - 9.80 - W2> Frn -1 Ll6 - -12.29 3.14 - -6.14 <W2 Frill -3.18 - -6.14 11.19 -12.28 - WPL Frm -7.73 -15.66 7.04 -19.55 - WPR Frn -7.32 - -19.57 8.01 -15.65 _ MW Frill - - - MW Frm 2.15 1.16 6.34 - -1.16 MW Fnn - MW Frn -6.02 -1.16 2.47 - 1.16 Cu Frm - WI> Fnn -14.42 -20.69 6.41 -14.53 - <WI Fnn -6.44 -14.54 14.46 -20,68 S Frm 10.68 16.98 -10.68 16.98 E> Frm -2.75 -1.50 -3.12 1.50 EG+ Fnn 1.19 1.89 -1.19 1.89 - <E Frill 2.75 1.50 3.12 -1.50 F..G- Frm -1.19 -1.89 1.19 -1.89 - WB l> We -0.03 -7.70 -6.35 0.03 - 6.17 - <WBI Brc -0.05 - 6.38 0.05 7.13 -6.14 WB3> Brc -0.04 -7.15 -6.00 0.04 - 6.68 - - <WB3 Brc -0.04 6-00 0,04 7.68 -6.68 - - MWB Bre -0,03 -6.94 -5.63 0.03 - 5.84 - MWB Brc - - - MWB Brc -0.04 5.63 0.04 6.92 -5.84 - - MWB Brc - - - - EB> Brc -0.04 -9.29 -7.67 0.04 - 7.98 - - File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 83 of 91 ' 1 Date: 12/26/2019 t . Dungeness Reactions Time: 12:07 PM Page: 14 of 21 — <EB I Brc I -0 06 I I?.69 10.06�I U7 I -796 I SMS Fria I i.4_ 24.30 I"•1_f a,i0 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based on I st order structural anal%sis. X-Loc Grid Llrz left Load Hrz Right Load I-Irz In Load llrz Out Load Uplift Load Vrt Down Load Mom cte Load Mom cc%e Load (-LLX) Case (Flx) Case (-Hz) Case (1-Iz) Case (-Vy) Case (Vy) Case (-Nlzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 2-F 7,26 13 22.66 1 8.46 51 - - 13.01 36 36.57 1 - 80/0/0 2-A 22.66 1 7.29 14 8.43 61 13.18 45 36.60 I Bracing X-Loc Grid 13escri tion 0/0/0 2-F Diagonal bracing at base is attached to columm. Reactions ARE included with frame reactions. 80/0/0 2-A Diaeonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 84 of 91 I ;. . ; .. _ , . „- J �: ,;7 Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 15 of 21 Wall: 4, Frame at: 50/010 France ID:Rigid Frame Frame Type:Rigid Frame Q VA, VY Hx �ti ti Values shown are resistine forces of the foundation. Base Connection Design is Based on 3000.00 (psi)Concrete Reactions-lInfactored Imad Ty ant Frame Cross Section:3 Type Exterior C0lunui Exterior Column X-Loc 0/0/0 80/0/0 Grid I -Grid2 3-17 3-A Base Plate W s L(in.) 8 X 13 8 X 13 Base Plate Thickness(in.) 0.375 0.375 Anchor Rod Qty/Dian. (in.) 4- 1.000 4- 1.000 Column Base Elev. 100'-0" 100'-0" Load Tv c Dese. FIX I Hz I Vv Ulx Vy D Fnn 2.31 4.23 -2.31 4.26 - - CG Fnn 4.93 - 7.84 -4.93 7.84 - - SMS> Frm 15.42 - 24.50 -15.42 24.50 - - <SMS Frnt 15.42 - 24.50 -I5.42 24.50 - - uSl* Frm 8.83 - 9.80 -8.83 17.12 - - *IISI Frm 9.28 17.12 -9.28 9.80 - W2> Frm -1 1.16 . -12.29 3.14 -6.14 - - <W2 Frm -3.18 - -6.14 11.19 -12.28 - - WPL. Frn -7.73 - -15.66 7.0-1 -19.55 - WPR Frm -7.32 - -19.57 8.01 -15.65 - - n4 W Frm M\V Frm 2.15 1.16 6.34 -1.16 - - - MW Frm - - - - MW Frm -6.02 -1.16 -2.47 1.16 - - Cu Frm - Wl> Frm -14.42 -20.69 6.41 -14.53 - - <\VI Frm -6.44 - -14.54 14.46 -20.68 - - - S Frm 10.68 - 16.98 -10.68 16.98 E> Frm -2.75 - -1.50 -3.12 1.50 - - EG+ Frm 1.19 - 1.89 -1.19 1.89 - - <E Frm 2.75 - 1.50 3.12 -1.50 - - EG- Frm -1.19 - -1.89 1.19 -1.89 - WBI> Brc -0.10 6.33 0.10 -0.06 - - <W B I Brc 0.13 7.70 -6.36 -0.13 0.06 - - WB3> Brc -0.09 - 5.97 0.09 -0.05 <WB3 Brc 0.12 7.15 -5.97 -0.12 0.05 MWB Brc -0.09 - 5.60 0.09 -0.05 MWB Brc - - - M W B Brc 0.1 1 6.94 -5.61 -0.11 0.05 MWB Brc - - EB> Brc -0.12 7.64 0.12 -0.07 - File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 85 of 91 i Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 16 of 21 <E[3 L3rc I 0.I 9.30 -7.66 -0.1 i 0.07 1 SiyIS I Fri I�.d2 1 24.50 1 -15. 2 I 24.,;11 I 1 1 Maximum Combined Reactions Suimary hhith Faetored Lards-Framing Note:All reactions arc based on I st order struciiiral auadv,is. X-Loc Grid I Irz left Load Flrz Right Load Flrz In Load Flrz Out Load Uplift Load Vrt Down Load Mom esv Load Mom cew Load (-l-Ix) Case (Flx) Case (-Flz) Case (Hz) Case (-Vy) Case (Vy) Case (-NIzz) Case (iVlzz) Case k) (k) (k) (k) (k) (k) (in-k-) On-k) 0/0/0 3-F 7.26 13 22.66 1 8.46 61 13.01 39 36.57 1 - - 80/0/0 3-A 22.66 1 729 Id - 9.35 14 36,60 1 - - Bracing X-Loc Grid Description 0/0/0 3-F Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 86 of 91 it • • • • � �� � • � -• • � �_ 1' �, � • • • f5 • • • , • • F'1 Ali IAW Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 17 of 21 Nall: 4, Frame at: 74/0/0 Desis n Load Combinations-Framiar, No Origin Factor �%1plicutiuu Description I System 1.000 1-0 D+1.0 CG+ 1.0 L> 1)+CG+L> 2 System 1.000 LO D+ 1.0 CC;+ 1.0<L D+CG+<l, 3 System 1.000 1.0 D+ 1.0 CG+ 1.0 ASL^ D+CG+ASL^ 4 System 1.000 1.0 D+ 1.0 CG+ I.0^ASI. D+CG+^ASL 9 System 1.000 1.0 D+ LO CG 4- 1.0 SMS> D+CG+SNIS> 10 System 1.000 I.0D+ 1.0CG+ 1.0<SMS D+CG+<SMS II System 1.000 I.0D+ I.000+ 1.0USI* D+CG+USI* 12 System 1.000 I.0D+ I.0CG+ LO*LJSI D+CG+*US 1 13 System 1.000 1.0 D+ LO CG+0.6 N112> D+CG+W2> 14 System 1.000 1.0 D+ 1.0 CG+0.6<W2 1)+CG+<W2 15 System 1.000 1.0D+ 1.0CG+0.6WPL D+CG+WPL 16 System 1.000 I.0D+I.0CG+0.6WPR D+CG+WPR 17 System 1.000 0.6 MW MW-Wall: I 18 System 1.000 0.6 MTV MW-Wall:2 19 System 1.000 0.6 MW MW-Nall:3 20 System 1.000 0.6 MW jvIW-Wall:4 21 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 22 System 1.000 0.6 D+0.6 CU+0.6<W I D+CU+<WI 23 System 1.000 0.6 D+0.6 CU+0.6 WPL D+CU+WPL 24 System 1.000 0,6 D+0,6 CU+0.6 WPR D+CU+WPR 25 System 1.000 1.0D+ 1.0CG4-0.75L+0.45WI> D+CG+L+WI> 26 System 1.000 1.0 D+ 1.0 CG+0.75 L+0.45<W I D+CG+L+<WI 27 System 1.000 1.0 D+ LO CG+0.75 L+0.45 W2> D+CG+L+W2> 28 System 1.000 LO D+ 1.0 CG+0.75 L+0.45<W2 D+CG+L+<W2 29 System 1.000 I.0D+ I.0CG+0.75 L+0.45 WPL D+CG+L+Will, 30 System 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPR D+CG+L+WPR 31 System 1.000 I.0D+ I.0CG+0.75S+0.45WI> D+CG+S+WI> 32 System 1.000 I.0D+ I.0CG+0.75S+0.45<WI D+CG+S+<WI 33 System 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 W2> D+CG+S+W'2> 34 System 1.000 1.0 D+ 1.0 CG+0.75 S+0,45<W2 D+CG+S+<W2 35 System 1.000 I.0D+ LOCG+0.75S+0.45WPL D+CG+S+WPL 36 System L000 1.0 D+ 1.0 CG+0.75 S+0.45 WPR D+CG+S+WPR 37 System 1.000 LOD+ I.0CG+0.91 E>+0.7EG+ D+CG+E>+EG+ 38 System 1.000 LO D+ 1.0 CG+0.91 <E+0.7 EG+ D+CG+<E+EG+ 39 System 1.000 0.6 D+0.6 CL1+0.91 E>+0.7 EG- D+CU+E>+EG- 40 System 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG- D+CU+<E+EG- 49 System Derived 1.000 I.0D+ I.0CG+0.6 WPR+0.6W1> D+CG+WPR+W'BI> 50 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6WBI> D+CU+WPR+WBI> 51 System Derived 1.000 I.0D+ I.0CG+0.75 L+0.45 WPR+0.45 WBI> D+CG+L+WPR+WBI> 52 System Derived 1.000 I.0D4- 1.0CG+0.75S+0.45 WPR+0.45WBI> D+CG+S+WPR+WBI> 53 System Derived 1.000 1.0 D+ 1.0 CG+0,6 WPR+0.6<WB l 1)+CG+WPR+<WlI1 54 System Derived 1.000 0.6D+0.6CU+0.6 WPR+0.6<W131 D+CU+WPR+<WBI 55 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPR+0.45<WB I D+CG+L+WPR+<WB 1 56 System Derived 1.000 I.OD+ 1.0CG+0.75S+0.45 WPR+0.45<WBI D+CG+S+WPIZ+<WBI 57 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6 WB3> D+CG+WPL+WB3> 58 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB3> D+CU+WPL+WB3> 59 System Derived 1.000 LO D+ 1.0 CG+0.75 L+0.45 WPL+0.45 W133> D+CG+L+WPL+W133> 60 System Derived 1.000 1.0 D+ 1.0 CG+0.75 S+0.45 WPL+0.45 WB3> D+CG+S+Will,+WB3> 61 System Derived 1.000 1.0 D+ LO CG+0.6 WPL+0.6<WB3 D+CG+WPL.+<WB3 62 System Derived 1.000 0.6D+0.6CU+0.6WPL+0.6<kV133 D+CU+WPL+<WB3 63 System Derived 1.000 I.0D+ I.000+0.75L+0.45 WPL+0.45<WB3 D+CG+L+WPL+<W13; 64 System Derived 1.000 LOD+ I.0CG+0.75S+0.45WPL+0.45<WB3 D+CG+S+WPL+<WB3 65 System Derived 1.000 0.6 MWB MWU-Wall: 1 66 System Derived 1.000 0.6 MWB XMI-Wall:2 67 System Derived 1.000 0.6 MWB MWII-Wall:3 68 System Derived 1.000 0.6 NIWB NIWB-Wall:4 69 System Derived 1.000 1.0 D+ 1.0 CG+0.273 E>+0.7 EG++0.91 EB> D+CG+E>+EG++EB> 70 System Derived 1,000 1.0 D+ 1.0 CG+0.91 E>+0.7 EG++0.273 EB> D+CG+E>+EG++EB> 71 System Derived 1.000 1.0 D+ 1.0 CG+0.273<E+0.7 EG++0.91 EB> D+CG+<E+EG++EB> 72 System Derived 1.000 1.0 D+ 1.0 CG+0.91 <E+0.7 EG++0.273 EB> D+CG+<E+EG++EB> 73 System Derived 1.000 0.6 D+0.6 CU+0.273 E>+0.7 EG-+0.91 EB> L)+CU+E>+EG-+EB> 74 System Derived 1.000 .6D+0.6CU+0.91E>+0.7 EG-+0.273EB> 1)+CU+E>+EG-+EB> 75 System Derived 1.000 0.6 D+0.6 CLJ+0.273<E+0.7 EG-+0.91 EB> D+CU+<E+EG-+EB> 76 System Derived 1.000 0.6 D+0.6 CU+0.91 <E+0.7 EG-+0.273 EB> 17+CU+<E+EG-+EB> File: Dungeness Gear Works Inc. Version: 2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 87 of 91 i Date: 12/26/2019 1 Nk F'�. Dungeness Reactions Time: 12:07 PM Page: 18 of 21 79 System Derived 1,000 I.0D+ 10CG+0.273E>+0.7EG++0.91 <EB D+CG+E>+EG++<EB SO System Derived 1,000 1 0 D+ 1.0CG+0.91 E>+0.7 EG++0.273<E1.3 D+CG+E>+EG++<EB 81 System Derived 1.000 1.0 D+ 1-0CG+0.273<E+0.7 EG++0.91 <EB D+CG+<E+EG++<EB 82 System Derived 1.000 I.0D+ I.0CG+0.91 <E+0.7EG++0.273<EB D+CG+<E+EG++<EB 83 System Derived 1.000 0.6 D+0.6CU+0.273 E>+0,7 EG-+0.91 <E13 D+CU+E>+EG-+<EB 84 System Derived 1,000 0.6 D+0.6 CU+0.91 E>+0.7 EG-+0.273<EB D+CU+E>+EG-+<EB 85 System Derived 1.000 0.6 D+0.6 CU+0.273<E+0.7 EG-+0.91<EB D+CU+<E+EG-+<EB 86 SyslemMrived 1 1.000 0.6D+0.6CU+0.91 <E+0.7E'G-+0.273<EB D+CU+<E+EG-+<ED File: Dungeness Gear Works Inc. Version:2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 88 of 91 Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM Page: 19 of 21 Wall: 4, Frame at: 74/0/0 Frame ID:Post&, Bcam Framc Type:Post Beam Vy Vy Vy V Vy i Hx Hx Hx Hx Hx Hx Values shown are resisting forces of the foundation. Base Connection Desien is Based on 3000.00 (psi)Concrete Reaclions-Unflclored Load Type at Frame Cross SCclion:4 Type Exterior Column Interior Column Interior Column Interior C0lunnn Interior Column X-Loc 0/0/0 13/0/0 28/0/0 52/0/0 67/0/0 Grid I -Grid2 4-F 4-E 4-D 4-C 4-13 Base Plate W x L(in.) 8XII 8X11 8X11 8X11 8 X I I Base Plate Thickness(in.) 0.375 0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.7i0 4-0.750 COlnnnn Base Elm 100'-01, 100'-01, 100'-01, 1 100'-01, 100'-01, Load Type Desc. FIX Vv Flx I-Iz Vv fix IIz Vv Fix I Iz Vv FIX 1-Iz I Vv D Frill 0.39 - 0,65 - 1.03 1.03 0.65 CG Frill 0.63 1.31 - - 2.22 2.22 1.31 L> Frill 1.56 3,37 - - 5.17 5.17 3.37 <L Frill - 1.56 - 3.37 - - 5.17 5.17 3.37 ASL^ Frill -0.28 2.34 "85 - 1.85 2.34 ^ASL. Frill - 1.84 - 1.03 3.33 - 3.33 1.03 SMS> Frill - 1.97 4.10 6.95 - 695 - 4.10 <SN-IS Frill - 1.97 - 4.10 - - 6.95 - 6.95 4.10 US I* Frill - 0.48 - 0.51 - - 2.39 - 6.60 - - 2.99 *U S I Frill - 1.34 2.99 - 6.60 - 2.39 0.51 w2> Frill -2.22 -1.32 -3.39 - -5.08 - -2.70 -1.08 <W2 Frill 0.67 -0.70 - - -1.08 - - -2.70 - - -5.08 -3.39 WPL Frill 1.93 -1.45 - - -2,62 - -4.72 - - -7.10 - -4.95 WPR Frill 1.93 2.32 - - -4.95 - - -7.10 - -4.72 -2.62 N9w Frill - - - - - - NIW Frill - - 0,05 - - -0.14 -0.15 - 0.06 rvi W Frill - - - - - Mw Frill -198 0.19 - - 0.06 -0.15 - -0.14 - 0.05 CU Frill - - - - - - - - - WI> Frill -1.16 -2.07 3.13 -4.87 4.48 -7.31 4.48 -4.93 - 3,13 -2.55 <WI Frm 1.73 -1.45 -2.82 -2.55 -4.03 -4.93 -4.03 -7.31 - -2.82 -4.87 L Frill - 1.56 - 3.37 - 5.17 - 5.17 - - 3.37 S Frm - 1.37 - 2.84 4.82 - 4.82 - 2.84 E> Frill -0.06 - 0.07 - 0.10 - 0.10 - 0.07 - EG+ Frill - 0.15 - 0.32 - 0.54 - 0.54 0.32 <E Frill 0.06 - -0.07 - -0.10 - -0.10 - -0.07 - EG- Frill - -0.15 - - -0,32 -0.54 - -0.54 -0.32 WBI> Brc - 2.95 -4.40 - 4.40 0.02 - - - <wB I Brc - 0.01 4.15 -2.94 - -4.15 - - - - WB3> Brc - 2.95 -4.46 - 4A5 0.02 - - <WB3 Brc 0.01 - 4.19 -2.94 - -4.20 - - - - File: Dungeness Gear Works Inc. Version:2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 89 of 91 i •� 'I Date: 12/26/2019 ,A;7 Dungeness Reactions Time: 12:07 PM Page: 20 of 21 MWB Brc - - - - - - 641VB Brc - 3 26 -2.35 -3.26 - - iN,IWB Brc - - - - - - MW'B Brc - 2.35 -3.46 - 3-46 - 0.01 - EB> Brc - - 3.11 -4.65 - 4.65 - 0.02 - <EB Brc - 0.01 - 4.38 -3.11 -4.39 - - - - - Frill 1.97 4.10 693 - 6.95 - 4.10 Type Exterior Column -Loc 80/0/0 Grid I -Grid2 4-A Base Plate W x L(in.) 8\ I I Base Plate Thickness(in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Colunm Base Elev. 100'-0" Load Type Dcsc. fix Vv D Frill 0.39 - - CG Frill - 0.63 - - - L> Frill - 1.56 - <L Frill - 1.56 ASL^ Frill - -0.28 ^ASL Frill - 1.84 - SMS> Frill - 1.97 - <SMS Frill - 1.97 - - US I* Frm - 1.34 = - *USI Frill - 0.48 - W2> Frill -0-67 -0.70 - <W2 Frm 2.22 -1.32 - - WPL Frill -1.93 -2.32 WPR Frill -1.93 -1.45 - - MW Frill - - NIW Frill 1.98 0.19 - - MW Frill - - - M W Frill - - CU Frill - - - - Wl> Frill -1.73 -1.45 - - <W I Frill 1.16 -2.07 - - l. Frill - 1.56 - S Frill - 1.37 - E> Frill -0.07 - - EG+ Frill 0.15 - <E Frill 0.07 - EG- Frill - -0.15 WBI> Brc - - <WBI Brc - - - WB3> Brc - - - <WB3 Brc - - MWB Brc - - - MWB Brc MWB Brc MWB Brc - EB> Brc <EB Brc - - SMS Frill - 1.97 Maximum Combined Reactions Summary with Factored Loads-Framing Note:All reactions are based oil Ist order structural anahsis. t-Loc Grid 1-frz left Load I-Irz Ri,-ht Load I frz In Load Ffrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom cm Load (-fix) Case (Fix) Case (-Hz) Case (LIZ) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 4-F 1.33 13 1.16 15 - - - - 1.15 24 3.00 9 - 13/0/0 4-E - - 2.80 69 1.69 22 1.88 21 5.22 50 6.17 79 - - - 28/0/0 4-D 2.80 79 - - 2.42 22 2.69 21 6.13 54 10.20 9 - 52/0/0 4-C - - - - 2.42 22 2.69 21 3.77 22 10.20 9 - - File: Dungeness Gear Works Inc. Version:2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Page 90 of 91 ';7 Date: 12/26/2019 Dungeness Reactions Time: 12:07 PM • Page: 21 of 21 80/0/101 14-A I 1.16 I 15 1 1.33 I 14 I 1.69 1 22 I 1.38 121 I 1.15 123 l 3.00 19 111wio X-Loc Grid Description 13/0/0 4-E Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 28/0/0 4-D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Dungeness Gear Works Inc. Version:2019.2a Varco Pruden Buildings is a division of BlueScope Buildings North America,Inc. Page 91 of 91 5/14/2020 OneNote May Meeting Monday,February 10,2020 5:10 PM ABCWashington .�'iWestern Associated Builders and Contractors Associated Builders and Contractors of Western Washington Professional Development Council Meeting Log May 14,2020, 11:00-12:30pm ABC Conference Room, Bellevue (Zoom 896-716-6110) Members Travis Hull(chair),Tim GaFpeAteF, Ghfis Imbeau, David Rynewson, Mike YGFe, KathFy^ HewMz Yu He,Gindy Axihelm, HeatheF WaliOF,jeFeFfly ARdeF Dominic Spadaro,AwbFey Rosenfield Guests Staff Wendy Novak, Michelle Dallas StfikethMugh names not present Council Goals 1.)Ensure all current programs and resources are valuable, innovative,and relevant. Goal Actual • Weekly Remote Business Forum meets these goals because it is a direct response the needs of our members during the COVID-19 pandemic. • COVID-19 Resources Page **Right now PDC is serving members by providing timely resources and remaining flexible. 2.)Identify and implement three new leadership offerings for our members Goal Actual • Weekly Remote Business Forum • Evolution from Weekly Remote Business Forum to Builder Chat Discussion Topic Presenter 11:00 Welcome and Introductions Travis/MD/WN • We are working through the unknowns and remaining as agile as possible • ABC member survey discussion? Notes: Members keeping busy with resources,providing PPE,working on helping business with PPP(program) and generally noticing a steady increase in activity.There is a lot of energy and concern surrounding Phase 2,compliance,and being able to be open again when the time comes. Providing tools to help members lead their staff when it is time to return to work: • Through the use of professional partners?MD will send link Survey: Let's keep our ears open to what members need,what they are asking for and what they respond well to. • Should we run a survey again in order to get fresher information? • If so,when and how? • Milwaukee:a lot of industry professionals have been looking for PPE https://abcwestwa.sharepoint.com/sites/ABCTeam/_layouts/15/Doc.aspx?sourcedoc={cdfad544-4bd4-410d-8afc-c89ebe75da0a)&action=edit&wd=tar... 1/4 _ .. b• :� 5/14/2020 OneNote 11:15 What Tools Do Our Members Still Need to Be Open? Travis/All How can we continue to provide resources without overwhelming members?Put ourselves in the shoes of our members.This what we have been doing to respond that past few weeks,what still needs to be done? 1. Pointing members to resources regarding: PPE o Thermometers o Masks o Wipes/Sanitation o A lot of companies have put orders out and long wait periods. People are looking to be pointed in the right direction. Finding issue with limited supplies.There are often limitations on how many units people can acquire per organization. 2. New guidelines—Phase 1 plan—Are we covering everything when communicating to our members? 3. Phase 2—Are members going to be ready?Where can we assist(this is mainly a Safety Council concern but good to check). COVID-19 Control Plan—Making sure that members have constant access.Via Safety Roundtables, NOM, Website.Tony has been constantly reviewing and updating the plan. 5. Professional partners who supply stuff and can help members efficiently.(Sent email regarding services and products). Need to continue highlighting member resources and professional partners. 6. Leadership in a Challenging Environment courses with Insperity—They are willing to open up their educational portal on a monthly basis to ABC members. Is there any interest in distributing this? Insperity is sharing HR and leadership training portal with members.Do we want ABC-specific member webinars?There is so much information out there that it is difficult to get members to respond.ABC National has been providing webinars including Frankling Covey. 7. Four webinars on Franklin Covey—These are available via National and News of Merit 8. Human Resources Roundtable—Falls under PDC or generally, professional development, mental health, etc. Need to settle on date for speakers but other than that,we are set.We need to get more granular: delve into the trades,etc.We need to be okay with lower attendance at the beginning of these events to give time for information to spread via word of mouth. 9. Do we want to bring back the Technology in Construction Panel event that was postponed at the beginning of the COVID crisis? a. Important because being able to complete work or connect without direct contact will be crucial in the coming months. b. Technology in all sorts should be presented and/or discussed. What can we be doing to fill in gaps?There is a huge overload of virtual meetings,webinars, and online sessions and people are burning out. Getting information out to members:we are working on having more than just one stakeholder or primary contact per organization.When the primary stakeholder leaves,we lose that opportunity and connection.People are tired of virtual meetings and digital resources. App-utilizing ABC Microsoft 365 resources is a potential option. Bringing back the Technology panel that was postponed?WN will ask Arcade to work with Builder Chat crew to see if there is anything they are struggling with • Cloud-based software?Procore,etc. • Apps for tracking health-related issues • Peer group-style information-sharing. Addressing the lagging effects of the quarantine and recession.We should be looking down the road and thinking about how the things happening today effect the future. 11:45 Weekly Remote Business Forum—Update and How it's Going Travis/Wendy/ Janessa • In response to feedback,we changed the forum up a bit by shortening it and changing the name to Builder Chat. • Builder Chat focus: even since it was created a few weeks ago, it has changed in nature.What does the future look like for this peer group?We need to remain agile when it comes to providing resources, and information—even make sure that we are looking ahead. o Do we need more subject matter experts? o Need feedback from council on staying current https://abcwestwa.sharepoint.com/sites/ABCTeam/—layouts/I 5/D oc.a s px?s o urced oc={cdfad 544-4bd4-410d-8afc-c89ebe75da 0a)&action=edit&wd=tar... 2/4 I 5/14/2020 OneNote Need to keep measuring to see if people are utilizing resources 12:00 YPG Committee: Update Michelle/ MD • YPG Virtual Happy Hour:Addressing Communication Gaps—June 24th 5-6:30 p.m. • We still need young professional and seasoned professional panelists 12:10 Event Calendar Review Janessa/AII • Rising Star Program has been postponed until 2021 so that we can re-evaluate, revamp,and relaunch. • Review of remaining 2020 calendar • Begin planning 2021 calendar(Where does Rising Star Program and Franklin Covey fit?) Update: In-person events have been canceled this summer.We need to continue providing value to partners even if we are not having events.This is crucial for next year and asking them to renew again. Membership will be handling a majority of this but we should keep in mind. Partner value:through introductions(targeted and make sense mutually) 12:20 3-5 Year Goal Discussion(Setting Aside for Now,Accred. Postponed) Travis/All • We do however, have an obligation to report to the board on what our plans are for the future.This update is expected in June. 12:25 Next meeting date:June 18th 1 11:00 a.m.-12:30 p.m. Travis Feedback:greater participation will help us in the future.We understand that people are dealing with other priorities at the moment but we should continue to aspire to more engagement. We need to re-create who we are and what ABC will be like in the next decade. 12:30 Adjourn Travis Action Items from Past Meetings Item Owner Due Date National strategic plan(happening on 16th)-will be useful to our planning. Set 3-5 Year Goals Board report from PDC(to be scheduled after meeting) Current Action Items Item Owner Due Date What technology resources and trainings do we need to provide to members? WN&Arcade June 18 Need to ask Arcade about asking Builder Chat attendees what they are struggling with technology-wise. Developing Human Resources Roundtable:Get more granular with member WN&Travis(With help of June 18 needs when it comes to HR resources council) Insperity Portal? WN to ask MD to send link June 18 Board Report WN/MD/Travis Due Jun Continue highlighting member and partner resources MD June 18 Next Meeting Date/Time: Thursday, June 18 1 11:00 a.m.-12:30 p.m. The above minutes will be recorded as correct unless notified within 24 hours of distribution ABC Advances the principles of free enterprise and merit in the construction industry and provides members and their employees with opportunities to succeed by promoting safe,quality, sustainable construction. https://a bcwestwa.s hare point.com/s ites/ABC Team/_layouts/15/D oc.as px?sourced oc={cdfad 544-4bd4-410d-8afc-c89ebe75d a Oa)&actio n=ed it&wd=tar... 3/4 5/14/2020 OneNote https://abcwestwa.sharepoint.com/sites/ABCTeam/_layouts/15/Doc.aspx?sourcedoc={cdfad544-4bd4-410d-8afc-c89ebe75da0a}&action=edit&wd=tar... 4/4 Frame Clearances Frame Member Schedule Horiz. Clearance between members 1(CX003) and 6(CX004) : 71'-1 15 16" Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Vert. Clearance at member 1(CX003) : 15'-11 3/16" CX003 1 6.0000 .3125 .2500 1'-0 3'-8" 19'-7 1/2" 881# " RBX005 2 5.0000 .3750 .2500 3'-8" 1'-5" 36'-0 7/16" 1333# Vert. Clearance at member 6(CX004) : 16'-0 1/4" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 3 5.0000 . 750 .2500 1'-5" 3'-7" RBX006 4 5.0000 .2500 .2500 3'-7" 1'-9" 35'-11 3/8" 1384# 5 5.0000 .3750 .2500 1'-9" 3'-7" CX004 6 6.0000 .3125 .2500 1'-0" 3'-9" 19'-7 9/16" 892# F A 40'-1 11/16" 1.000:12 5 40'-1 11/16" 1.000:12 6 @ 5'-0" 6 @ 5'-0" 6 r� m o rn rn o r r r r u) O O 'n N rl N N N O O en �, O ,..� O O N OCc� On �q o _ _ w m IJ ,jai w ---� — -- cs_-- w N ww NM v — --� ww B — ww _ -- — A RBX006 C cv RBXpp5 I I(2)GFB4071 (2)GFB4071 o I I GFB4007 GFB400.1 o o 0 I � U I 80'-0" B �y r, FRAME CROSS SECTION AT FRAME LINE (S) 2 QBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2 @ 4'-3 1/2" A 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 5 1'-6 11/16" B 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 4 2'-0" C 12 A325 3/4" 2 1/2" 1/2" 4 2 0097284 3 2 @ 5'-0" 2 4'-0" 1 8 1/2" ❑Dimension Key Shape Name=Dungeness Gear Works Inc.Walt 4 Frame 2 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 FRAME CROSS SECTION AT FRAME LINE(S)2 W/O WASHERS SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER Rry one By DESCRIPTION �aDER Axlhetm Construction Inc. boi UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLY iatoucr+ 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE �T11/8/2019 SIDE OF THE WEB AS THE HILLSIDE WASHER. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °�'T'o"Arlington.Washin on VP BUILDINGS rn�,ocea FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, WAS Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. B'"108''O' vPcveRsioN: 2020.1 P.wE NTS 11/7/2019 8:41:04 raEru�e Dungeness Gear Works Inc �O "'�'eieB 000rd qllvR Nr�K^ Frame Clearances Frame Member Schedule Horiz. Clearance between members 1(CX003) and 6(CX005) : 71'-1 15/16" Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Vert. Clearance at member l(CX003) : 15'-11 3/16" CX003 1 6.0000 .3125 .2500 1'-0" 3'-8" 19'-7 1/2" 881# Vert. Clearance at member 6(CX005) : 16'-0 1/4" RBX005 2 5.0000 .3750 .2500 3'-8" 1'-5" 36'-0 7/16" 1333# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 3 5.0000 .2500 .2500 1'-5" 3'-7" RBX006 4 5.0000 .2500 .2500 3'-7" 1'-9" 35'-11 3/8" 1384# 5 5.0000 .3750 .2500 1'-9" 3'-7" CX005 6 6.0000 .3125 .2500 1'-0" 3'-9" 19'-7 9/16" 892# A F 40'-1 11/16" 1.000:12 5 40-1 11/16" 1.000:12 6 @ 5'-0„ 6 @ 5'-0" M m O o m rn � N r` u3 o 0 r ,1 0 o a, 10 CD ,1 0 0 N N O V+ W rA � OCN V' W rp^q In W N to fa t9 C9 V' __ V' t+� CI �` .--I U] pq fuU —_ U•— _, — __ C9 __ —— N P4 W _ m �M N _ C9 l � • B WW WW A RBX006 C I I gBX005 I(2)GFB4071 (2)GFB40711 I - I I of I GFB4007 NE 0 GFB4007 oM o I I LIn I I � I I I I 80'-0" B B FRAME CROSS SECTION AT FRAME LINES) 3 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2 @ 4'-3 1/2" A 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 5 1'-6 11/16" B 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 4 2'-0" C 12 A325 3/4" 2 1/2" 1/2" 4 2 0097284 3 2 @ 5'-0" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Du Hess Gear Works Inc.Wall 4 Frame 3 THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFE� VP Buildings FRAME CROSS SECTION AT FRAME LINE(S) 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT w.or3l ,bs n SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER — _D— eY DESCRIPTION Axthelm Construction Inc. UNLESS NOTED OTHERWISE. DAIE VP ENGINEER'S SEAL DOES NOT APPLY 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND10R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE Cut�rN #MVPBUILDINGSANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS AA' n,Washi onN rxu»wu F« SIDE OF THE WEB AS THE HILLSIDE WASHER. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS " Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES.AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, NTS wnlOFRs K. we VERSION: 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ,swv aR v«w• w.w.n•..�a m 11/7/2019 8:41.06 """A'- Dungeness Gear Works Inc Frame Member Schedule Frame Clearances Horiz. Clearance between members 1(CX006) and 12 (CX006) : 76'-11" Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Vert. Clearance at member 1(CX006) : 18'-7 1/2" CX006 1 5.0000 .1345 .1345 10" 10" 19'-5" 203# Vert. Clearance at member 12 (CX006) : 18'-7 1/2" RBX007 2 5.0000 .1345 .1345 9" 9" 19'-0 1/16" 184# Vert. Clearance at member 13 (EPX004) : 19'-7 7/16" 3 5.0000 .1345 .1345 9" 9" Vert. Clearance at member 14 (EPX005) : 20'-10 7 1 ' 4 5.0000 .1345 .1345 9" 9" RBX008 5 5.0000 .1675 .1345 9" 9" 19'-6 13/16" 215# Vert. Clearance at member 15 (EPX006) : 20'-10 7 Vert. Clearance at member 16(EPX007) : 19'-7 7/16" 6 5.0000 .1875 .1345 9" 9" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise RBX008 7 5.0000 .1875 .1345 9" 9" 19'-6 13/16" 215# 8 5.0000 .1875 .1345 9" 9" RBX009 9 5.0000 .1345 .1345 9" 9" 19'-0 3/4" 184# 10 5.0000 .1345 .1345 9" 9" 11 5.0000 .1345 .1345 " 9" B A CX006 12 5.0000 .1345 .1345 IE' 10" E19'-5" 203#1::;B EPX004 13 5.0000 .1345 .1345 10" 9'-7 5/8" 112# BR25CA EPX005 14 5.0000 .1345 .1345 1, " 10" 20'-1n 00:12R�25A3 J�:=A 40'-1 11/16" 1.000:12 r_1 11/16� 1'0 EPX006 15 5.0000 .1345 .1345 0" 1 1 90 ,lr EPX007 16 5.0000 .1345 .1345 10" 19'-7 "g @ 5'-0" BR25CA 6 @ 5�-0�� A A U) co V M Cl) M W A A m M o o (n V V q) V rn N N p M M M M N Iu ka o M M M M o tp (9 C7 ry N N CD pp P4 2 A A B A RBX008 RBX008 RBX009 A GFB2037 (2)GFB2037 (2)GFB2037 GFB2037 RBX007 IGFB2037 GFB2037I LO o e v o 0 o i0 o I o o >4 o 0 i o o w a w (2)GFB2037 W (2)GFB2037 W (2)GFB2037 w (2)GFB2037 U I I I I I I 13'-0" 13'-0" 15'-01' 24'-0" CL C CL CL 80'-0" B IL EL FRAME CROSS SECTION AT FRAME LINES) 4 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2@ 4'-3 1/2" A 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 5 1'-6 11/16" B 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 4 2'-0" C 6 A325 1/2" 1 1/2" 1/4" 1 3 49080 3 2 @ 5'-0" <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. 2 4'-0" 1 8 1/2" ❑ Dimension Key Shape Name=Du Hess Gear Works Inc.Wall 4 Frame 4 1.USE 1/2 X 1 1/2 A325T BOLT 49080 AND NUT 47120 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings ( ) ( ) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 FRAME CROSS SECTION AT FRAME LINE(S)4 W/O WASHERS,SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT &10 prN JOB■ SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER RLV DATE BY DESCRIPTION Axthelm Construction Inc. UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLYIOR amuuN DATE 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ocw"oN VP BUILDINGS 1/612019 SIDE R THE WEB AS THE HILLSIDE WASHER. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arl Or1,Weshi On R DRAwwaE« FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ""DJEbi Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, OUYOCRS{V. '� INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS wTIWA o 2020.1 REQUIREMENTS SPECIFIED BY VP. 8:41:07 wrNAue Dungeness Gear Works Inc .�a m.xa"I�w we�"Mc 1117I2019 GENERAL NOTES DRAWING INDEX DRAWING RELEASE HISTORY DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION /�r",,�,+ 3 PLATE WELDED SECTIONS A529,A572,A1011,A1018 GRAD J COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE 60 Cover Sheet A572,A510 GRADE 50 BRACE RODS Codes and Loads HOT ROLLED MILL SHAPES A36,A529,A572,A588,A992 GRADE 36 OR 50 HOT ROLLED ANGLES A529,A572,A588,A992 GRADE 50 Notes HOLLOW STRUCTURAL SECTION(HSS) A500 GRADE B CLADDING A653,A792 GRADE 50 OR GRADE 80 Anchor Rod Plan PILDINGS Primary Structural HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION VARCO PRUDEN Secondary Structural SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS.THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE Covering THE BOLT TIGHTNESS(I.E.-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION a division of BlueScope Buildings North America,Inc. Special Drawings ORCONTACT. ALL A490 BOLTS SHALL BE"PRE-TENSIONED". A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE Standard Erection Details "SNUG-TIGHT' EXCEPT AS FOLLOWS; Planograph Details PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS ACRANE GREATER THAN STON CAPACITY. PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS REVERSALS ON CONNECTIONS. DESIGN PRE-TENSION D,E OR FL SEEOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CO ES AND LOADS SECTION CODES;HIGH SEISMIC IS ON BELOW OR DETAILS. PRE-TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT, OIL,OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHTENED"UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. INSPECTION AND TESTING SPECIAL INSPECTIONS AND TESTING REQUIRED BY AUTHORITY HAVING JURISDICTION(AHJ)DURING CONSTRUCTION AND/OR STEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT.WHEN REQUIRED.THE OWNER OVED BY THE AHJ- THE BUILDER IS RESPONSIBLE BSHALL PLOY A QUALITY ASSURANCE AGE14CY(DAN ETWEEN HE QAA FIRM AND BBNA FABRICATION FACILITTIIES.THE TYPE AND EXTENT OF SPECIAL INSPECTIONS OA D NNODINATE WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR B"WILL ASSUME SPECIAL NDIOR NDT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES IAS AC472INSPECTIONS loft am ACCREDITATION, CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DATE-4 BY NO CHANGES AUTHORIZED UNLESS APPROVED BY THE 90 0?/0/ BUILDING INSPECTOR 00 OFFICE COPY OK 00 Received 000 MAY 15 2020 00/ VP Buildings 3200 Players Club Circle Memphis TN 30126 csA COVER SHEET HE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. IT IS �t pg DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP.THE VP PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND MAY Q?' eU"OC" ,gXlhelm Construction Inc. ENGINEER'S SEAL DOES NOT APPLY E THE PERFORMANCE P.DESIGN OF BE REPRODUCED ONLY FOR THAT PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY �S� Own OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. ` i° ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY ACCREDITED VP C?UILOINGS 11/6/2019 DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. �� LocnnoN �C 411 Arlington,Washington i THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY veortar WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN Dungeness Gear Works Inc. PACE THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO DUaDERe{VI WC VERSION: 2020.1 PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 11/7/2019 8:40:56 FILENAME: Dungeness Gear Works Inc Codes and Loads WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. Country: United States City: Arlington County: Snohomish State: Washington Building Code Structural: lOAISC - ASD Rainfall: I: 4.00 inches per hour Building Code: 2015 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 12AISI - ASD f'c: 3000.00 psi Concrete Dead and Collateral Loads Material Dead Weight Roof Live Load Collateral Gravity:8.00 psf Roof Covering + Second. Dead Load: 2.22 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic) :2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 17.32 psf Mapped MCE Acceleration: Ss: 105.30 $g Wind Exposure: C - Kz: 0.902 Design Snow (Sloped) : ps: 17.32 psf Mapped MCE Acceleration: Sl: 37.60 %g Parts Wind Exposure Factor: 0.902 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (USR) Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.7573 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.4131 NOT Windborne Debris Region Thermal Factor: Kept just above freezing - Ct: 1Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 0. psf % Snow Used in Seismic:: 0.00 Primary Zone Strip Width: 2a: 15/0/0 _ Parts / Portions Zone Strip Width: a: 7/6/0 Diaphragm Condition: Flexible y Fundamental Period Height Used: 20/0/0 Basic Wind Pressure: q: 23.75 psf Transverse Direction Parameters Ordinary Steel Moment Frames X Redundancy Factor: Rho: 1.30 Dungeness Gear Works Inc. 7 Fundamental Period: Ta: 0.3076 Roof: B R-Factor: 3.50 2ungLene:;--G-.ar Works Inc. Overstrength Factor: Omega: 2.50 Roof: A Deflection Amplification Factor: Cd: 3.00 7X Base Shear: V: 0.2164 x W Y Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1891 R-Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.2330 x W Snow Buildup X Location Y Location Magnitude Shape Surface Description 0.0 ft 19.2 ft 10.3 psf Dungeness Gear Works IRoof: A Unbalanced Snow Load 1, Shifted Left Roof: A 0.0 ft 0.0 ft 10.3 psf 75.0 ft 0.0 ft 10.3 psf 75.0 ft 19.2 ft 10.3 psf 0.0 ft 19.2 ft 10.3 psf Dungeness Gear Works IRoof: B Unbalanced Snow Load 1, Shifted Right Roof: B 0.0 ft 0.0 ft 10.3 psf 75.0 ft 0.0 ft 10.3 psf 75.0 ft 19.2 ft 10.3 psf 1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow. 2. The X and Y Location dimensions are from the point of origin of each surface. THE VP ENGINEER S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF ECIub ngs CODES AND LOADS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200Memphis TN 38125DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THATkoEn aoe a REQUIREMENTS SPECIFIED BY VP. THE PURPOSE, IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER Ev DATE DESCRIPTION Axthelm Construction Inc. VP ENGINEER'S SEAL DOES NOT APPLY rt�sroMEa cv,¢ THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ocArxw VP BUILDINGS 1116I2019 TO THE PERFORMANCE OR DESIGN OF Arlington.Washi on onaw roe a ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS VMW FRWEN DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ffOx" Dungeness Gear Works Inc FURNISHED BY VP EXCEPT TO ANY Pie DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, ,IouiRs:o. wcvERSION: 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS .en.o.dde.e�.ars.o.gamAne.+.ac 11/7I2019 8:40:56 Dungeness Gear Works Inc BUILDER/CONTRACTOR RESPONSIBILITIES Claims for damage or shorts MUST be noted on the Bill-of-Lading or delivery SKYLIGHTS receipt and filed against the carrier by the consignee as per VP's Terms of Sales(F.O.B.Plant) Local building departments may require added fall restraint due to conditions that may affect the VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. under the Uniform Commercial Code. It is critical that damages or shorts be noted on the skylight structural integrity. It is the responsibility of the louder to determine and provide any VP Buildings standard product specifications,design,fabrication,quality criteria shall govern all work Bill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material, added fall restraint under the skylight as may be required by your building department. untess stipulated otherwise in the contract documents In case of discrepancies between material quantities are verified by the Builder against quantities billed on the shipping document. VP Buildings structural plans and plans for other trades,VP Buildings sUuctural plans shall govem. Neither the Manufacturer nor the carrier is responsible for material shortages against quantities RAIN WATER RUNOFF billed on the shipping document if such shortages are not rested on the shipping documents upon It is the responsibility of the Builder to obtain approvals and permits from all governing agencies and delivery of material and acknowledged by the carriers agent, For materiais concealed in bundles, Drainage systems must be designed by the project professional to comply with code requirements jurisdictions as required Approval of VP Buildings drawings constitutes the builders acceptance of VP boxes,or crates,alan d acknowledged ages must be reported immediately upon unpacking. Should products get VP is not responsible for drahiage designs,overflow scuppers,down piping,etc. The project interpretation of the contract purchase order. Unless specific design criteria concerning interface wet,bundled and crated materials must be unpacked and unbundled immediately to provide professional and contractor are responsible to ensure that primary drains and overflow devices design and details are fumished as part of the contract,VP Buildings design assumptions shall govem, drainage of trapped moisture.See Erection Guide for proper job site storage procedure such as scuppers and auxiliary drains are provided as required for the required rain intensity at the building perimeter and at valley conditions to prevent pending- VP engineers are riot Project Engineers or Engineer of Record for the overall project. VP engineering SEALANTS supply sealed engineering design data and drawings for VP supplied material as part of the overall STEEL SHOP COAT project for use by others to obtain permits,approvals,and coordinate with other trades. All Interface Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised. to and/or compatibility of any materials not famished by VP are to be considered and coordinated by Sealant must be applied in temperatures and weather conditions consistent with labeling. transportation,e p d��g Dry job she s wstorage and during erection. Standard shop formulation the builder or A/E firm. INDEPENDENT MEZZANINES is not designed to perform as a finish coat when exposed to environmental conditions. Members CONSTRUCTION&ERECTION RESPONSIBILITY rile ardent mezzanines must be designed b a professional engineer, The engineer must ensure shall be kept free of the ground aril property drained during job site storage. It is the Builder's p r isolation from the VP building has by provided to avoid structural dame due to responsibility to ensure that if a finish coat is being applied over VP shop coat that the The Builder is responsible for construction In strict accordance with VP Buildings"FOR CONSTRUCTION" dial grope n9 P painting contractor verifies compatibility between his finish coat and VP s shop coat. drawings and all applicable product installation guides. VP is not responsible for work done from any differential movements,or inadvertently apply loads to the VP structure VP accepts no otter VP drawings that are not marked"FOR CONSTRUCTION",not any drawings prepared by others. responsibility for the design of that independent mezzanine VP BUILDINGS ACCREDITATIONS AND APPROVALS . FIRE CODE COMPLIANCE Fabricator Approvals As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice (in Canada-CSA S16),which require U500 tolerance of installed members Occasional It is the responsibility of the project design professional and builder to comply with local fire code IAS AC472 ApgpProvals(wow.iasoNine.orglMetal_Building Systems MB.html field work including shimming,cutting,coping,and drilling for final fit-up are considered part of regulations including consideration of,but not limited to,building use and occupancy,all building Listed under BlueScope Buildings North America,Inc. erection. Specified field work and field welding conditions indicated on these drawings shall 9-0 construction materials,separation requirements,egress requirements,fire protection systems,etc. City of Los Angeles,CA#FB00031;City of Houston,TX 767&429; . Builder shall advise VP of any special requirements to be furnished by VP. City of Phoenix,AZ C12008;Clark County.NV 43&833,San Bernardino County,CA 289 also included in the erectors scope of work See Erection Guide for shimming procedure. For buildingwith top rids bridge cranes see Crane Data draws for column plumb tolerance. State of Utah,City o!Richmond,CA. rig gat n9 PI FIELD MODIFICATIONS Design Approvals The building erector shall be properly licensed and experienced in erecting metal building systems. Modifications to this building from details and instructions contained on these drawings must be IAS AC472 Approvals:(www.iasonline.onglMetal_Buildir),)_Systems/MB.html) Listed under The Builder its responsible for having knowledge of,and shall comply with,all OSHA requirements approved in writing by VP Buildings engineers,or other licensed structural engineer. This includes, der Vamo Pruden Buildings,a Division of BlueScope Buildings North America,Inc. and all other governing site safety criteria. The builder is responsible for designing,supplying, but is not limited to,removal of roof or wall cladding,removing or moving any flange braces or locating and installing temporary supports and bracing during erection of the building VP rod braces,cutfing of openings for doors,windows or RTU's,correction of fabrication errors,etc. Canadian CSA A660 Certifications bracing is designed for code required loads after building completion and shall not be considered The owner shall not impose loads to this structure beyond what is specified for this building in (httpJeng cwbgroup orgICertficatiaypages/CertifiedCompanySearch.aspx) as adequate erection bracing.See Erection Guide the contract documents. VP Buildings accepts no responsibility for the consequences of any Listed under BlueScope Buildings North America,Inc. unauthorized additions.alterations,or added loads to this structure. EXISTING STRUCTURES Engineering Certifications of Authorization VP must be advised of any structure that is within 20 ft.of VP s building Load effects from If the builder Intends to invoice VP Buildings for modifications to excess of$1000,The builder USA—AR#576;FL#30427;ID#C-2470;IL#184-002649;KS#E-29;MS#E-0592; snow drifting,wind effects,and structure seismic separation must be considered for both the new arnl must notify VP Buildings immediately,and obtain a Work Authorization from VP Buildings prior to MO#E-2010007736;NC#F-0998;OK#CA4170PE;SD#C-1787;TX#F4828;WV#C03059-00; proceeding. All final claims must be submitted to VP Buildings with all supporting documentation CAN—AB#PO89DO;NS#30123.ON#100148796;and YT#PP134 existing structures.VP has designed the new VP building for these effects.The owner/builder are within 30 days of the building completion Claims submitted without work authorizations,or after responsible for employing a Professional Engineer to review and verify the existing structure for all 30 days will not be accepted. Correction of mirror misfits,shimming and plumbing.moderate ]CC Evaluation Reports(www.icc-es.org) load effects from the adjacent VP building, amount of reaming,drilling,chipping I cutfing and minor welding are considered by Code of SSR Roof System-#ESR-2527 BRACING Standard Practice to be part of erection are not subject to claim reimbursement. State of Florida Product Approvals(www.floridabuilding.org) Tension brace rods work in pairs to balance forces caused by initial tensioning Care must be CONCRETE/MASONRY/CONVENTIONAL STUD WALLS Approved Products Listed Under VP Buildings,Inc. taken while tightening brace rods so as not to cause accidental or misalignment of components. The engineer responsible for the design of the walls System is responsible for coordinating with,or All rods must be installed loose and then tightened. Rods should not exhibit excessive sag. For g VP TextureClad-See Transamerican idade.gov/buildingcode) Inc. specifying to VP Buildings,any wall to steel compatibility issues such as drift and deflection long or heavy rods,or angles it may be necessary to support the rods at mid-bay by suspending compatibility,special base details,and wall to VP steel connections. All fasteners.sealant and Dade Co.Product Approval (www.miamidade.gov/buildirgcode) them from secondary members counter flashing of wall systems are to be provided by contractor The engineer responsible for Approved Products Listed Under Varco Pruden Buildings,Inc. Bracing for seismic or wind loading of objects or equipment Thal are not a part of the VP the wall shall design the anchorage to VP supporting elements consistent with Code required forces. VP TextureClad-See Trensamerican Stnucturoc,Inc. structure must be designed by a qualified professional to deliver lateral loads to primary frames and rod bracing struts. Equipment bracing and suspension connections must not Impose torsion PANELS Underwriters Laboratory Approvals(Available only when specified in contrail or minor axis loads,or cause local distortion in any VP components. VP accepts no Oil canning is an inherent characteristic of cold formed steel panels. It is the result of several SSR Roof-UL#TGKX-113;SSR Composite Roof Class 90-UL#TGKX 113A; responsibility for design or installation of bracing systems not furnished by VP, factors that include induced stresses in the raw material delivered to VP,fabrication methods, FIELD WELDING installation procedures,and post installation thermal forces. Thru fastened panels will exhibit some SSR Roof w/Super Block;Class 90-UL#TGKX-328; dimpling when installed,especially when insulation is installed between panels and secondary All field welding shall be done at the direction of a design professional,and done in accordance supports Dimpling can be minimized by careful installation,taking care not to over drive fasteners. Panel Rib Roof UL Class 60-UL#TGKX-00;Panel Rib Roof UL Class 90-UL#TGKX-64; with governing requirements(AWS in USA,CWB in Canada)by welders qualified to perform the VP SLR II Roof Class 90-UL#TGKX-90,-160,-035,435A,-176,-238,-238A,-238B welding as directed by that applicable welding procedure specification(W PS).A WPS shall be Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then prepared by the contractor for each welding variation specified.The contractor is responsible for springing back into place All panels experience this action to some degree,especially with Factory Mutual Approved Assemblies(Available only oleo specified in contrail) any specsal welding inspection as required by local jurisdiction. Filler metal shall be concealed clip Standing Seam panels. Roof nimble noise may be minimized by providing a layer SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. 70 ksi(480 MPa)tensile strength,For welds m high seismic force resisting system o!blanket insulation between the panels aril any hard support surface such as steel secondary 24 Ga SSR(0.0227"Nominal),is available In Class 1-60.1-75,1-90. 22Ga SSR(0.0277" (Seismic Cal D,E or F),minimum Charpy V-Notch toughness shall meet AISC-341 criteria members,substrates such as plywood,steel decking,or rigid board insulation. A minimum of (20 ftdbs min Q ODeg F). Interpass temperatures shall not exceed 550Dag F(30ODeg C). 3 loft thick blanket is recommended over steel secondary members,or 2 inch over substrates. Nominal),is available in Class 1-75,1-90-,1-120. DELIVERIES Oil canning,dimpling,and roof rumble do not affect the structural integrity or weather tightness SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide. It is the responsibility of the builder to have adequate equipment available at the job site to of the panels and is not grounds for rejection of panels. 24 Ga SLR II(0,0227"Nominal),is available in Class 1-75 and 1-120. unload trucks in a safe and timely manner. The Builder will be responsible for all retention The i Seam joint detail its designed with an Interlocking feature for ease of installation, charges from carriers as a result of job site unloading delays. Howeverever,,itt is imperative that installed Standing Seam panels be secured to the secondary SIGNAGE structural members and property seamed prior to departure from the job site each day. The Builder is responsible for furnishing signs as required by Code and the Building Department, including but not limited to,exits,occupancy limits,floor loading limits,and bulk storage limits. Floor loading signs shall clearly indicate maximum floor live load permitted. Bulk storage facilities shall have signs clearly posted on all loaded walls indicating the type of commodity stored and the maximum storage height. Signs shall be clearly visible when building is fully loaded to design level Overloading of floors or walls may result in failure. THE VP ENGINEER'S SEAL APPLIES ONLY THLIL UDING THE INFORMATION HEREON.REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VPPROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ERECTION NOTES DESIGN AND PERFORMANCE IN PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT JOBREQUIREMENTS SPECIFIED BYVP. THE PU NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER '"Dk° Axthelm Construction Inc. REV DATE BY DESCRIPTION VP ENGINEER'S SEAL DOES NOT APPLY WRITTEN APPROVAI OF VP BUIL o MA TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE aaAnan VP BUILDINGS DATE1116/2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington,Washington uKa aBweN puwrun,E3c FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS cr Dungeness Gear Works Inc. V DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, NTS VPC VERSION: 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, rarNAe�E „awo�d NwBat�P�q�Nan Mru.k. 11/7/2019 8:40:58 Dungeness Gear Works Inc 1 2 3 4 j'-6� 14'-0" '-6'I.7'-0"}�2y�-15'-0„ J=8.5014 <*> M I I I I D1 D4 D41 D51 C I I I I rM-I = o I D21 t o I m I I ! I I N I 1 0 I I I I I I O I 1 I � I � I I I D2, GoD3 � i •f I I I � � I I I I I o o o I I I I I I I N I o <r I m (N I I � I I I I 1 D2! r2 I I I I 0 I i I tn Ln I • I I D2; W D2 I I I 1 I c = I I I I D1 D4 D41 D51 �JJJI T ao <*> 24'-0" 0" 24'-0" 75'-0" BL BL ANCHOR ROD PLAN 3 1'-0" 2 3'-0" J=8.50 1 3'-0" Dimension Key Finished Floor Elevation=100'-0" Unless Noted Otherwise THE VP ENGINEER 5 SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings ANCHOR ROD PLAN <*>THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED TO THE WORK PRODUCT OF VP AND IN BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 36125 BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAYBE REPRODUCED ONLY FOR THAT 8V°0� Axthelm Construction Inc. roa n AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED REQUIREMENTS SPECIFIED BY VP THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHERS one ev oescRivno" VP ENGINEER'S SEAL DOES NOT APPLY WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 11/8f2019 °CA"""Arlington,Washington VP BUILDINGS auwwuiea ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS wvanr•w" DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS "'""`� Dungeness Gear Works Inc. FURNISHED BY VP EXCEPT TO ANY °Nc DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, NTS tmceuacan wcveasio": 2020.1 REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. rnr" .an.a.ae..�soaoll„ a",an.ewo.�"' 1117/2019 8:40:59 Dungeness Gear Workslnc l—N'UT F HARDER Dim. A Q1 WASHER 4" �102mm) PROJECTION N Q _ E E E ICE o E = w BOTTOM OF COLUMN o E N N .a o � BASE PLATE ELEV. CONSIDER w"J z n J mz n E u m ANY OSPACOEUBETWEEN THE FOUNDATION J E N E \ E .+ AND COLUMN BASE IN ANCHOR R00 E = E LENGTH REQUIREMENT N � jf ,11�•' JT' N 1O WIDTH a� 102mm 127mm ate 102mm 127mm 2 1/2" 2 1/2" 2 1/2" 2 1/2 2 1/2 THE 4' PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE 2 1/2- 64mm 64mm 64mm r 64mm IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD 64mm 64mm L LENGTH, A DIFFERENT PROJECTION MAY BE REQUIRED BY THE FOUNDATION DESIGNER. THE ANCHOR ROD PROJECTION MAY NEED TO BE CUT OFF IF Dia. GR36 Anchor Rods D4 (4)1" Dia. GR36 Anchor Rods Plate)W,B" L11 Anchor Rods THERE IS INTERFERENCE WITH OTHER PARTS. D1 (4)3/4" Dia. GR36 Anchor Rods D2 (4)3/4" Dia. GR36 Anchor Rods D3 (4)3/4" Plate W=8" L=l'-l" Plate W=B" L=11" Plate W=B" L=1'-0" Plate W=8" L=1 1" T_ Dim: A=1'-0" Dim: A=1'-O" Dim: A=11_0" Elev.=100'-0" SUGGESTED ANCHOR ROD PROJECTION Dim: A=1 0" ,_ Elev.=100 O" Elev.=100'-0" Elev.=100'-0" Elev.=100 O" 1/2" (13mm) DIAMETER 1. ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER EMBEODED ITEMS ARE TO BE FURNISHED BY CONTRACTOR. CONCRETE ANCHORS 2. ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE (BY OTHERS) SHEAR AND TENSION PER AISC SPECIFICATIONS(FY-36KS1). JAMB z (ASTM F1554 GRADE 36)ANCHOR ROD LENGTH, EFFECTS OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD Ld - OF TRANSFERRING FORCES FROM ANCHOR RODS TO E o. VARIES FOOTINGS ARE TO BE DETERMINED BY OTHERS. i> E w 3. UNLESS OTHERWISE SPECIFIED, ANCHOR RODS ARE DESIGNED N BOTTOM OF AND DETAILED AS "CAST-IN-PLACE ANCHOR RODS WITH u COLUMN "SNUG TIGHT" CONNECTIONS. w BASE PLATE- 4 FOUNDATION MUST BE LEVEL,SOUARE AND SMOOTH. w J — _[// ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN ON THIS DRAWING OR STEEL WILL NOT f1T. THE BUILDER 1 1/4" OPENING WIDTHIJ 1 1/4" IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS PER AISC CODE OF STANDARD PRACTICE, SEC 7.5 32mm 32mm VARIATIONS ARE SUMMARIZED BELOW. NOTE: 1" 25mm PROJECTION ABOVE o. CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE ( ) GROUP; +-1/8" BOTTOM OF JAMB CLIP STD = 1/2" (13mm) b. CENTERS OF ADJACENT AR GROUPS; +-1/4" SEE PLAN FOR JAMB SIZES : J = SIZE FLUSH = 0" (Omm) c. TOPS OF Aft +-1/2 d. ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS JAMB 'EQ. VALUES: ALONG COLUMN LINE: +-1/4" PER 10OFT., NOT TO 7 EQ = 2" 51mm, 8.5 EQ = 2 3/4" 70mm EXCEED TOTAL TYPICAL COLUMN e.DIM FROM CANTER OF ANY AR GROUP FROM COLUMN E 10 EQ = 3 1/2" 89mm, 11.5 EQ = 4 1/4" 108mm /4 BASE PLATE DETAIL 5. DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE FRAMED OPENING DETAIL REACTIONS REPORT. THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON REMAINS THE PROPERTY OF VP Buildings 3200 Players Club Circle Memphis TN 35725 ANCHOR ROD PLAN-DETAILS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT OUI�R REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER Rry DAM By DESCRIPTION Axlhelm COnslnrction Inc VP ENGINEER'S SEAL DOES NOT APPLYTENWRIT G14TOMeA D^T�- TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDlOR ERECTOR(S SOLELY RESPONSIBLE FOR ACCURATE ,uu,am VP BUILDINGS 1116I2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington.Washl on vea PR N uunwmo,Ee FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, U40ER3Pw WCVERSION: 2020.1 " REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 11I7I2019 NITS 8:41:00 TKEe'.Dungeness Gear Works Inc "w,w,eer.�a"R,wr'a",amN�rn°R- r 1 2 3 4 CX002 CXO04 CX005 CX006—r i I 280 I I o 0 I Cn D CD I �o � CD W �0�4 io ��09 io CD I of 0 o I o Ln �w DA w x o r,L°� x w �\ �p� I Wo ( U 1--- a EPX003 `t�R 1 C) �� I S271 I awG , � � I o 0 0 3g 9 - - - -- - LO o co N I 0 ' o I I I o x o i0�4gZ�1 I w ( A �— >4 EPX002 F09RS °G `J u7 I 0 290q C, I C:) ox xW I o a 9oA x i � I I - w C) W ( W �— o f PX 0 O 1 <0S�`S2g0 I o o m _ I rY. I I I rn -• P4 � I ipyg52�0 x I �J a CX001 IICX003 CX003 CX006 Bracing Part Schedule 24'-011—i 25'-0" 24'-0" Part Qty Length Detail II 03RS2710 4 27'-10" BROlG2 75'-0" 04RS2904 4 29'-4" BRO1G2 BL 05RS2805 4 28'-5" BR01G2 BL PRIMARY AND ROOF BRACING PLAN 1 Dimension Key ShaDe Name=Quivill Hess Gear Works Inc. THE VP ENGINEER'S SEAL APPLIES ONLY 511S DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings PR�IH/�►RY AND ROOF BRACING PLAN 1.USE 1/2 X 1 1f2 A32ST BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 010oe SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER F.v DAM BY DESCRIPTION Axlhelm CpnSlnlC60n Inc.IC VP ENGINEER'S SEAL DOES NOT APPLY N61 MIEN UNLESS NOTED OTHERWISE. THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE VP BUILDINGS o•11f812019 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF °C"TOM ArI on,Washington �u oN oRnvnau�o SIDE OF THE WEB AS THE HILLSIDE WASHER. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS —�' Dungeness Gear Works Inc. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, NTS Bun urnsrvr VPC VERBION: 2020.1 REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. •ade+ °�'"a"d°"'""•"""` 11/7/2019 8.41:01 Dungeness Gear Works Inc Frame Clearances Horiz. Clearance between members 1(CX001) and 9(CX002) : 75'-7 3/4" Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Vert. Clearance at member l(CX001) • 17'-6 1/16" CX001 1 5.0000 .1875 .1345 1'-0" 1'-10" 19'-5 13/16" 333# Vert. Clearance at member 9(CX002) : 18'-3 11/16" RBX001 2 5.0000 .1875 .1345 1'-9" 9" 15'-2 1/2" 219# Vert. Clearance at member 10(EPX001) : 19'-7" 3 5.0000 .1345 .1345 9" 9" RBX002 4 5.0000 .1345 .1345 9" ill, 22'-6" 220# Vert. Clearance at member 11(EPX002) : 20'-8 1/2" Vert. Clearance at member 12(EPX003) : 20'-7 9/16" 5 5.0000 .1345 .1345 11" 9" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise RBX003 6 5.0000 .1875 .1345 9" 1'-0" 22'-6" 266# 7 5.0000 .1875 .1345 1'-0" 9" RBX004 8 5.0000 .1345 .1644 9" 1'-1" 15'-10 15/16" 193# CX002 9 5.0000 .1345 .1345 1'-0" 1'-1" 19'-5 1/8" 233# EPX001 10 5.0000 .1345 .1345 10" 10" 19'-7 7/16" ill# BR25CA EPX002 11 5.0000 .1345 .1644 10'. 0'-8 11/16" 116# BR25A3 EPX003 12 5.0000 .1345 .1644 F 11 E '-7 11/16" 118# D BR25A3 C A 90'-1 11/16" 1.000:12 40'-1 11/16" 1.000:12 6 @ 5'-0" 6 @ 5'-0" A A V A V rri m r- A M O O �w N rn V IN N O V' r V M C) rq N O M O N W CY) (Q N o n O ED C9 C7 __ rti �y rq N N o N GC C9 B - - U. M W N N C7 y4. - _ -- _ Ur W a, a, k�+ U,__ - --- -_ c� _ w w - -- E, RBX002 RBX003 E C D . d a l A E RBX002 � �{RB001 (2)GFB2037 (2)GFB2050 RBX004 I m I U ICID GFB2050 GFB20971 c� N M I-i O O n I I C) x x 0 o a (2)GFB2037 w (2)GFB2037 w (2)GFB2050 o GFB2050 GFB2081 w N I I � I I I I I 28'-0" 13'-0" -15'-0" CL CL CL EL FRAME CROSS SECTION AT FRAME LINES) 1 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2 @ 4'-3 1/2" A 12 A325 3/4" 2 1/2" 1/2" 3 3 0097284 5 1'-6 11/16" B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 4 2'-0" C 6 A325 3/4" 2 1/2" 3/8" 1 2 0097284 3 2@ 5'-0" D 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 2 4'-0" E 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 1 8 1/2" <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. Dimension Key Shape Name=Dungeness Gear Works Inc.Wall 4 Frame 1 TIME VI'ENGINEERS SEALAPPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings FRAME CROSS SECTION AT FRAME LINE(S)1 1.USE t!2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38725 IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ON VuiO 4;b�SHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE LY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER wKDER Axthelm COnstruclion Inc JAB a REV DATE BY DESCRIPTION UNLESS NOTED OTHERWISE VP ENGINEER'S SEAL DOES NOT APPLY WRIT PRIQ8 a stouw 19 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANWOR ERECTOR IS SOLELY R[SPONSIBLE FOR ACCURATE a AT aN VP BUILDINGS WNICHE K ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington.Washington DRAWNIGHECK SIDE OF THE WEB AS THE HILLSIDE WASHER FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS PROJECT Dungeness Gear Works Inc DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, ID,LDER'S ff PAce REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS VPC VERSION: 2020.1 F11bN""E 1117I2019 8:41:03 Dungeness Gear Works Inc Secondary Part Schedule Mark Part Thick. Depth Lap Detail E1 00108ES2411411BOl 0.1130 8 1/2" RS12PF,RS12PE E2 OBE241141IDDBOl 0.1130 8 1/2" BR18G2,RS12PE E3 0020BES2411411BOl 0.1130 8 1/2" RS12PF,RSI2PE E4 0030BES2411411BOl 0.1130 8 1/2" RS12PF,BR18G2,RS12PE P1 08Z2811413A5BO 0.0880 8 1/2" 3'-10 1/2" RS02T1,RS01T1 P2 OBZ28114153330 0.0730 8 1/2" 1'-10 1/2" RSO1T1 P3 08Z281141633BO 0.0680 8 1/2" 1'-10 1/2" RSO1T1 3 4 1 2 R2B3 1R2B2 1R2B1 a *+ M-- E 4 E2 + 411411 B ,� 0 B Z 2 ,n , BBB 0 ui v + m m m m m + I + P2 � r-I P2 I r+ P3(Typ. ) I gypp. ) P1(T,) P2 P1(T I N I I I P3 (Typ.) P2 I I r+ OPart Mark Key O Secondary Bracing Schedule P2 1 RKC15 Id Qty Mark No Spacing W (+) SSR Fixed Clip Location 1 8 CPBRB011106 1'-6 11/16" + + 2 48 CPBB050108 (Typ.) 5'-0" 88 m m m m 3 12 CPBB040500 4'-3 1/2" �r r> 08Z2 2 n BBBO �+ L�3 d 4 15 PBA0407 4'-3 1/2" ( C*� �—� + `E3 2 � + 5 17 PBA0311 3'-6 7/8" `J 1R1B1 1R1132 1R1B3 See SED: BR09PK, BR09RY, BR09RZ, BR09PH, BR09JH 24, 24'-0" BR09JG, BR09K5, BR09K2, BR09JR 75'-0" BL BL ROOF SECONDARY PLAN 1 1'-0" [—] Dimension Key Shape Name=Dungeness Gear Works Inc. THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ROOF SECONDARY PLAN W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2,FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REY DATE BY DESCRIPTION WILDER O0' Axthelm Construction Inc. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE PURPOSE WITHOUT PRIOR WRITrEN APPROVAI OF VPWw r 6/2019 OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF LOCATION VVPILDINGS 11ICHECK 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlin on,Washin on ����� DRAWN/CHECK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS 1PROJECT Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, uILDER8 POq PAGE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, NTS VPC VERSION: 2020.1 r AEnnuE 9 W Inc .oV1�m aBn.x.w n4m�a.Rwm A,.w.,i ma 11/7I2019 8:41:10 Dun eness Gear Works ERECTION NOTE: USE (2) 1/2" WRACE /FRAME BRACE ADDS ERECTION NOTE: USE (1) il/32" X 1 1/4" GALV. HEX NUTS LORCE wcAm" CHANNEL BRACES THAT ENO AT A PURLIN T-45 GRAY SCRUBOLT (097352) (4712D) LOCATE .a1 WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER WEB, BUT DO NOT HAVE TABS TO BEND AND SCRUBOLT NUT(097267) (1) NUT ON EACH CHANNEL BRACE OR THE SLOTS IN THE PURUN WEB FORn SECURE. INSERT CUP (544015) THROUGH HEAD OF SCRUBOLT TO SIDE OF PURLIN o «o A DROP PIN CONNECTION BEND THE CHANNEL TABS 70WARO CHANNEL L WEB SLOTS AND USE A DROP PIN TO ATTACH BE ON OUTSIDE OF USE TOP HOLE OF 0 0l THE PURUN WEB AND USE A SELF-DRILLER (55307) TO ATTACH. PURUN BRACE TO CHANNEL BRACE. CAVE STRUT ANTI-ROLL CLIP e (CPB-)(TYP) IF PRESENT. _o (1) 1/4" X 6 1/4" (2) 1/4-14 x 1 1/4" DROP PIN (097556) (2) 1/4-14 x 1 1/4" STRUCT. SCREWS mom BRACE WILL TYPICAICY STRUCT. SCREWS (55307) (2) 1/4-14 x 1 1/4" rma tom CONNECT TD THE WEB DF THE (55307) STRUCT. SCREWS THE-HIRER WWl HAVE TO FlELD FRAME MEMBER. RWI-DUT THE 1/16'ONN.NDtL WI (55307) HE saoa4Rr Nrueols ro 13/1°' c P RWb W/ HANNEL HANNEL DNI,HDum(r011 THE 12TAT0-rw" THICx nNlI1S MINCE WITH A 3/4-x 2 1/2'A325 _ BRACE BRACE ` IIIDLT WHEN INEOIWE.) (CPB-) (CPB-) \ 0 PURLIN O /) / O 8 0 � ALTERNATE CONNECTIONS FLANGE BRACE REQUIREMENTS: PURUN EAVE PURLIN BRACE RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. — DETAIL SR09JC WEB ENDING CUP AVE STRUT (PBA-"AT 8 1S. 10", RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON (0PURLIN) BRACE STRAP 11 1/2" PURLINS. CROSS SECTION IS NOT ACCOMPANIED BY (2). URUN I PURLIN (ESB S-) (NOT REQ. AT 7" PURLIN RULE#3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB L(1) 1/4" X 6' 1/4" TO 7 EAVE STRUT) WHEN PART MARK IS ACCOMPANIED BY(2). DROP PIN (097556) RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE (TYP. PER �'/ECH END) USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE CENTER OF THE BUILDING. DOES LINE UP WITH THE DOES NOT LINE UP WITH DOES LINE UP WITH THE DOES NOT LINE UP WITH AVE STRUT RULE#5- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON THE SAME SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURUN WEB. SIDE OF THE FRAME WEB. �• 10" & 11 1/2"PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. w.w,ra T ,�,..Q■ a/EarpMr fcAWA°s EAVE BRACE STRAP AND EAVE PURLIN BRACE TYPICAL FLANGE BRACE CONNECTIONS A"0"6 ev.ma ° °"L01ro'/" " "O0° CHANNEL BRACE ENDING AT PURLIN WEB CHANNEL BRACE ENDING AT PURLIN WEB SINGLE CHANNEL PURLIN BRACE DR09JR WEB ENDING CUP WITH DROP PIN BR09K2 LOCATED AT EAVE - CENTERLINE OF FRAME BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT& SIMPLE PURLIN BR09JG -DRILLER WITH BENT TABS BRD9JH ENDING AT PURLIN WEB LOCATION NEIIIIIIIIIIIiiiiiiiIIII END FRAME INT. FRAM INT. FRAME INT. FRAME AT EAVE STRUT BEND PBA TABS NOTE: NEST END BAY L INTERIOR BAY AND USE (2)11/32" X 1 1/4" T-45 GRAY 1. SEE CHART FOR RIDGE BRACE ROTATEND SCRUBOLT (097352) AND SCRUBOLT NUT(097267) ASSEMBLY SELECTION. II a CHANNELS (HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT) 2. NEST CHANNELS TO ACHIEVE II TO ALIGN 1 PURUN BRACE 0 ] O 0 1 PURUN BRACE SEE FACE OF 5" BETWEEN HOLES AND o ] o 0 EAVE PURUN USE DROP PINS TO SECURE. HOLES CHANNEL CHANNEL BRACE ASSY. EAVE STRUT VIEW CHANNEL USED TO (2 PURUN BRACE FOR TAB ATTACHMENT PURLIN BRACE SECTION SECURE ] 3 O O (PBA-) (CPB-)(TYP.) WITH DROP CHANNELS p ] ] O \ 2 PURUN BRAG i DROP/PINS (09 556) PINS (3) PURLIN BRACE ] ] ] 0 CHANNELS CHANNELS 4 PURUN BRACE ] ] T ] (4) PURUN BRACE ] ] T ] HANNELS CHANNELS EAVE STRUT I .,,EI 3•I TYPICAL TYPICAL CLUSTER 'f\ F^-I CLUSTER CHANNEL STANDARD NOTES: STANDARD NOTES: ¢ RIDGE BRACE - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. - PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. ASSEMBLY THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: EAVE PURLIN (CPSR- O - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. O - OO NOT INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION. USE (2) 1/2" GALV. HEX NUTS(4712O LOCATE (1) STRUT q RI ] - INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. ] - INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. NUT EACH SI OF PURLIN I /4' X 6 1/4" PURLIN SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REOUIREMENTS. L(1) 1 BRACE ASSY. DROP PIN (097556) - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. EAVE PURLIN PURUN (PBA-)(TYP.) (TYP. PER EACH END) - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER NOTE: SEE ERECTION DRAWINGS FOR LOW OR HIGH EAVE LOCATIONS. PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. FOR LOCATION PURLIN BRACE CLUSTER LOCATION '"''0°401 ' "�0° .� WN.awp°, ,�„ PURLIN BRACE CLUSTER COCA TION Mp 01 EAVE STRUT BRACE a°PQo '/0"'M0°O SINGLE CHANNEL PURLIN BRACE CHANNEL RIDGE BRACE ASSEMBLY BR09RY END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION BRO9K5 BR09PH INTERMEDIATE LOCATION BR09PK SINGLE BRACE AT SYMMEIRICAI PoOCE NOTES: ERECTION DRAWING PART MARK -00 NOT ATTACH PANEL OR PANEL CUPS TO COMPOSITE STRUT MEMBER. -SECONDARY ORIENTATION OR SHAPE MAY BE OTHER THAN SHOWN -FIELD DRILL 9/16"HOLES IN COMPOSITE C PURUN FOR PBA- CONNECTION IN 7"PURUNS. ADJUST. CODES ADJUST. CODES P CAGE R GAGE EIGHTHIA OU IN H 1 W1 B 3 mil imetersFEFTI(millimeters 2) I/2'GALV. RAPE NUS(47,40 BAY NUMBER LCTE EACHSI{�OF PURLIN LEN PY (C)/PARTITION(P)/ DEPTH SHAPE GAGE DEPTH SHAPE GAGEF(R)/WALL(W) NUMBER 07 = 7" Z = ZEE 11 = D.113 07 = 7' ZS = ZEE 11 = °'13BUILDING SHAPE O8 = 8 1/2" C = CEE 12 = 0.098 08 = 8 1/2" CS = CEE 12 = 0.09810 = 10" E = LOW EAVE STRUT 13 = D.OBB 10 - 10' ES - LOW EAVE STRUT 13 - O.DBB H - HIGH EAVE STRUT 14 = O 079 HS - HIGH EAVE STRUTCOMPOSITE 11 = 1' 1/2" 11 = 11 1/2" BB = BACK TO BACK GEE '4 = °'°79UNDLE CODE IDENTIFIES PURUN 15 = 0.073 FB = FACE TO BACK CEE 15 = 0.073 PBA--) 16 = 0.068 FF= FACE TO FACE CEE 16 - 0.068ING CANOPY/PARTITION/ 17 - 0.060 17 - 0,060L PLANE AND BAY (1)11/32"X 1 1/4" SCRUBOLT(097352 AND SCRUBOLT NUT(09 267) m.anm , sv.N°w D1 "'''�'°° SPECIAL SECONDARY PART MARK KEY SECONDARY BUNDLE LOCATION KftOl 11 "p01COMPOSITE EAVE STRUT - ALL DEPTHS SECONDARY PART MARK NUMBER ALL SECONDARY DEPTHly BR18G2 CONNECTION FROM EAVE STRUT TO PURUN EN51B1 COMMON GENERATED MARK NUMBERS EN51 B2 COMMON GENERATED MARK NUMBERS THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ROOF SECONDARY SED'S W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER ILDER JOBM REV DATE BY DESCRIPTION Axthelm Construction Inc. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY CDSTOMER OF WALL AND ROOF SHEETS, TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND10R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DAM 11I6I2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,Washington #VMPBUILDINGS 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. aAa„ DRAWNIGHEGK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ROJECT Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, JEE WrDEusro. -GE VERSION: 2D2D.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, PITS 1"RCNAAY AOrre.J Bo,eBOP tl,�gE Hoff Neorn Y,c 11/7/2019 SEDSheet 8:41:10 Dungeness Gear Works Inc [NOTE. ALL BOLTS TO BE F- FEET G- GAGE CX'•• = COLUMN (PLATE) g FCOLUMN (GAGE) IuuE BRACE ROOF N 1/2' % 1 1/2•A325 I = INCHES 0= OPERATION CG%+ - COLUMN(HOTROLL) NOTE-- ALL BOLTS TO BE E= EIGHTHS C= FIN/COLOR WCX SEEHe • 1/2"X 1 1/2" A325 BOLTS(49080)(U.H.O,) BOLTS(49680)(U.N.O.) PURUN PANEL/COVERING RBX•+•= RAFTER(PLATE) COLUMN OR BEAM °.. PURUN W 1 3 1 1 7 2 6 1 K T D BG%'•'- RAFTER(GAGE)) WEB HEX NUT o DI * F F I I E G G O C C C WRX+"" - RAFTER(HOTROLL) LENGTH CODE WASHER"A" ° —� 1/2'X 1 1/2"A325 BOLTS(49060) WITH A 1/2"%1 1/2"A325 BOLTS(49000)wlm TRX4••= TRUSS RAFTER WASHER"B' I f�14,wNfD,(�p HARDENED WASHER(D95872)EACH SIDE HARDENED WASHER(095872)EACH SIDE INSULATION ROD BLLSIOE WASHER (01>.-)m(ise-) (TYP AT PURLIN E14D OF BRACE) (TYP AT PURLIN END Of BRACE) I•B 1 3 0 1 0 3 6 0 3 0 W V ICX•" -INTERIOR COLUMN rU9NE B WILL TYPIC ALLY F F F I 1 I I I I E C C PC%'•• PIPE COLUMN mn Hort F CONNECT THE WEB OF THE �' FLANGE BRACE(GFB- OR HFB-) LENGM WIDTH mK CDDE TC%...= TUBE COLUMN WEB REINFORCEMENT PLATE THE BUILDER WILLIN12 to nuo _ SECONDARY(STANDARD) -- - - ilEAN-W THE 9/16•DLW.HOLE w (IF PRESENT) MAY BE SHOP WELDED ON THE SECONDARY MEMBERS TO 13/16• CUP RE70 W/ 2 0 B Z 1 9 1 1 4 1 7 - EPX••' = ENDPOST(PLATE) EITHER 510E OF THE WED- OtMA MDLEe.(FOR THE 12MDB_nAWA THICK n/AlOES FLANGE BRACE(GFB- OR HFB-) • F F I I E G C • • • • • EG%•••- ENDPOST(GAGE) BRACE WITH A 3/4•R 2 1/2'Al2e BOLT WHEN ItEOUWCD.) DEPm LENGTH GAGE MJUST.000ES SHAPE CBX••*= CANOPY(PLATE) ti SECONDARY(SPECIAL) CBX... = PIGGYBACK CANOPY o 0 1 0 a Z 1 9 1 1 4 1 7-- - DCC•••= B 1/2"GAGE POST N.rz11wrt caNHtc1101s . FLANGE BRACE REQUIREMENTS: �•, __F F 1 1 EGG DOE--*= 10" GAGE POST GAGE ADJUST CODES RULE/1- SHAPE ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. 1 cDl1NTERDEPTHM LENGTH DESCRIPTION ART NO RULE/2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON i SHAPE RGO NUT HARD STEEL ROUND WASHER HARD STEEL WASHER WLL9DE CROSS SECTION IS NOT ACCOMPANIED BY (2). ENDPOST I ENDPOST DUM A e RULE/3- FLANGE BRACES ARE REQUIRED BOTH SIDES Of THE FRAME WEB R00 BRACING RS-mREADS BOm ENDS 3 6' 9532t 3/6'FIAT WASHER 98406 1 2•KNEE SOIIARE WwyHER 46040 WHEN PART HARK IS ACCOMPANIED BY(2), RAKE RAKE 0 3 R S 2 S 1 0 RT THREADS ONE END- CLIENTS ONE END 1 9 1 FUT WA 9 72 3/q•FLAT ROUND WASHER(95946) 543334 RULE/4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE BEAM BEAM I E • F F I I RU= CLEWS BOTH ENDS t e RAT WALHER 0 4 CENTER OF THE BUILDING. DIA LENGTH RP= THREAD BOTH ENDS- NO HILLSIDES 3. 05235 3 4 FLAr WARIER 25946 T•FLAT ROUND WASHER(951948) 5431M RULE/5- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON THE SAME 7 952JT r e elver WA9110t ss64r SIDE OF THE FRAME WEB. 1 118'I'LAT ROTUND WASHER(95949) 543376 1 t•B• 95239 1 1• nAT WASHERS IIN49 •' 10' & 11 1/2'PURLINS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. IHIY m1Eu9/am—.6" MARK NUMBER KEY xY9AaaI+m nwH A1Yo•rtun./9 It.No ENDPOST TOP BETWEEN PURLINS IRY•ona. "L1M0.0' ROD BRACE Mile TYPICAL FLANGE BRACE CONNECTIONS ENDPOST TOP BRACING BR25CA NO CAP CHANNEL - BRACED TO PURLINS ONLY EN50B1 COMMON GENERATED MARK NUMBERS BR01G2 WEB SLOT ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURUN BR25A3 ENDPOST WITHIN 6' (152mm) OF PURLIN I BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: GAGE POST FHR rROOF B 1/2" POST SHOWN I 'r BEAM 10'POST SIMILAR GAGE POST REFER TO: VARCO PRUDEN BUILDINGS I BASIC ERECTION GUIDE III 4 1 7— ORIZONTAL- IZOI F HORIZONTAL •8 1/2' POST REQUIRES III COLUMN I W 4 CLEARANCE (2)ANCHOR RODS 10' POST REQUIRED III HORIZONTAL SPLICE I U ET(TERIDR 10'ANCHOR RODS CPRC__ __________J COLUMN VERTICAL SPLICE 43/4"DIA. Q.?* � L————— ANCHOR ROOS y,``�i ROOF 3/4" FLAT WASTERS BEAM ® ti BASE � I PHA The Field Guide for Correctly storing and reeting ~ I J U Varco Pruden Metal Building Systems ., ,� FINISHED FLOOR F ELEVATION 100" INTERIOR !K (TYPICAL UNLESS 1 ri COLUMN a 2I NOTED OTHERWISE) ANCHOR RODS, NUTS <I COLUMN BASE PLATE BACK COVER: 4001 BASIC ERECTION GUIDE AND WASHERS ARE NOTE• BASE OF COLUMN MAY BY BUILDER INTERIOR COLUMN SPLICE I NOT BE AT FINISHED FLOOR 9Ev wxm • RY.m m WVY DAM"1'1' HeY No GAGE POST BASE CONNECTION 6A1C-0e"2 ' r Now CLEAR HEIGHT DIMENSION WORK POINTS ENV002 BASIC ERECTION GUIDE - STRUCTURAL pF13D2 FACTORY ATTACHED BASE CUP PFR007 AS SHOWN ON FRAME CROSS SECTION DRAWINGS THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP 3200 Players Club Buie inngs Aemphis TN 38125 PRIMARY BRACING SED1S 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT w40u J009 SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER DATE BY DESCRIPTION AMhelm Construction Inc. UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLY 1%rtH TO THE PERFORMANCE OR DESIGN OF N APPIR THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ourrall VP BUILDINGS w111/6J2019 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arai on,Wash! on Nm�u„ t MWNABHEPf SIDE OF THE WEB AS THE HILLSIDE WASHER. FURNISHED BY VP EXCEPT O ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING.ALL APPLICABLE VP BUILDINGS x" Dungeness Gear Works Inc. ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, " DESIGN OR PERFORMANCE NTS WASPOL VPCVERSION: 2Q2D.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. FRE9IANHE. eaAw,aOA..9mw 61+I,N19AHw9,AmNICA,1At. 11/7/2019 SEDSheet 8:41:07 Dungeness Gear Works Inc Secondary Part Schedule Mark Part Thick. Depth Lap Detail G1 08Z1302417Q100 0.0600 8 1/2" 10 1/2" WS12A2,WSOlG3 G15 08Z0411417GQOO 0.0600 8 1/2" WS12A2,WS20F2 G16 08Z0808417G100 0.0600 8 1/2" 10 1/2" WS12A2,WS0lG3,WS20F2 G22 OBZ0708417DGOO 0.0600 8 1/2" WS12A2,WS0lG2,WS0lAV,WS20F2 G23 OBZ2311415DDOO 0.0730 8 1/2" WSOIG2,WS01AV G3 08Z16114171100 0.0600 8 1/2" 10 1/2" WS01G3 G31 OBZ3102413Q500 0.0880 8 1/2" 3'-10 1/2" WS12A2,WSO1G3 G32 08Z25114141100 0.0790 8 1/2" 10 1/2" WSO1G3 G33 00108ZS170841700 0.0600 8 1/2" WS20F2,WS0lG2,WS0lAV G38 00208ZS080051700 0.0600 8 1/2" 10 1/2" WS12A2,WSO4C2,WS0lG3 G4 08Z2511417110 0.0600 8 1/2" 10 1/2" WSO1G3 C D E F G6 08Z0511417GQ0 A 0.0600 8 1/2" WS12A2,WS2OF2 Hl DHC0300017 0.0000 8 1/2" WS21D7 H3 00108JS140001 00.0600 8 1/2" WS20F9 J8 00208JS1708215 0.0730 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J9 00308JS0808217 0.0600 8 1/2" _ ———— WS20F2,WS2OB2,WS2OB8_ ----- 2 31 32 G38 O O 0 5 2 1 D O0 G15— H3 G16 1� I 5 2 1 O Glh= 0 ) `(/ N � G16 G4 (Typ. ) 3 (TYP•) Ln w cD N I I 0 2 5 5 2 1 1 G33 G22 G23 1 h o -G6 G15— I O O M t�f 1W1B0 1W1B1 1W1B2 1W1B3 7'-0" 6'-0" 14'-0" 8'-Ors 24 '-0" 15'-0" 28'-0" 13'-0" CL CL CL ^00'-0" BL BL SECONDARY ELEVATION AT 1 5 GFA106 4 H1 3 PG1 2 3'-0" 2 VCC07003090 1 4'-0" 1 JTG1 Dimension Key OPart Mark Key ShaDe Name=Dungeness Gear Works Inc. Wall=1 THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings SECONDARY ELEVATION AT 1 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT JOBN 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER RFv DATE By DESCRIPTION 40F1 Axtheim Construction Inc. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY wsT°'"A DATE OF WALL AND ROOF SHEETS TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ocwrKx� #=7U�1�B 11I6I2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Art on,Washl onORAWNICK-K 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING.ALL APPLICABLE VP BUILDINGS ACT Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Buul>FRaw. PAGE INCLUDING THE CORRECT USE OF TEMPORARY BRACING. N VPC VERSION: 202D.1 REQUIREMENTS SPECIFIED BY VP. °"'o'�8'e°`°°'°"`�"°'M'^A"�I"''"` 11I712019 8:41:14 4°rNA.ID Dungeness Gear Works Incl Secondary Part Schedule Mark Part Thick. Depth Lap Detail f G13 08Z2511417A100 0.0600 8 1/2" 10 1/2" WS12A2,WSOlG3 G25 08Z27114172200 0.0600 8 1/2" 1'-4 1/2" WS01G3 G35 00308ZS111141700 0.0600 8 1/2" WS12A2,WS0lG2,WS01AV,WS20F2 G36 00408ZS300241600 0.0660 8 1/2" WS12A2,WS2OF2 G37 00508ZS300241700 0.0600 8 1/2" WS12A2,WS2OF2 G8 OBZ1408417AGOO 0.0600 8 1/2" WS12A2,WS2OF2 H1 DHC0300017 0.0000 8 1/2" WS21D7 H3 00108JS1400017 0.0600 8 1/2" WS20F9 J10 00408JS1708216 0.0680 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J9 00308JS0808217 0.0600 8 1/2" WS20F2,WS2OB2,WS2OB8 4 3 2 1 ------- ----- ---------- -------- ----- - G13 G 25 G13 G H 3 37 0 o i O 1 o O G36(T ) o I G36 ti _ •-' " O O o N I I � 1 OO Oy O. c rnO cju G37 G8 0 '' G35 O^4 O O t� rnI 1W2B3 1W2B1 1W2B2 15'-0" (�—!°'—{-7'-0" 5'-6"—{ 14'-0" 51_6�� I u I 0 I 24'-0" 24'-0" 25'-0" CL CL Bracing Part Schedule CL CL 75'-0" Part Qty Length Lk t t BL 07RS3011 2 30,-11'BL BR01G2 SECONDARY ELEVATION AT A 4 3'-0" 3 2'-0" 3 PG1 2 4'-0" 2 H1 1 1'-0" 1 JTG1 Dimension Key O Part Mark Key Shape Name=Dungeness Gear Woks Inc_Wall=2 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 30125 SECONDARY ELEVATION AT A W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER 1U10E" Axthelm Construction Inc. ,oe n REV DATE SY DESCRIPTION STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY Pt JRPORF WITHOUT PRIOR THE GENERAL CONTRACTOR AND/O AP R ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER DATE OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF VP BUILDINGS 11I8I2019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT 'GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °�'"�Atli On,Washi On ORAWNA:HtI:K FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGSELE ct vwnov»,crrc DES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. DESIGN OR PERFORMANCE BUILDER'S POp VPCVERSION: 2020.1 PAGE ERECTION GUI REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS �neNnME 9 •,M.w..arweeao.arw.Nye.Am,.�ca�T- 11I7I2019 8:41:15 Dungeness Gear Works Inc R Secondary Part Schedule Mark Part Thick. Depth Lap Detail G1 08Z1302417Q100 0.0600 8 1/2" 10 1/2" WS12A2,WSOlG3 G23 OBZ2311415DDOO 0.0730 8 1/2" WS01G2,WS01AV G27 OBZ1202417D000 0.0600 8 1/2" WS12A2,WS0lG2,WS01AV G28 08Z1411417DD00 0.0600 8 1/2" WSOIG2,WS01AV G3 08Z16114171100 0.0600 8 1/2" 10 1/2" WS01G3 G4 08Z25114171100 0.0600 8 1/2" 10 1/2" WS01G3 F E D C g A z 1 — 1 2 os � yo I 1 I I I I I o ) 1 l 0 2 1 G4 (Typ. ) G3 (Typ.) N G1(Typ. G G1(Typ. LO I ) (Ty ) CN O2 1 h G27 y,�yN G28 132� G28 G27 I I O I I I 1W3BO 1W3B1 1W3B2 1W3B3 1W3B4 Bracing Part Schedule 13'-0" 15'-0" ?.4'-0" I 5'-0" 13'-0" Part Qty Length Detail CL CL CL CL 05RS2507 1 25'-7" BR01G BL 05RS2407 1 24'-7" BL BR01G2 SECONDARY ELEVATION AT 4 2 GFA106 1 4'-0" 1 VCC07003090 [—] Dimension Key OPart Mark Key Shape Name=Du Hess Gear Works Inc. Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1l2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT 4 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2,FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REv DATE ev DE81RIPTION 01OER Axthelm Construction Inc. JOB STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE :usroMER DATE OF WALL AND ROOF SHEETS. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS11I6I2019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ocAnoN Arlington,Washington on VPFURNISHED BYVP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DRnwN�cr,Ecrc DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, OJE4� Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING DuaoeR•s POp WC VERSION: ZO % 'µ{ NTS 1117/2019 8:41:16 f 4FN'"'E Dungeness Gear Works Inc •pN.cnd BMol M{rB�N�NaFM�w Mc PGl gup POT CUP PURUN EAVE :xU ARCi STRUT (4) 1/2"A307 THIN 2 1/2" 2 5/B" WELDED CLIP CONNECTION HEAD BOLT(f196615) ✓ SAVE STRUT &NUT(095032) ALT. CONNECTION • BRACE STRAP 1 ENDBAY (ESBS_) gam' ROOF • SECTION "A" SECTION "A" 0 0 11/� PURLIN WELDED CLIP BOLTED CUP I y 1 1 WELDED CLIP CONNECTION FE",1[ BOLTED CUP CONNECTION � SVrC( SHIM PLATE ALL CONNECTION fRr-- ALT. CONNECTION BOLTED CLIP CONNECTION REFER TO ERECTION DRAWINGS �'Y (SEE CHART) N ALT. CONNECTION FOR ALL CLIP MARK NUMBERS AC \ ' AND LOCATIONS.�--\\ BAY SP • 4B" m J CUPS MAY BE REQUIRED FOR \ PLATE UP PURUN TO FRAME CONNECTIONS. (EAP1) REFER TO INDIVIDUAL FRAME ROOF BEAM CROSS SECTIONS FOR BOLTED e� SIDEWALL OR y CUP PART NUMBERS AND THEIR A ♦ SOLDIER COLUMN 1 t/ LOCATIONS. CUPS MAY BE REQUIRED FOR A 7"OR 8 1/2" SHIM PLATE PURLIN TO FRAME CONNECTIONS PURLINS ROOF PITCH PART • REFER TO INDIVIDUAL FRAME ° RANGE NUMBER BOLT EAVE STRUT AND 2 1/2" 2 5/B" • CROSS SECTIONS FOR BOLTED "oy. ,� ° .25 TO 1.99 N A EAP1 PLATE TO FRAME W/ CUP PART NUMBERS AND THEIR 'K r} �+ �'1. 2.0 TO 2.49 N A (B)1/2"X 2" LOCATIONS. �04" vim. 2.5 TO 149 ESH1 A325 BOLT(097250) \\ RAKE BEAM rr/ d QpS� RAFTER 3.5 TO 4.00 ESH2 b ti ti LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. 7' &5 1/2"PURUNs +N o.aa ,A� nc wa Iqv a-- 'eea• EAVE STRUT W/ ATTACHMENT PLATE "B'•"L'•'A''70r m M o PURLIN AND GIRT SIZES `"°""A'P' �O'° PURLIN CONNECTION AT INTERIOR FRAME "`" U "i0• PURLIN CONNECTION TO END FRAME ANTI-ROLL PURLIN CUPS RK EN53F1 8 AN GIRT RS01 T1 CONTINUOUS PURLINS RS02T1 CONTINUOUS PURLINS RS03J1 WHEN REQUIRED BY DESIGN RS12PE INTERIOR FRAME NOTE: SHIM PLATE EAP2 PLATE ITIDOF PITCH PARF ONLY REO'D. RRNCE NUMOER WHEN CALLED .25 TO 1.99 NfA OUT ON FRAME 10 TO 2.40 N/A CROSS SECTION 2.5 TO 149 3.5 TO 400 ESH2 SHIM PLATE 1 (SEE CHART) 1 PLATE (EAP2) SIDEWALL OR SOLDIER COLUMN ROOF BEAM BOLT EAVE STRUT AND EAP2 PLATE TO FRAME W/ (B) 1/2"X 2" i" A325 BOLT(097280) 4i .i• Rp � -1'-0"AT 7" &a 1/2"OUTSET 1'-3"AT 10'&11 1/2"OUTSET LOW EAVE STRUT SHOWN- HIGH EAVE STRUT USES SIMILAR PARTS. m *9."e� EAVE STRUT W/ ATTACHMENT PLATE RS12PF END FRAME THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1l2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ROOF SECONDARY SED,S W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FORTHAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER RLv DATE BY DESCRIPTION AMR Axtheim COnsUmlIOn Inc- JOB a STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY GS STOL i OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE °AIL ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °GfgN AAI On,Washi on �B�UILDIN7GSS11I8I2019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. FURNISHED BY VP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS c•uWNcK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, P"QJE� Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. mInDERa'�c1• VPC VERSION: 2020.1 � NITS 11/7/2019 SEDSheet 8:41:12 lie' Dungeness Gear Works Inc "'"`"ae""°°ro0 M0'""°A".�.•` Secondary Part Schedule Mark Part Thick. Depth Lap Detail G13 08Z2511417A100 0.0600 8 1/2" 10 1/2" WS12A2,WSO1G3 G14 08Z26114171100 0.0600 8 1/2" 10 1/2" WS01G3 G29 OBZ2411415ADOO 0.0730 8 1/2" WS12A2,WSO1G2,WS01AV G30 08Z2411414DDOO 0.0790 8 1/2" WSOIG2,WS01AV y T T 4 —— —————--——————————— — ---------------------------------------------- — I � I h'5,3100. I I I i I I o I I �i I G (T<)- G13(TNG13(Typ. ) YP-) In cv 04 I I I I 00 � 29 yeti G30 G29 0�4' I I I I I 1W4B1 1W4B2 1W4B3 1 24 0 L -25'-0„ 24'-0" CL Bracing Part Schedule CL CL 75'-0" CL Part Qty Length tatt BL 07RS3108 2 31'-8" BL BR01G2 SECONDARY ELEVATION AT F 3 2'-0" 2 4'-0" 1 1'-0" ❑ Dimension Key Shape Name=Dungeness Gear Works Inc. Wall=4 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT F W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MOMFiED,REPRODUCED OR USED FOR ANY OTHER BURDER Axthelm Construction Inc. RGV GATE PURPOSE WITHOUT PRIOR WRITTEN APPROVAI OF VP BY DESCRIPTION STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE cU Im" D OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF OCATION VP BUILDINGS 1 11612 0 1 9 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington,Washin onN DRAWNICHEGK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS 'Ro'ECT Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, BUILDER'S POp PACE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS VPC VERSION: 2020.1 �-LI VAIX 9 •oNionW BMla9wo.fl„ar.wNan ATnkta 11/7/2019 8:41:17 Dun eness Gear Works Inc ORCE (FRAME BRACE Son, ERECTION DRAWING PART MARK LOGTEai 1.OGD0M -.y 1WAIeEA TTIT C COLUMN OR BEAM "O ADJUST. CODES P WEB HEX NUT 0 °� ADJUST. CODES TGAGE WASHER"A• 0 —— —— _° GAGE R WASHER"6" FTANp� RODITLLSOE WASHER (TMs-1°a�WB-) IN HE LENGTH 1 W 1 B 3 LENGTH millimeters nANK SPACE WILL r&CAUrFFFT millimeters) CONNECT TO THE WEB OF THE SHAPE WEB REINFORCEMENT PLATE THE KOM��TO FIELD FRAME MEMBER. SHAPE RFAM-wr THE a/le'OVAL HOUE a (IF PRESENT) MAY BE SHOP WELDED ON ric,ua nun memo S TO 13/IC CUP REO'D W/ BAY NUMBER EITHER SIDE OF THE WEB. BOX HpEi"M THE 1N10B-11AMGE THICK MAN *=ADZ'/2 A325 CANOPY (C)/PARTITION(P)/ ° DEPTH SHAPE GAGE DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER ALTERNATE COMMEWI MS 07 = 7" Z = ZEE 11 = CA 13 FLANGE BRACE REQUIREMENTS: 07 = 7' ZS = ZEE 11 = 0.113 Da =B ,/2" G = GEE 12 = MOBS OB = 6 1/2- CS = CEE 12=°-098 BUILDING SHAPE RULE1)1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. E LOW EAVE STRUT 13 = O.OBB 13-O.OBB DESCRIPTION PART NO to = 1D" 10 _ 10" ES - LOW EAVE STRUT ROD HARD STEEL ROUND WASHER HARD STEEL WASHER HILLSIDE RULE�2- SINGLE FLANGE BRACES ARE REWIRED WHEN PART MARK ON 11 - 11 1/2" H - HIGH EAVE STRUT 14 = 0.079 HS HIGH EAVE STRUT NUT CROSS SECTION IS NOT ACCOMPANIED BY (2). 11 = 11 ,/2" 14=0079 THE BAY/BUNDLE CODE IDENTIFIES D1AY A B "SHEx RULE 3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB 15 = 0.073 BB BACK TO BACK CEE 15 =0.073 95321 a nAr WASHER 9e4oe 1 x PENAL ROUND WASHER +Pow 16 = D.O6B FB = FACE TO BACK CEE THE BUILDING CAN 0 P Y/P A R TI TI 0 N/ IF 543334 WHEN PART MARK IE ACCOMPANIED BY(2). FF = FACE TO FACE CEE 16 - 0.06E93/4'FLAT RWND WASHER(95B46) RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE 17 - 0.060 17 -0.060 95235 3 4 Fur WASHER 9W46 CENTER OF THE BUILDING. T 952JT 7 e FUT WAPIFR 9594 1'FLAT ROUND WASHER(9594B) 54]335 RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME ROOF WALL PLANE AND BAY 3 T A 1 1/e•FLAT ROUND WASHER(95849) 543336 SIDE OF THE FRAME WEB. 95239 1 1 MT WASHER 95949 •• 10'& 11 1/2'PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. aAr.SIRS .WLN NAa ROD BRACE '^'.O11t "4p''AnAn Ah.o°cer TTW.Me.40 la.DWEM A IWr,M0.1N Tsx wul 3 RA Maa TYPICAL FLANGE BRACE CONNECTIONS SECONDARY PART MARK NUMBER SPECIAL SECONDARY PART MARK KEY SECONDARY BUNDLE LOCATION BRO1G2 WEB SLOT ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN EN51B1 COMMON GENERATED MARK NUMBERS ENS1B2 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS r�ME TE BEFORE FASTENING THE CEE MEMBER TO THE ZEE MBER.BESURE TO CLAMP THE GEE AND ZEE AT THE 2 1/2" 2 5/8" MMON INSIDE CORNER TO ASSURE A TIGHT FIT. l/ I RAKE BEAM G;RTO52060)(WELDED) SI4-14 x1 1/(55307) 1 1 (000052060)(BOLTED) AT THIRD POINTS i ; GABLE GIRT CLIP I (GC16-) AT 7', 8 1/2" &10"GIRT 000 I (GC20-) AT 11 1/2" GIRT A I I I I O 48' o I p %4 J • ( ��pptLl Q O UPCY- �'SF• J � ¢COLUMN ob+� RAKE 7' & B 1/2"GIRT CLIP (PG1) GIRT CUP(PG() 0 BEAM MA QE GIRT DEPTH 10" & 11 1/2"GIRT CLIP (GCD-) MAY BE SOW V` ��;!3 2 5/B" FSNR AT THIRD IS I I/Y LESS WELDED (GMAY BE DP OR GCA-) ZEE GIRTS tGCt OR GCA-) POINTS(55307) THAN ZEE GIRT. ZEE GIRT SHOWN OUTSET GIRT CEE GIRT SIMILAR ZEE GIRT SHOWN CEE GIRT SIMILAR 1'-0" AT 7• &8 1/2" GIRTS 4' 1'-3" AT 10" &11 1/2' GIRTS SECTION A - A 7"&8 1/2"GIRT Aw.am9rro+ro1 lWv.am e11001/4A/M PURLIN AND GIRT SIZES W1.r A"1Lan4A14 AEr.rea GIRT CONN. AT COLUMN MAY MLN M449 GIRT CONN. AT COLUMN MtAc aADa 1 HMv.na 4LY OAR.a r AT.r.Maa GIRT CONN. AT COLUMN GABLE GIRT CONN. TO RAKE A EN53F1 8 1/2" 216mm WS01AV OUTSET SIMPLE ZEE W/NESTED CEE WSO1G2 OUTSET SIMPLE GIRTS WSO1G3 OUTSET CONTINUOUS GIRT WSO4C2 OUTSET GIRTS GIRT CUP SECOND CEE ON A DOUBLE a+naFJ JAMB a" BOLTED WBm FOR FD'S UP TO 9'X 9'USE 3 1/4--14 X I 1 4 JAMB IS HELD BACK B•FROM GIRT TO ( )( () /• EACH END OF MAIN JAMB. JAMB CLIP r B 1/2' 10• 1//Y PG, (GC7) A 7'GIRT SOS tt55307)LOCATED APP80%AS SHOWN. �PG1; (GCI) AT B 1/2"GIRT No OCOSER III 3/8'FROM EDGE A 7' J7G3 JTGe CORNER COLUMN Or H,'1,P OR HOLES.SCREW SPACING NOT COCO-) COCA-) AT 10"GIRT LESS THAN 3/4'APART. a e t/2' JTG1 JTGS Jrc7 A (CM-) COCA-) AT 11 1/2'GIRT c r10D LOCAIE ANO CALL(2)19/I6• � `��•Q' TO A1tEIR KES IN(2�DIRT TO 1 1/2' O 10" JIG4 JTf:2 I A32'5 BOLT JAM (49000) / A 1 1/2" JTCZ SINGLE JAMB ENDWALL GRT SIDEWALL GIRT • JAMB. SINGLE 4 ZEE GIRT SHOWN ZEE CURT SHOWN OR DOUBLE (2) 1/2" %1 1/2" A CEE GIRT SIMILAR CEE GIRT SIMILAR `® A325 BOLT(49080) ® \ DOUBLE JAMB A h'RT SE CONNECTION (2)1/2'A307 THIN JAM> S� yA1roH CLPB(PG1) DIM.A �® HEAD BOLT(095636) CORNER hh II &NUT(095032) GIRT CUP ® •N Q (2) 1/2'A307 THIN Cam-) ® / / HEAD BOLT(09653B) °SIN ZEE GIRT \� (JAMB SUPPORT \ IA A WTH O & NUT(W5032) DIRT CLIP h FRAME GIRT) V DOUBLE JAMB HARDENED WASHER r�'''10.1 �O (SEE CHAR GIRT DEPTH P (2) 1/2"A307 THIN CONNECTION 'OPy-1 J 1/4 Q 9 1/4"AT T SW GIRT HEAD BOLT(096636) JAMB, g" 1 9 1/4"AT B 1/2-SW GIRT Q I &NUT(095°32) OR DOUBLE SINGLE MAX r - SECTION A-A 1'-0 1/4'AT 11 1/2" SW GIRT B, 1'-0 1/4'AT 10"SW GIRT DIM A: I JAMB CAN BE 1 1/2•DEEPER CONCRETE FSNR DIM_A ZEE GIRT SHOWN 1'-D' AT 7"&B 1/2"GIRTS THAN THE JAMB SUPPORT GIRT. AT 24' O.C. • 3 1 4 AT 7",9 1/2", 10"JAMB CEE GIRT SIMILAR GIRT FILLER ANGLE 1'-3' AT 10"&11 1 2• GIRTS ( (BY BUILDER) BASE MEMBER / ONLY EXCIVTION: 11 1 2'JAMB / (GFA-)W/(2)55307 OR GREATER FOR SPECIAL FRAME CAN OE USED W/B 1Y"GIRT) L _6 6 1/4"AT 11 1/2' JAMB JAMB CAN BE 1 1/2'DEEPER SETBACKS ALIGN JAMB AND GIRT AT BL THAN THE JAMB SUPPORT GIRT. JAMB CAN BE 1 1/2'DEEPER u NOTE: FIELD NOTCH ENDWALL I PG1 CUP = 3 3 4" AT 7%B 1 2% 10"GIRTS THAN THE JAMB SUPPORT GIRT SECTION A-A (ONLY fOIC[P1BN:11 1/2"JAMB / / AUGN,AMB AND GIRT AT BL. CAN BE USE°W/B 1/Y CRYJ GIRT FIANCE WHEN CORNER COLUMN PGV1067 CLIP —4 3/4" AT 11 1/2' GIRTS ALIGN JAMB AND CRT AT BL FLANGE INTERFERES WITH ENDWALL GIRTS. SECTION A-A Mlr.0 rxeNA.IM GIRT CONN. AT CORNER COLUMN ' "11'I' H1i-I& A"v,AMm9rMAA14wv,mm IMe1Mra9rn S IMr.M•a GIRT TO JAMB JAMB TO GIRT JAMB BASE ATTACHMENT WS12A2 ANY OUTSET GIRT AT EW, ANY GIRT AT SW WS20B2 I SINGLE OR DOUBLE JAMB, ANY ZEE GIRT WS20138 SINGLE OR DOUBLE JAMB WS20F2 SINGLE JAMB 1.UNLESS NOTED,USE 112 X 1 1/2 A325T BOLT 49080 AND NUT 47120 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL SECONDARY SEDTS W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER BUILDER JOU r REV DATE BY DESCRIPTION Axthelm Construction Inc. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY THE GENERAL CONTRACTOR AND/OR ERECTOR QFVPRUILDINGS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER DATE OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OOAIION VVMPBUILDINGS 11 6/2019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED, FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Atli On,Washi 1N1rAA4.N DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, sO1 Dungeness Gear Works Inc. _ut REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS '00HR'S'. VPC VERSION: 2020.1 rA 11/7/2019 SEDSheet 8:41:17 "CHAMP Dungeness Gear Works Inc 4Ow""i vl rW.e44aA.e"9.Naa NtitA n DOOR HEADER CHANNEL �0HA_) 0 7•GIRT ZEE GIRT OHC-)0 e 1/Y CURT HEADER TO JAMB (OHO-)0 10"cm CLIP (PG1) (DHE-)0 11 1/2-GIRT FULL WIDTH OF DOOR HEADER FRAMED OPENING 1 �-.®� 1 N SINGLE JAMB4• STRUCT FSNR 655307) ss6 12 O.C. \ _ > SINGLE JAMB q \\I\E\/_ SHOWN - DOUBLE A JAMB SIMILAR I I A EOLLAL 3� EOIWI DOOR HEADER CHANNEL I I H4EAD/BOLTT 07 THIN(096636) d< NUT(095032) ---TEmPORARILY ATTACH DOOR I 1 OPENING 3!E HEADER CHANNEL W/ I I HEIGHT a1 W 1/4-14 x 1 1/4' O x STRUCT FSNR (55307) SECTION A—A SECTION A—A 4'-D'D.C. N`0NG0' �.MO-w HEADER TO JAMB w afb0r A>•Am W 0 DOOR HEADER CHANNEL CONN. W52DF9 ANY HEADER, ANY SINGLE JAMB WS21 D7 ANY ZEE GIRT, ANY JAMB THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON.REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 36125 WALL SECONDARY SEEM W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2 FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER aEv DATE By DESCRIPnON "EN JOBS Axlhelm Constnlclion Inc. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY Pt JRPOSF WITHOUT PRIOR WRITTEN APEROVAII OF VP RUII QINGS CU510MR TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE oA OF WALL AND ROOF SHEETS OCAT"NWashingtonVP BUILDINGS W ICHECK 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlin on, vAR� N DRAWN/CHECK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Eux�rxxslo. wcvERsioN: 2020.1 -E REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. INTS 11/7/2019 SEDSheet 8:41:19 Dungeness ra ENAMr 9 .a».o.ae�wer<o.e,rsro.Nan A.N,W,�u Gear Works Inc r Covering Schedule Trim Schedule Id Qty Length Type Gage OP Fin. Color Id Parts Color Details ` #16 38 39'-10 l/8" SSR 24 2 K TD T1 BSI,FPRFI,GGCI,MCC1 Cool Dark Bronze RC38N1 #17 38 39'-10 1/8" SSR 24 2 K TD T2 SRCF06, (8)SRCFIO,SRCM06, (8)SRCM10 Match Roof Color RC34A7,RCV418,RCV419,RCV420, RCV421,RCV531 Oper. Code:2=SQ,SQ Finish:K=KXL (Kynar) T3 SPCI0,SRR1 Cool Dark Bronze RCV501,RCV502 Color:TD=Standard Color T4 BSI,FPRFI,GGC MCC1 Cool Dark Bronze RC38N1 y T 3 4 T4 a T ———— ———— ————————————————— m (38)#17 t I o T3 T2 T3 I co I i (38) #16 W Ar.cassory Schedule MODULE CONTROL STRIPS Description Detail Use a_Cppanel mid-point when panel is 38.0 f_t or longer Use aty endlaps, first clip _from ridge and first,from e 0 a e ies) Ice Damming Conditions Exist V �. uVv� Vv\ W �aa L-4- 1 l'-6" Starter Panel (Cut Dim. 1'-711) ❑ Dimension Key 75'-0" I" BL BL Fastener Schedule ROOF COVERING PLAN Part Description 55307 (T-3) 1/4-14 x 1 1/4", 5/16" Hex Hd Shape Name=Duncieness Gear Works Inc. 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ROOF COVERING PLAN MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER ,REV DATE BY DESCRIPTION MILDER Axthelm Construction Inc DATE "A 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY :usTor"ER REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Oc"ON Arlington.Washington VP BUILDINGS 11I812019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Y"�ly,ar DRAWNICHECK FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, '_WO'1ER' Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION, REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING BuaDER•s Poa vvcvERSIDN: 2020.1 PAGE NTS 11/7/2019 8:41:21 Dungeness Gear Works Inc Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details '' #21 10 PR 22'-11 1/2" 26 1 K TO -3" Left to Right T1 DFTI0,JTO7 Cool Dark Bronze WC24A1 #1 1 PR 20'-5" 26 1 K TO Left to Right T2 DFT05,HTSO3 Cool Dark Bronze WC24A2 #2 2 PR 20'-2 1/2" 26 1 K TD -3" Left to Right T3 DFTI4,JT14 Cool Dark Bronze WC24A1 #3 1 PR 19'-8" 26 1 K TO Left to Right T4 DFTI4,HTS14 Cool Dark Bronze WC24A2 #4 7 PR 22'-ll 1/2" 26 1 K TO -3" Right to Left T5 (4.2)BG2415, (7)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WCOlAB, #5 4 PR 7'-2" 26 1 K TD -3" Right to Left WC04G1,WS27B2,WS27D2 #6 3 PR 20'-2 1/2" 26 1 K TO -3" Right to Left T6 CT20 Match Wall Color WC20A1 Oper. Code:l=SQ,SQ T7 (9)RFR10-130, (4)RKF20,RKF10, (9)RSB10, (SCool Dark Bronze RCl0A1,RC30A1,RS10L5 Finish:K=KXL (Kynar) Color:TD=Standard Color A F T7-40 -1 11/16" —_ — — —— —_ T7-40'-1 11/16" ——— —— _ —— Ln m N I I I I Lo D 0 r (4)#5 I N N _ c _ N N \ N N N \ N N N T 4 \ r \ r - rl r1 N DD r-I N � W ri fi W N N ,-H OD In N - ,y I I I rl ,-I rl N N N N N N N N ,-i rl ri O O O N N N N N N N N o r (7)#4 (10)#21 #1 (2) #2 #3 (3)#64 N I T2 ,� I � I HI Ei l I IM I H I F H T5-6'-0" T5-50'-0" T5-7'-0" 6'-0" 14'-0" 50--0" -L M 1 7'-0" 80'-0" 1 3'-0" BL ❑ Dimension Key BL COVERING ELEVATION AT 1 Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 SI(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Work,Inc. Wall=1 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT'I MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FORTHAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE Uev DESCRIPTION BUILDER Axthelm Construction Inc. dos. 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM VP ENGINEER'S SEAL DOES NOT APPLY PI JRPOSF WITHOUT a TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE cusrornER DATE REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 11I6I2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,Washington #VM'PBUILDINGS3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE nur-„ DRAWNICHECK FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS vRaEcr Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION, DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING- NTS i1O1 WC VERSION: 2020.1 PncE 11/7/2019 8:41:23 `"r" Dungeness Gear Works Inc Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #8 22 PR 19'-11 7/8" 26 1 K TD Left to Right T1 DFTI0,JT07 Cool Dark Bronze WC24A1 #9 3 PR 5'-11 3/8" 26 1 K TD Left to Right T2 DFT05,HTS03 Cool Dark Bronze WC24A2 Oper. Code:l=SQ,SQ T3 DFTI4,JT14 Cool Dark Bronze WC24A1 Finish•K=KXL (Kynar) T4 DFTI4,HTS14 Cool Dark Bronze WC24A2 Color:TD=Standard Color T5 (3.9)BG2415, (6)BT10 Cool Dark Bronze EN52A1,ENV003,RC00AI,WC0lAB, WC04G1,WS27B2,WS27D2 T6 CT20 Match Wall Color WC20A1 T7 (3)EG201,EG161, (8)GRA10, (7)PCA10A, Cool Dark Bronze RC03A2,RC32A1,RC38E2,RC61A6, PCA05A, (39)STR4 RCV324,WC04G1,WC11F1 T8 5CE75, (2)CP510,DN1, (4)DST1 Match Wall Color RC38P1 4 1 T7 (3)#9 T4 of (11)#8 (11)#8 0 T2 w H F E M (h E H r-I f-I E E T5-15'-0" T5-12'-6" 15'-0' Q--�I 12'-6" 14'-0" 30'-6" 1 3'-0" I Dimension Key 75'-0" BL BL COVERING ELEVATION AT A Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 St(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=2 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT A MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE, IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER RS:V DATE ev DESCRIanON P10" AXlhelm Corulnrcdon Inc. JOB p 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE G 61Q«`R ""T' 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OGA1 q1 Arlington,WesN on VP BUILDINGS 11I6I2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, !6T Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NyTS 1ULLO°""O' VPC VERSION: 2020.1 'ACE 11/7/2019 8:41:25 ncNn Dungeness Gear Works Inc •°W""10°Sio'"i"°'" nAm<.«r Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #11 14 PR 22'-11 1/2" 26 1 K TD -3" Left to Right Ti (5.3)BG2415, (B)BT10 Cool Dark Bronze EN52A1,ENV003,RC00AI,WC01AB, #12 14 PR 221-11 1/2" 26 1 K TD -3" Right to Left WC04G1,WS27B2,WS27D2 Oper. Code:l=SQ,SQ T2 CT20 Match Wall Color WC20A1 Finish:K=KXL (Kynar) T3 (9)RFR10-130, (4)RKF20,RKF10, (9)RSB10, (SCool Dark Bronze RC10A1,RC30Al,RS10L5 Color:TD=Standard Color F A T3-40'-1 11/IG _-- — --- T3-40'-1 11/16" - - - N : C N N N N N N N N \ N N N \ N N N \ N N N \ \ N N N \ N N N N\ N N \ N rl ri rl ri ri ri ,-i rl ri rl rH rl ri rl rl ri rH fH rl ri rl rl ri rl rH H CO rl N If1 CO rl N N W rl N ul CO r-I rH W � N rl W If) N rH W VI N �-H I I I I I I I I I I I I I I I I I I I I 1 1 W 1 I 1 O1 C) o o O o H ,-H rl ri N N N n1 N N N N ,-i rl H rl O O O O 01 101 r-I N N N N N N N N N N N N N N N N N N N N N (14)#12 (14)#11 N N H I I T1 I sol—oll L BL BL COVERING ELEVATION AT 4 Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 S!(T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=3 1.PRE-DRILLING 1l8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS- IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT 4 MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER 3UILDER � REv DATE BY DESCRIPTION �usToraER Axthelm Construction Inc 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM VP ENGINEER'S SEAL DOES NOT APPLY DATE REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,WashingtonDRAWNICHEC 19 VP BUILDINGS 1 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ICHECK 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS IUILDER'S P VPC VERSION: 2020.1 D 1117/2019 8:41:26 Dungeness Gear Works Inc Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #14 25 PR 19'-11 7/8" 26 1 K TD Left to Right T1 (5)BG2415, (8)BT10 Cool Dark Bronze EN52A1,ENV003,RC00AI,WC01AB, WC04Gl,WS27B2,WS27D2 Oper. Code:l=SQ,SQ Finish:K=KXL (Kynar) T2 (3)EG201,EG161, (8)GRA10, (7)PCA10A, Cool Dark Bronze RC03A2,RC32A1,RC36E2,RC61A6, Color:TD=Standard Color PCA05A, (39)STR4 RCV324,WC04G1,WC11F1 T3 5CE75, (2)CP510,DN1, (4)DST1 Match Wall Color RC38P1 � 4 T2 �i (25) #14 0 t'n � H T1 75'-0" l BL BL COVERING ELEVATION AT F Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 S!(T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=D eness Gear Works Inc. Wall=4 1.PRE-DRILLING 1l8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT F MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FORTHAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER RE„ DATE ev DESCRIPTION WILDER Axthelm Construction Inc. ,oe, 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER DACE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,Washington f=VPUILDINGS11I6I2019 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS �,.�„aH DRAWNICHECK �'ROJECT DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP- INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS �uaDERs Pop VPC VERSION: 2020.1 PAGE 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. 11/7/2019 8:41:27 r.V" Dungeness Gear Works Inc .eM.[+aok-Smp.6..k"Nun A-. .n Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #7 23 PR 8'-0" 26 1 K OW Left to Right From Peak Ti (7)LTA10 Match Wall Color WC61A7,WCV060 Oper. Code:l=SQ,SQ T2 JT07 Match Wall Color WC24A1,WCV060 Finish:K=KXL (Kynar) T3 HTL10 Match Wall Color WC24A3,WC25A3,WCV060 Color:OW=Cool Cotton White T4 JT10 Match Wall Color WC24A1,WCV060 T5 (4)JT10 Match Wall Color WC61A8,WC61A9 T6 (5)JT10 Match Wall Color WC61A9 F p' CID r I I t I I I I I I I I I O a I T1-60'-0" T1-6'-0" N T3 I I I_ o —o 020)#7 0 (3)#7 to co N N 00 CD W C-i CD H E 7'-0" '-0" 50'-0" �14'-0" 6'-0" 80'-0" BL BL WALL LINER ELEVATION AT 1 (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=1 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON.REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT 1 MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER w'DC,, JOB p 'Iry o ev oescaivnoN Axthelm Construction Inc. 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY JTPRIORWR FN APPROVAL OF VP BUR DINCScusrwcn REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE unrE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °CATO/Arti ton,Washi ton VP BUILDINGS 11/6I2019 FURNISHED BYVP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS MAMWAIECK FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, °T Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING, ummf PAGE NTS VPC VERSION: 2020.1 11/7/2019 8:41:28 crw u+E Dungeness Gear Works Inc ^en maw+eusnowsmrw•mM Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details " #10 22 PR 8'-0" 26 1 K OW Left to Right T1 (6)LTA10,LTA05 Match Wall Color WC61A7,WCV060 Oper. Code:l=SQ,SQ T2 JT07 Match Wall Color WC24A1,WCV060 Finish:K=KXL (Kynar) T3 HTL10 Match Wall Color WC24A3,WC25A3,WCV060 Color:OW=Cool Cotton White T4 JT10 Match Wall Color WC24A1,WCV060 T5 (2)JT10 Match Wall Color WC6IAB,WC6lA9 T6 (7)JT10 Match Wall Color WC61A9 1 4 �— - ------------------------------------- ------------------------- - — I I I I I I I I I I I I I I I o I I I T1-30'-6" T1-30'-6" I a T3 o - o o (11)#10 0 I I I I D m H H DD N N aD E O I I I H E I H E H H 30'-6" —1.41-0" 12'-6" '_01, 15'-0r' 75'-0" BL BL WALL LINER ELEVATION AT A (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=Quingeness Gear Works Inc. Wall=2 1.PRE-DRILLING 1I8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT A MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP, THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV I DATE B= DESCRIPTION Axthelm Con4ruclJon Inc. JOB N 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ''�1O1A1N °^rE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCATiOH Arlington,Washl n BUILDINGS 11l812019 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BYVP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS �V=P ,,,,a"Dungeness Gear Works RAWN.WGK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Inc.. AGE 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS °CRY VPC VERSION: 2020.1 " 11/7/2019 8:41:29 `°"1AUE Dungeness Gear Works Inc •'y��0^V BIueS opae"adq.Na",An•o rc Wall Liner Schedule Trim Schedule ti Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #13 27 PR 8'-0 26 1 K OW Left to Right From Peak Ti (8)LTA10 Match Wall Color WC61A7,WCV 060 " Oper. Code:l=SQ,SQ T2 (2)JT10 Match Wall Color WC61A8,WC61A9 T3 (7)JT10 Match Wall Color WC61A9 Finish:K=KXL (Kynar) Color:OW=Cool Cotton White A F C) I I j I I I I o I I I I N Tl N I I I 0 0 (27)#13 0 I _ _ N co m aID Co I F I I rm T I M H H EH �' I 80--0" BL BL WALL LINER ELEVATION AT 4 (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Durgeness Gear Waft Inc. Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED WALL LINER ELEVATION AT 4 MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 3200 Players Club Circle Memphis TN 38125 TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE BY DESCRIPTION 011tlQ1 Axthelm Construction Inc. �oB N 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY Pt IRPOSF WITHOUT PRIOR WRITTEN APPROVAI OF vp Bull nlNrS REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE p/O "IE 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS I"AM N Arlington,Washl on VP BUILDINGS 11 36/°. 9 FURNISHED BY VP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DnAwraR� FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, °t Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS gOFRS�T� 2020.1 � 11I7I2019 0:41:30 FA" Dungeness Gear Works Inc "d""'a"k"`"`°P°"`�""N°"�""��` Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #15 25 PR 8,_0 ' 26 1 K OW Left to Right , Ti (7)LTA10,LTA05 Match Wall Color WC61A7,WCV060 Oper. Code:l=SQ,SQ T2 (7)JT10 Match Wall Color WC61A9 Finish:K=KXL (Kynar) Color:OW=Cool Cotton White � 1 r-- ------------------------------------------ ------ o o N N T1 "-o o (25)#15 0 0 I ao w OD °° I I N N N E E H H 75'-0" L BL BL WALL LINER ELEVATION AT F (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=4 1.PRE-DRILLING 1l8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT F MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER ko� JOB q NEY DATE BY DESCRIPTION AxthelmConstnrcbonlnc. 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLYDAIE REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE aeronur 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS "D"Arlington,Washington VP BUILDINGS DNA IECK 1 FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. FURNISHED BY VP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS rx "pRCOPR10EN �� DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, P'kc` Du ,Ioness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING �Ds"b1O' wcvERsioN: 2020.1 P NITS 11/7/2019 8:41:31 FRE"""' Dungeness Gear Works Inc ^ewn,tl Oh KK o^ELMny NPD N^M2^h¢ IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER SEAM PR WALL PANEL MARK NO! W F F I I E G G D C C C F FEET ROOF PANEL INSTALLATION GUIDE REQUIRED FOR THIS PROJECT: TIGHTNESS. FAILURE TO PROPERLY SEAM THE JOINT MAY RESULT IN F — FEET G GAGE CX••• = COLUMN (PLATE) — F—FEET G—GAGE = PREMATURE FAILURE OF PANELS AND/OR SECONDARY MEMBERS UNDER I = INCHES O=OPERATION CGX••• - COLUMN (GAGE) LENGTH CODE I INCHES I—INCHES 0—OPERATION UPDFT OR DOWNWARD LOADING CONDITIONS. PR ROOF PANEL NARK NO.: R F F I I E C G D C C C E=EIGHTHS E= EIGHTHS C= FIN/COLOR WCX••*= COLUMN(HOTROLL) E-EIGHTS C—NN/COLOR REFER TO: 0.39' MAX. LENGTH Ga G=GAGE VARCO PRUDEN BUILDINGS PANEL/COVERING PR RIDGE PANEL MARK NO.: P F F I I E G G C O C C C 0—OPERATION 4'PAN MODULE 24'PANEL MODULE W 1 3 1 1 7 2 6 1 K T D REX•••= RAFTER(PLATE) LENGTH CODE C—FlN/COLDR SSR ROOF PANEL MARK NO:S F F1 1 E CEO C c C * F F I I E G G 0 C C C BGX•••— RAFTER(GAGE) SSR ROOF INSTALLATION LENGTH CODE WRX•••— RAFTER(HOTROLL) 36'COVERAGE TRX••• = TRUSS RAFTER INSULATION 12• 1' SMOOTH FACTORY 1 B 1 3 0 1 0 3 6 0 3 0 W V 1.� E%/� 1 3/16 APPLIED ICX•••—INTERIOR COLUMN Tom• I SURFACE SEALANT F • F F F 1 1 1 1 1 E C C PCX••• — PIPE COLUMN SEAM MUST BE 0 LENGTH WIDTH THK CODE TCX...= TUBE COLUMN 2 31 37' �_ FULLY TUCKED = II BEARING EDGE 1 J p' 7 J e SECONDARY(STANDARD) SMOOTH M O 8 Z 1 9 1 1 4 1 7—— — — — EPX...= ENDPOST(PLATE) PANEL RIB ROOF AND WALL PANEL (PR) EXTERIOR • F F I I E G G • • • EGX••• ENDPOST(GAGE) SURFACE t 1/0' OEPi T LENGTH GAGE ADJUST.000ES 3 ����i�{{{////" SHAPE CBX...= CANOPY(PLATE) RPR WALL PANEL MARK NO.; R R F F I I E G G O C C C I JpV SECONDARY(SPECIAL) CBX...= PIGGYBACK CANOPY LENGTH CODE 0 0 1 0 6 Z 1 9 1 1 4 1 7-—— The Field Guide for correctly storing and Installing • •• • • •F F 1 1 E GO - • DCC...= B 1/2"GAGE POST CDIINTER DEPTH&a LENGTH GAGE ADJUSTCODES DCE••• = 10" GAGE POST 35•COvERAtZ a VP Buildings Standing Seam Roof System SHAPE f' r ESMOOTH % N �' Tom' TER OR 1 13/16' IROD BRACING RS=THREADS BOTH OS SURFACE 0 3 R S 2 5 1 0 RT= THREADS ONE END— CLEVIS ONE END 1/SY 4 3 4'HOLD I E • • F F I i RU GLENS BOTH ENDS TYP. BACK COVER: 4005 SSR INSTALLATION BEFORE SEMI INC IT IS IMPORTANT TO WIPE THE SEAM CLEAN WITH SOAPY CIA LENGTH RP=THREAD BOTH ENDS— NO HILLSIDES RPR WALL PANEL CLOTH OJI DIA LY BEFORE SEAMING THE PANEL. THIS STEP WILL DRAMATICALLY REDUCE THE CHANCE OF MARRING THE SEAMS AT THE CAP LOCATIONS ,a.•szn,xroNr K+.w u scv o.rtoym/u...n a MARK NUMBER KEY PR ROOF & PR RPR WALL PANELS °n'01Gamrm W, STANDING SEAM ROOF PANELS SSR MINuNs, • "'�saes EN0182 RIB AND SS SEAMING PROFILE GUIDELINES EN50B1 coMMDN GENERATED MARK NUMBERS EN52A1 / EN52D1 } ENVO01 ROOF INSTALLATION GUIDE — SSR RAKE SUPPORT ENOWALL OR PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: 3/16" BEAD OF CAP (RSC—) FIELD BEND I" LIP 5 1 2' NON—SKINNING APPLY SEALANT BOTH OVER RAKE EXTENSION ON SSR PANEL CUP TAB TUBE SEALANT AND UNDER CUP TAB AT @ REFER TO: I (025392) SSR CUP LOCATIONS START PANEL DIM VARCO PRUDE N BUILDINGS #20' MIN. DIST.AT LOW SAVE, CLIP w SSR PANEL—� O O O O O O FULL LENGTH ADJACENT TO •* DIM HEIGHT �{ 1 1/4" SSR PANEL ROF HEIGHT CHANGE ARBASIC PANELS & ACCESSORIES s O 0 O O O OO MIN DIST. FOR PANELS OR 1 3 4" SHORT I CLIP ,a BELOW WALL TO ROOF AREA 1 4' MED TOP VIEW 1. STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILS FOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION (9 X �I a 7 1/2" GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND cip O ACCESSORIES NOT DESCRIBED IN THE SED'S. N01F1 CUP BASE 2. ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND FASTEN PANEL TO(RSC) OIL AT MASTIC AND SEALANT LOCATIONS. — 1/4-14 z 1 1/4" WITH 17-11 % 1 1/4' l! STRUCT FSNR �SOSTRUCT FASTENER SSR PANEL (55307) CLIP 2'-0" D.C. The field guide for correct installation of Varce CUP AUGHT CUP TYPE k MARK FRONT VIEW SSR RIB RAKE Pruden's Wall and Roof Systems,Tuff—Utes, MALE HEM SUPPORT Wallltes,Door,Windows, Gutters and Trim. SHORT 3 1/2- SLIDINFlXED S60771 BRACKET FIXED 560772 -NOTE: CUPS WILL BE STAMPED SHORT, NOTE: R EAVES,ROOF CUM SHOULD R APPLADDADJACENT TO RS8- FlXED 560773 ALL SSR TAMS.ROOF CURBS AND AREAS ADJACOIi MEDIUM 4' MED, TALL, OR X—TALL STEPPED PALL TO ROOF.ROOF HEIGHT.IT IS S AND SLIDING 58077E FIXED CLIPS WILL HAVE PAINTED THAT AR ROOF ADJACENT TO JOINTS n T RECOMMENDED FIXED 560775 CUP TABS. COVER AREAS AST 3 S IL ROOF HE101O GAMINES NOTE: TALL 4 1/2' SLIDING 560776 CWLR AT LEAST 3 SDElAPS WITH THE SEALANT. SEE ERECTION DRAWINGS BACK COVER: 4003 BASIC PANELS AND ACCESSORIESSEE THE SSR ERECTION GLADE rOR ADOIt10NAL 1NFORwnOH FOR X—TALL 5' FIXED 560777 PANELSDIMENSION TARTER SLIDING 560778 v o amn?A• er wm ae mmo n m.Naaa "''''01Ri0'7oi7e0 sIN 000 NOTES en `"Q' °1°A"'n01 SSR PANEL SIDE LAP sr•A.eanam A a luo. SSR STARTING RAKE ENVO03 CONTAINS:PANEL AND WALLS ACCESSORIES RPRSVR ENVO1 PROFILE ANDAMA K NUMBERS SSR RCOOAI RC03A2 ADDITIONAL WEATHERSEL AT ICE DAMMING COND. RC1DA1 PR, VR, OR RPR WALL W BLANKET INSUL SSR CLOSURE FACE OF FOR GUTTER Q 7" x 20" FLASHING VP200 RIVET RAKE FASCIA C38E_ MATERIAL KIT(80539) (RKF-- 1/6"X 1"TAPE PLUG(80135) WALL PANEL SEE STRAP NOTE: VP200 RIVET (UPPER HOLES) 1 1 4' MASTIC(027893) 2'-D'O.C. ATTACHMENT SHOULD BE INSTALLED 1 1/4" OF AFTER INSTALLATION SSR BOTTOM OF ROOF SHEET SAVE COTTER 7 VIA W'P FIELD DRILL(1) RIB STRAP(STR4 i 3 16' DIA, NOTE nELO BENDI SSR PANEL �1 1/4-14 X 7/8" O SLDT COV R _ AT EACH RIVET ~ 1/0"x 1'x 9' S S.S. ROOF FASTENER STITCH ALUM STRIP 14 ; ® APPLY ADHESIVE LOCATION GUTTER STRAP SECTION TAPE MASTIC(027893) SEALANT ' (1)/STRAP OR 1/4-14 X 7/8' STR4 O.G 1+ 12-14 X 1 1/4" (2)/STRAP AT I S.S. ROOF STITCH ( ) 0 a SS.ROOF STRUCT ICE DAMMING 1" FASTENER ~� FSNR 6"O.C. OUTSIDE CLOSURE (2) PER STRAP rr O PANEL RIB(80140) 1r 1/8�X I' VEE RIB(80362) STRING LINE go •RFR10— IS AVAILABLE IN TAPE MASTIC RPR(80130) RIVET °A BRONZE OR WHITE.IF OTHER (027893)CANT 1/4-14 x 7/B" WALL Gp COLOR IS REO'D. FIELD PAINT. AND OVER PLUG STITCH FSNR 04 3/16"CONT. BEAD OF VP200 1'-0"O.C. ADHESIVE SEALANT RIVET EAVE GUTTER 1/4-14 x 7/9" / (EG—) PANEL CLOSURE SSR J// ANGLE (PCA—) Sow CUT I'SLOT IN RIDDGGEE COVER.FASTEN SLOT COVER TO RIDGE COVER AT SLT.OT PANEL WALL STITCH OUTSIDE CLOSURE WITH(2)1/4-14 x 1 1/p'SS.ROOF STITCH FASSIENERS w/7/8'WASHERS(SBOI5). FSNR PANEL Rib(80140) 1/4-14 X 7/8" APPLY A 3/ip BEAD OF ADHESIVE SEALANT OVER RIB 2 3/4'ON BOTH MIN VEE RIB((80362) S,S. ROOF STITCH SIDES OF NOTCH. 1�2 I'—O" O.C. RPR P( IV.30) FASTENER WALL PANEL NOT REO 0 OVER 2:12 5 PER PANEL FORM FLEXIBLE FLASHING OVER RIB CONFORMING TO RIB PROFILE. RAKE FASCIA ®APPLY A'/16'BEAD OF AOHf9NE SEALANT AT OUTER EDGES OF REMAINING MATERIAL CRAIG RETAINER(RFR10—)• AND PRESS ONTO RIDGE COVER MAKING SUITE BEAD IS CDNIINIOUS ALL AROUND. GUTTER REINFORCEMENT ANGLE oN.ozrtcUnn° sf..un o° Atr.wz.olnaM en•In e• s[v 1a.x olr°,Va nv.o oA a.a.no,nans x -as SSR RAKE TRIM SSR ROOF W/ SAVE GUTTER SSR RIDGE GUTTER STRAP ATTACHMENT RC30A1 PR, VR OR RPR WALL RC32A1 PR, VR OR RPR WALL RC34A7 EXPANSION JOINT (0 160'-0" O.C. MAX.) RC38E2 SSR ROOF (ICE DAMMING) THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SED°S DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV I DATE BY DESCRIPTION UILDER AXthelm Construction Inc. JOB a VP ENGINEER'S SEAL DOES NOT APPLY RATE +:usTOMER DATE TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCU 11I ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 'OG11'ON Arlington,WashingtonORAwwGnEeK VP BUILDINGS 11 0 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS cR,u�ry DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, 'ROJECT Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS BUILDER'S Pop VPC VERSION: 2020.1 PACE 11/7/2019 SEDSheet 8:41:31 ""Me"Dungeness Gear Works Inc e°"OAOfB°�°Petl"npiNb"`n.vwl"` (2)1/4-14 x 1 1/4'(553D7), 5/I6"HEX HD SEE RC38E_ FOR GUTTER STRAP AT BLANKET INS LESS THAN 6"(2 EAVE GUTTER(EC-) ATTACHMENT SSR PANEL CUP: BLANKET INS 6GR R RAKE FASCIA -AT / - T 5 09) 16"HEX HD (RKF-) SHORT IX D-5607t2 PANEL RIB FILLER BIRD STOP(BSI) BLANKET INS —— ——————— (FPRF1)FASTEN IN FASTEN IN PLACE CUT AND TAB HOLE IN LESS THAN 5" PLACE W/4 POP DOWNSPOUT STRAP RIVETS W/4 POP RIVETS {DST1)FASTEN W EAVE GUTTER (EG-) GGC_ 3/8"CONT.BEAD FI#D-seO7D WALL PANEL WITH SEAL NIPPLE TO GUTTER SKINNING SEALANT MED{ SLIDING-550774 CONNECTION WITH BRONZE WALL SIITCH FSNR TUBE SEALANT(80507) S.S.ROOF (80507) BLANKET INS / BEND TAB STITCH 4e• 6'OR GRTR TO SECURE BOTH (5 PER PANEL) A GUTTER CLOSURE HALVES OF STRAP DOWNSPOUT NIPPLE GUTTER SIR Vim •(GGC-)FASTEN IN (DST1) TOGETHER (DN1)FASTEN IN PLACE W/10 POP (STR4) RIVETS EAVE GUTTER W/ 2 STRAPS PER 8 POP RIVETS .1,. To'SECTION OF (� 3/4' GAP DOWNSPOUT SEAL INSIDE LAP EAVE GUTTER BPI" METAL CORNER / PERIMETER OF 3" AND FASTEN CAP MCC1 W/ ?' \ CLOSURE W/ DOWNSPOUT ELBOW KITH (9) 1/8' POP El POP RIVETS BRONZE TUBE (5CE75)FASTEN TO DOWNSPOUT(CP510) SEALANT DOWNSPOUT W/2 POP FASTEN TD DOWNSPOUT ERVE RIVETS CUT AWAY (80507) RIVETS NIPPLE W/3 POP PANEL CLOSURE GUTTER ROOF PURUN RIVETS ANGLE (PCA-)SHADED AREA EAVE GUTTER (EG—) FASTENER LOCATIONS QUANTITYFOR OFF GUTTER JOINT COVER M- 45' EAVE GUTTER(EG-) SEE ERECTION D FIELD FABRICATE R2'THICK(MIN.) O o • o 0 0 2 PER CLIP 1' DOWNSPOUTS BLANKET INSULATION ° o • ° ° REQUIRED TO REDUCE NOTCH DETAIL PANEL RUMBLE. A-A e•rt•ynn. +er.Nso �'e'"° A[e+Iom DOWNSPOUT ASSEMBLY en.o.+ca�m/a ery wea SSR EAVE GUTTER EXPANSION JOINT er"1e00 TRIM SPLICES .rv'ww SSR PANEL CLIP ATTACHMENT EAVE GUTTER CORNER ASSEMBLY RC38N1 ALL SYSTEMS RC38P1 ALL SYSTEMS RC61A6 FOR BUILDING OVER 160' IN LENGTH RCV324 EAVE GUTTER SPLICE RCV325 BLANKET INSULATION ON PURLIN USE 12-14 X 1 1/4" CLEAN ALL MATING SURFACES TO BE SSR RIDGE COVER S.S. ROOF STRUCT SSR FIXED PANEL CLIPS: WEATHER SEALED. REMOVE OR TRANSITION FLASHING FLA SHORT(580771): BLANKET INS LESS THAN 6" FSNRS AT ALL 1/8'X 1' FABRICATING OILS,RAIN,SNOW, MED((560773)): BLANKET INS 6"OR GREATER TAPE TIC ICE,DEW,DUST AND DIRT 12-14 X 1 1/4'S.S. TALL(550775):T-BLOCK k INS LESS THAN 6' LOCATIONS 4' (027693 PRICK TO APPLICATION ROOF STRUCT FSNR 1/8" X 1"x 9" SSR RIDGE COVER X-TALL(580777): T-BLOCK& INS 6"OR GREATER 12-14 X 1 1/4"S.S.ROOF OF RIDGE FEMALE RIDGE TRIM OF TAPE MASTIC (80347) OR TRANSITION MASTICS AND 10 PER PANEL MED(560773): SUPERBLOCK W/ BLANKET STRUCT FSNR COVER(SRCF-) SEALANTS. AT RIBS rLASHING SHORT 560771: R-BOARD INSULATION 1' 7" FIELD CUT PANEL STIFFENER SEE CV421 ( ) 10 PER PANEL (N USE S HEAD X 1/2" TALL(560775): INSVL BRIDGE (H�} GLOj CUT TO BEAR ON SSR STIFF. TRUSS HEAD STRUCT 12-14 X 1 1/4" S.S. XTALL(560777): INSUL BRIDGE ROOF STRUCT FSNR 12-14%1 1/4 S.S. FSNR(97659) AT ROOF STRUCT FSNR EACH SIDE SEE RS03J_ MALE RIDGE c� ,S EA RIB TO SUPPORT 2 EACH SIDE OF SEAM CAP FOR SECONDARY LOVER SSR PANEL I 3 1/2" EACH / \ PANEL STIFFENER OF RIB TO FRAME CDP REQUIRED AT (SRCM-) STIFFENER SSR FIXED CLIP LOCATIONS I ��1 1/8'X 1'x 3" / I ( �j MASTIC(00347) EACH SSR 7 PANEL _�I_ SIDE OF RIB PANE - - - TAPE MASTIC 1/Z^J (80347)FOLDED PANEL STIFFENER AND TUCKED APPROX. 3 SEE ROOF SECONDARY PLAN —" INTO RIB 5/B" PANEL STIFFENER FOR REQUIRED PURUN BRACING 5 EQUAL SPACES PURLIN SHOWN FOR FIXED CUP LOCATIONS 9-STRIP OF 1" 3/16'X 1-x 28" PANEL STIFFENER 28 AT ROOF CENTERLINE OR RIDGE. TAPE MASTIC OVER RIB TAPE MASTIC kJ FLAT TAF)E MASTIC(97882) NOTE: FIXED CUPS AT LOW EAVE STRUT SSR PANEL (80347)AND 28" STRIP MARK FOR OF PANEL(97662) MAY BE REPLACED WITH A FASTENED THRU (97662) TRIM LOCATION NOTES: EAVE PLATE (FEP-). CUP 3/I6'X 1"x 2B" DO NOT USE E 1. FIXED CLIPS ARE MARKED WITH TAPE MASTIC (97662) OFTAP " STRIPS PENCIL E STI MAC OVER RIBS PAINTED TAB FOR EASY IDENTIFICATION PURLINS SHOWN /8' X 1' 9 CV420 FOR FSNR AND AND 1/B"X 1'x 3"STRIPS TAPE MASTIC(80347) 2. SEE ROOF SECONDARY ERECTION DRAWING JOIST AND TRUSS SEE MASTIC PATTERN ON EACH SIDE OF RIBS OVER RIB FOR PBA-AND CPB- PART MARK NUMBERS (80347) AND FIXED CLIP LOCATION. PURLIN SIMILAR ev r•sm/e+11 y s•gu t x«suer a.san tro ed.raw 'Q ' "00e SSR RIDGE TRANSITION FLASHING •cR o•rtaI t •rr,Aaa SSR SEAM CAP AT HIGH RIB SSR FIXED PANEL CLIP SSR RIDGE COVER ATTACHMENT SSR SEAM CAP AT HIGH RIB RCV353 BLANKET, T-BLOCK, S-BLOCK, R-BOARD, & BRIDGE RCV418 RCV419 SSR AT RIDGE PANEL SPLICE RCV420 FASTENER AND MASTIC PATTERN RCV421 SSR RIDGE/TRANSITION (FLEXIBLE OR METAL) 1 B" X 1'TAPE MASTIC SSR RIDGE TO RAKE WOWALL It RAKE CHANNEL WALL PANEL / TRANSITON (SRR-) THICKNESS (027893) AT PERIMETER RAKE FASCIA (RKC--)AT 8 1/2"PURUNS OF SRR- SSR RIDGE RIDGE/HIGH EAVE END (RKCB--)AT 10'PURLNS 2 LAYERS AT RIDGE RIB (RKF-) RAKE TO RIDGE COVER SRC- TAPE MASTIC BEAD OF ROOF PANEL {RKCH_}AT 11 1/2"PURLINS TRANSITION [CUT FROM 002190 SECTION A-A PRIOR TO SEAMING PANELS FLASHING i/8"x 1'x25"ROLL) FOLD TAPE MASTIC TO FORM AN (SRR-) INSTALL (6) BEAD AND I PUSH UNDER THE OPEN ______ 1/4-14 x 1 1/8" SEAM. REPEAT AT EACH SEAM SS. ROOF STITCH 6 ALONG ENTIRE LENGTH OF RIDGE PEAK CAP FSNRS 511015) 1/8'x 1"TAPE `(BOTH SLOPES) OR HIGH EAVE. PEAK W.P. I Wrl/H7/8 WASHERS I MASTIC(027893) FASTEN RAKE AT PERIMETER OF CHANNEL LAPS PROVIDED FLASHING(2) A ( ` WITH (2) O W LAYERS OVER RIB / >'— 1/4-14 X 1 1/4" C RIDGE / \ STRUCTURAL FASTENER / OC RAKE 1 FASCIA / �' (RKF-) •RFR1D- IS AVAILABLE IN 5/16"BEAD OF NON BRONZE DR WHI TE. IF OTHER SKIN TUBE SEALANT in 1/4-14 x 7/8' COLOR IS REO'D, FIELD PAINT. (025392)AT WALL STITCH FSNR PERIMETER OF 1'-0"O.C. FLASHING WALL PANEL OUTSIDE CLOSURE WALL STRUCTURAL X 1 L F RRAKE FASCIA ETAINER(RFR70-)� CHAKE ANNEL WALL STRUCTURAL FASTENER INSTALL(121 (55307) W-12-`14 x 1 /4 S.S. ROOF STRUCT FSMRS 09061) SEE CV502 FOR PLAN VIEW W/7/8 WASHERS of TRANSITIONIN HOLES PROVIDED TYP.UNLESS NOTED a+cen•r ei«, op rt..•n<wnane aeo wv euLI 1e'�''ND00 SSR SEAM MASTIC ay.art. the•rv.xna RAKE CHANNEL TO PURLIN SSR RIDGE TO RAKE TRANSITION SSR RIDGE TO RAKE TRANSITION RCV501 ALL WALL PANELS RCV502 PLAN VIEW RCV531 ® RIDGE/HIGH EAVE/WALL TO ROOF TRANSITION RS10L5 SSR, SLR II - PURLIN(METAL WALLS) THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings p TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN IO7, 38125 COVERING TRIM SED+S DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP, THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER ++FV DATE By DESCRIPTION N11LOER Axthelm Construction Inc. JOB a VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER DATE CA MER 019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °C"11ON 11I612 Arlington,Washington DRAwNICNEc' on VP BUILDINGS FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS >Ro.+Ecr Dungeness Gear Works Inc. V��N DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, NITS 1ULR0i�• VPC VERSION 2020.1 PACE 11/7/2019 SEDSheet 8:41:33 t""""�Dungeness Gear Works Inc """rd�"°`°pOOuwq•Ng9,Nax•,rc CBA1 BG NOTE: A CONC.FSNR. MUST BE LOCATED 1/4-14 x 7/B"WALL STITCH FACE OF LESS THAN fi"FROM EACH ENO OF THE FSNR. 1 PER SUPPORT BASE MEMBER. WALL PANEL BOTTOM OF AND 1 PER GIRT SPACE SAVE OR ROOF SHEET EL 2 FSNRS REO'D WHEN SPACE RAKE MEMBER 1/4-14 x 7/8" PANEL PANEL D ER RIB EXCEEDS 6'-O" @ WALL STITCH RIB INSIDE OF 1/2"CLEARANCE I FSNR. PR, VR OR RPR NOTE:A CONC. FSNR. MUST BE LOCATED i TS BETWEEN ROOF 1'-O'D.C. WALL WALL LESS THAN 6" FROM EACH END OF THE LINER AND WALL PANEL W.P. ACE BASE MEMBER. 12-14 x 1 1/4 INTERMEDIATE OF WAT ALL PADE NEL. WALL STRUCT WALL GIRT FSNR.Lill= 3/16"x 1/4"TAPE MASTIC (025390) 12-14 x 1 1/4" 2 PER F00 WALL STRUCT I 012-14 x 1 1/4- 1 PER FOOT WALL STRUCT FSNR SAVE STRUT 2 PER FOOT 0 PANEL RIB 12-14 x 1 1/4 1 PER FOOT 0 VR& RPR BASE GIRT(BG-)(SHOWN) M12-14 z 1 1/4 OR SAVE ANGLE0 lit BASE ANGLE(BA-)SR+ULAR WALL STRUCT WALL STRUCT FSNR. Q / INSIDE CLOSURE FSNR.M 2 PER FOOT 0 PANEL RIB \ PANEL RIB(8013p) BASE ANGLE (BA-) W�" ER FOOT 1 PER FOOT 0 VR &RPR VEERIB(80360) NT GIRTS RPR PANEL (80140) SHOWN, MAY BE BASE GIRT(BG-), E MEMBER OR CONCEALED BASE (CBA) [ I -L-- L III 1/2' 12-14 x 1 1/4" PR,VR OR RPR OUTSIDE CORNER BASE FINISH FLOOR OR FINISH FLOOR OR WALL STRUCT FLASHING (CT-) TRIM TOP OF CURB WALL TOP OF CURB WALL FSNR.** WALL PANEL (BT-) CONCRETE FASTENER 2 PER f00T PANEL SIDELAP CONCRETE FASTENER 24"O.C. (BY BUILDER) 24" O.C. (BY BUILDER) APPLY SEALANT *USE 12-14 x 1 7/B" FSNR AT THE GIRTS ANO I #USE 12-14 x 1 1/2'FSNR IF BY OTHERS) MISUSE 12-14 x 1 1/2" FSNR AT THE BAS- E/EAVE INSULATION THICKNESS IS>4" CONTINUOUSLY MUSE 12-14 x 1 1/2" FSNR IF IF INSULATION THICKNESS IS GREATER THAN 4' INSULATION THICKNESS IS > a" so,wow ' 'I"Y°0° OUTSIDE CORNER TRIM av wrm 1°• xam a•wwwune�•am BASE OF LINER ATTACHMENT •`me °°°'IID1 PANEL RIB WALL "m'ae ' w xn°o0f PR, VR & RPR WALL AT SAVE BASE OF WALL ATTACHMENT WCOIJD LINER WC04G1 FASTENER PATTERNS WC11F1 STANDARD SAVE MEMBER WC20A1 PANEL RIB WALL WC01 AB PR, VR OR RPR W/ BASE TRIM - - - LINER TRIM DOOR FLASHING WALL PANELPANEL I CLOSURE RIB INSIDE 1/4-14 x 7/9" (LTA-) WALL STITCH LINER PANEL FSNR. (80130) @ 1'-0" O.C. INSIDE PANEL RIB CLOSURE 12-14 x 1 1/4" (80130) WALL PANEL n WALL STRUCT FSNR, SECTION A-A SECTION A-A V-0"O.C. PANEL RIB ZEE WALL PANEL HEADER LINER SECTION A-A FS a LATER MAY BIETCEEO ��UINER TRIM (HTS-) DOOR 0 TRIM GIRT PANEL HEADER z (H�-) 12-14 x 1 1/4" HEADER WALL STRUCT 12-14 x 1 1/4" TRIM (HTS-) 612-14 x 1 1/4" FSNR. 12"O.C. WALL STRUCT WALL STRUCT FSNR. 12"O.C. 1/4-14 x 7/8" PANEL RIB SHOWN FSNR. WALL STITCH VEE RIB SIMILAR 1'-0"O.C. LINER DOOR FSNR HEADER 1'-0"O.C. 012-14 x 1 1/4" WALL STRUCT ♦ 12-14 x 1 1/4" 1: 12-14 x 1 1/4' A FSNR. WALL STRUCT I-,' 2 PER FOOT FSNR. WALL STRUCT FSNR AT 14 M12- x 1 1/4' Q DOOR FLASHING FWALL SNR,STRUCT A Q/ 1'-D"O.C. 1'-0" O.C. / JAMB TRIM A A 2 PER FOOT DOOR FLASHING (JT-) DOOR HEADER A DOOR FLASHING MUSE 12-14 x 1 1/2" FSNR IF \\v/A MUSE INSULATION x 1 1ESS FSNR IF -11 MUSE 12-14 z 1 1/2"FSNR IF E INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS IS GREATER THAN 4" n.Rn 1 xr..,am xtwwa r '!`-x°m LINER PANEL ATTACHMENT :a.x.xnm xI n xev.xn♦ WALL TRIM AT DOOR HEAD °'• 1° °Of LINER TRIM AT DOOR HEAD JAMB TRIM AT OVERHEAD DOOR r•am a Rx.nw WALL TRIM AT DOOR HEAD WC61 A7 PARTIAL HEIGHT LINER WC24A1 PANEL RIB WALL WC24A2 OVER DOOR OPENING WC24A3 OVERHEAD DOOR OPENING W/ LINER WC25A3 OVERHEAD DOOR OPENING 1/4-14 x 7/8"WALL STITCH FSNR.1 PER SUPPORT FIELD NOTCH BASE GIRT TO CLEAR o AND 1 PER GIRT SPACE COLUMN BASE PLATE SIDEWALL OR 1 4-14 x 7/8- 2 FSNRS REO'D WHEN SPACE ALL STITCH 1/4-14 x 7/8" ENDWALL COLUMN tt� / EXCEEDS 6'-0" 5?~' WALL STITCH FA • ?y'ti • V-D"O.C. 1'-0" o C. w�\,L S•�' ` C` EAVE OR RAKE SUPPORT INTERMEDIATE WALL GIRT o•♦G' ��J DNER DNER 12-14 x 1 I/4" PANEL-----_______ PANEL WALL STRUCT FSNR. 1 PER FOOT AT ALL SECONDARY MEMBERS (JAM;TRIM JAMB TRIM ASE MEMBER Jr- PANEL SIDELAP SIDEWALL OR 12-14 x 1 1/4" BASE OR Q EIE COLUMN WALL STRUCT (BGO_15) - 4" FSNR. (BG1_15) - 7" 1 PER FOOT (B02_15) -8 1/2" (BG3_15) -113" PANEL SIDELAP (1904_15) -11 1/2" m.mc♦r I xn.n♦,w m-wt,m m lay..m-w �•♦.¢o.mnx .nnm PANEL RIB LINER ' �` BASE GIRT AT COLUMN LINER PANEL ATTACHMENT LINER PANEL ATTACHMENT WCV060 FASTENER PATTERNS WS27B2 ALL BASE GIRT DEPTHS WC61A8 TRIM AT COLUMN; INSET WALL WC61A9 TRIM AT COLUMN; OUTSET WALL THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SED S DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER WLv DATE BY DESCRIPTION 3uIEDER Audhelm Construction Inc. doe x VP ENGINEER'S SEAL DOES NOT APPLY Pt ERPDqF WITHOUT PRIOR WRITTEN APPROVALOUSTOMER TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DA 11/6/2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS !OCATION Arlington,Washington VP BUILDINGS vwoorrrtn DRAwwc rcn FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWWG,ALL APPLICABLE VP BUILDINGS V111Ecr Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, VPG VERSION: 2020 rADE /x]♦ REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, NTS Rs .1 vnfrwf »°aoB�re.Nomnn.x.In 11I7I2019 SEDSheet 6:41:34 Dungeness Gear Works Inc .ew..,a°s •BASE GIRT DEPTH (BOD_15) - 4- (13131_15) - 7 (BG2_15) - B 1/2" FIELD NOTCH BASE GIRT (BG3_15) - 10- TO CLEAR COLUMN BASE (8134_15) - 11 1/2" 5 ENDWALL SIDEWALL e�� a e?• q�, :. a 4,.ci" CONCRETE FASTENER 24"O.C. (BY BUILDER) BASE GIRT AT CORNER COLUMN WS27D2 ALL BASE GIRT DEPTHS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SED°S DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER Rev DATE BY DESCRIPTION '"R AxUt Im Conshicllon Inc. goo n VP ENGINEER'S SEAL DOES NOT APPLY JT PRIOR WRITTEN APPROVAl .uss°un+ TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDI ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE WE ANYOTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCAt10N Arlf an,WaShi on VP BUILDINGS 1116/2019 R c�AwwarcK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ' 1O"" Dungeness Gear Works Inc. Y DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, 0.1 PA°E RI A.•r.REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS "O°ucns�» VPC VERSION: 202 11I7I2019 SEDSheet 8:41:36 """"�'Dungeness Gear Works Inc +aw"xw.a.uw. •m DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NOTES DRAWING TITLE PAGES C TYPE `D TE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet Ve! 1w '��� �� / 3 PLATE WELDED SECTIONS A529,A572,A1011,A1018 GRADE 55 COLD FORMED LIGHT GAGE SHAPES A653,A1011 GRADE 60 Codes and Loads BRACE RODS A572,A510 GRADE 50 HOT ROLLED MILL SHAPES A36,A529,A572,A588,A992 GRADE 36 OR 50 Notes HOT ROLLED ANGLES A529,A572,A588,A992 GRADE 50 ® HOLLOW OWG STRUCTURAL SECTION(HSS) A500 GRADE A653,A792 GRADE B OR GRADE 80 Anchor Rod Plan gVA�RC:OP�RUDEN LDINGS Primary Structural HIGH STRENGTH BOLT TIGHTENING REQUIREMENTS Secondary Structural IT Is THE RESPONSIBLL'YOF THE ERECTOR TO ENSURE PROPER BOLTTIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH STRENGTH BOLTS FOR MORE INFORMATION Covering SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS.THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT T TIGHTNESS(I.E.-SNUG TIGHT OR PRE-TENSION)UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION a division of BlueScope Buildings North America,Inc. Special Drawings Standard Erection Details ALL A490 BOLTS SHALL BE"PRE-TENSIONED".A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE "SNUG-TIGHT"EXCEPTASFOLLOWS; Planograph Details PRE-TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION,IMPACT,OR STRESS REVERSALS ON CONNECTIONS. PRE-TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS.FOR IBC BASED CODES;HIGH SEISMIC IS DESIGN CATEGORY D.E OR F.SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE TENSION ANY CONNECTION WITH DESIGNATION A325-SC.SLIP CRITICAL(SC)CONNECTIONS MUST BE FREE OF PAINT, OIL,OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA ALL A325 AND A490 BOLTS SHALL BE"PRE-TENSIONED",EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS"SNUG TIGHTENED"UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. INSPECTION AND TESTING SPECIAL INSPECTIONS AND TESTING REQUIRED BYAUTHORITY HAVING JURISDICTION(AHJ)DURING CONSTRUCTION AND/OR STEEL FABRICATION IS THE RESPONSIBILITY OF THE OWNER OR OWNERS AUTHORIZED AGENT. WHEN REQUIRED,THE OWNER SHALL EMPLOY A QUALITY ASSURANCE AGENCY(QAA)APPROVED BY THE AHJ.THE BUILDER IS RESPONSIBLE TO COORDINATE BETWEEN THE QAA FIRM AND BBNA FABRICATION FACILITIES.THE TYPE AND EXTENT OF SPECIAL INSPECTIONS AND NDT WELD TESTING MUST BE SPECIFICALLY STIPULATED IN CONTRACT DOCUMENTS OR BBNA WILL ASSUME SPECIAL INSPECTIONS I� AND/OR NOT TESTING ARE WAIVED AS PERMITTED BY THE BUILDING CODE BASED ON BBNA FACILITIES[AS AC472 ACCREDITATION. CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED DATE BY NO CHANGES AUTHORIZED UNLESS APPROVED BY THE BUILDING INSPECTOR OFFICE-;COPY 00 Received MAY 15 2020 Vff--I-3102, VP Buildings 3200 Players Club Circle Memphis TN 38125 THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP BUILDINGS. IT IS tCSq COVER SHEET DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP.THE VP PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND MAY p� A6@ BE REPRODUCED ONLY FOR THAT PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY V d rwanEp AB I ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE DESIGN OF OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. �C A T)L]ll ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY .7 Ax[helm Construction Inc. wsToren DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. ACCREDITED- DATEBUILDWGS 11/6/2019 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY Certify mm"aSI;e",s LOCATwN Ac aTs Arlington,Washington •��N OxAwnrcNEa WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING,DETAILS REFERENCED IN PROJECT THIS DRAWING,ALL APPLICABLE VP BUILDINGS ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO Dungeness Gear Works Inc. PROPER ERECTION,INCLUDING THE CORRECT USE OF TEMPORARY BRACING. xa�ceRs ro. vPcvERsloN: 2020.1 PACE f 11n/zols 8:40:56 FRENAME: Duns eness Gear Works Inc a dmaw of BlusScope 13,Mgs North—once,Inc Codes and Loads WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC. , MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE. COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. City: Arlington County: Snohomish State: Washington Country: United States Building Code Structural: lOAISC - ASD Rainfall: I: 4.00 inches per hour Building Code: 2015 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) Cold Form: 12AISI - ASD f'c: 3000.00 psi Concrete Dead and Collateral Loads Material Dead Weight Roof Live Load Collateral Gravity:8.00 psf Roof Covering + Second. Dead Load: 2.22 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic) :2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 25.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 17.32 psf Mapped MCE Acceleration: Ss: 105.30 %g Wind Exposure: C - Kz: 0.902 Design Snow (Sloped) : ps: 17.32 psf Mapped MCE Acceleration: S1: 37.60 %g Parts Wind Exposure Factor: 0.902 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 25.00 psf (USR) Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 1 Fully Exposed - Ce: 0.90 Design Acceleration Parameter: Sds: 0.7573 Snow Importance: Is: 1.000 Design Acceleration Parameter: Shc: 0.4131 NOT Windborne Debris Region Thermal Factor: Kept just above freezing - Ct: 1Seismic Design Category: D Base Elevation: 0/0/0 Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 15/0/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 7/6/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 23.75 psf Fundamental Period Height Used: 20/0/0 Y Transverse Direction Parameters Ordinary Steel Moment Frames X Redundancy Factor: Rho: 1.30 Dungeness Gear Works Inc. Fundamental Period: Ta: 0.3076 Roof: B 7� R-Factor: 3.50 Overstrength Factor: Omega: 2.50 Dungeness Gear Works Inc. Roof: A Deflection Amplification Factor: Cd: 3.00 7 Base Shear: V: 0.2164 x W Y Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1891 R-Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.2330 x W Snow Buildup X Location Y Location Magnitude Shape Surface Description Dungeness Gear Works IRoof: A Unbalanced Snow Load 1, Shifted Left Roof: A 0.0 ft 19.2 ft 10.3 psf 0.0 ft 0.0 ft 10.3 psf 75.0 ft 0.0 ft 10.3 psf 75.0 ft 19.2 ft 10.3 psf Dungeness Gear Works IRoof: B Unbalanced Snow Load 1, Shifted Right Roof: B 0.0 ft 19.2 ft 10.3 psf 0.0 ft 0.0 ft 10.3 psf 75.0 ft 0.0 ft 10.3 psf 75.0 ft 19.2 ft 10.3 psf 1. The Snow Buildup loading shown is in addition to the flat or sloped roof snow. 2. The X and Y Location dimensions are from the point of origin of each surface. THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 CODES AND LOADS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE sv DEscRiRnoN BJ10ER Axthelm Constriction Inc. wa a VP ENGINEER'S SEAL DOES NOT APPLY a smvFx DATE TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °C""0" 11/672019 Arrington,Washi VP BUILDINGS on FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS " oRAwwo Eoc DESIGN OR PERFORMANCE ERECTION GUIDES.AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PROJECT Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP- INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS ' wcvERsioR: 2020.1 11M2019 8:40:56 °6E7'"E Dungeness Gear Works Inc BUILDER/CONTRACTOR RESPONSIBILITIES Claims for damage or shorts MUST be noted on the Bill-of-Lading or delivery SKYLIGHTS receipt and filed against the carrier by the consignee as per VP's Terms of Sales(F.O.B.Plant) VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. under the Uniform Commercial Code. It is critical that damages or shorts be noted on the Local building departments may require added(all the b il due to conditions that may affect the VP Buildings standard product specifications,design,fabrication,quality criteria shall govem all work Bill-of-Lading or you have little recourse with the carrier. Immediately upon delivery of material, addedskylight structural integrity. a is the responsibility of the builder to determine and provide any unless stipulated otherwise in the contract documents. In case of discrepancies between material quantities are verified by the Builder against quantities billed on the shipping document added tall restraint under the skylight as may be required by your building department. VP Buildings structural plans and plans for other trades,VP Buildings structural plans shall govem. Neither the Manufacturer nor the carrier is responsible for material shortages against quantities RAIN WATER RUNOFF It is the responsibility of the Builder to obtain approvals and permits from all governing agencies and billed on the shipping document if such shortages are not noted on the shipping documents upon jurisdictions as required. Approval of VP Buildings drawings constitutes the builders acceptance of VP delivery of material and acknowledged by the carriers agents. For materials concealed in bundles, Drainage systems must d designed by the project professional to comply ,et code requirements. interpretation of the contract purchase order. Unless specific design criteria concerning interface boxes,or crates,shortages must be reported immediately upon unpacking Should products get VP is not responsible for drainage designs,overflow scuppers,down piping,etc. The project design and details are furnished as part of the contract,VP Buildings design assumptions shall govern, wet,bundled and crated materials must be unpacked and unbundled immediately to provide professional and contractor are responsible to ensure that primary drains and overflow devices drainage of trapped moisture.See Erection Guide for proper job site storage procedure. such as scuppers and auxiliary drains are provided as required for the required rain intensity at the building perimeter and at valley conditions to prevent ponding. VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineering SEALANTS supply sealed engineering design data and drawings for VP supplied material as part of the overall STEEL SHOP COAT project for use by others to obtain permits,approvals,and coordinate with other trades. All interface Sealants shall be applied in strict accordance with VP details or weather tightness will be compromised. an dfor compatibility of any materials not furnished by VP are to be considered and coordinated by Sealant must be applied in temperatures and weather conditions consistent with labeling. The purpose of VP's shop coat is to provide protection for the steel members during the builder orAlE firm. INDEPENDENT MEZZANINES is during temporary job site storage and during erection. Standard shop formulation !s not designed to perform as a finish coat when exposed to environmental conditions. Members CONSTRUCTION&ERECTION RESPONSIBILITY Independent mezzanines must be designed by a professional engineer. The engineer must ensure shall be kept free of the ground and properly drained during job site storage. It is the Builder's that proper isolation from the VP building has been provided to avoid structural damage due to responsibility to ensure that if a finish coat is being applied over VP shop coat that the The Builder is responsible for construction In strict accordance with VP Buildings"FOR CONSTRUCTION" differential movements,or inadvertently apply loads to the VP stnx:ture. VP accepts no painting contractor verifies compatibility between his finish coat and VP s shop coat drawings and all applicable product installation guides. VP is not responsible for work donut from any responsibility for the design of the independent mezzanine. VP BUILDINGS ACCREDITATIONS AND APPROVALS other VP drawings that are not marked"FOR CONSTRUCTION",nor any drawings prepared by others. FIRE CODE COMPLIANCE Fabricator Approvals As erected field assemblies of members shall be as specified in MBMA Code of Standard Practice (in Canada-CSA S16),which require U500 tolerance of installed members. Occasional It g the responsibility of the prated design professional and builder to comply with local fire code IAS AC472 Approvals:(wow.Buildings orth merlca_BuifdirxLSystemsJMB.html) field work including shimming,cutting,coping,and drilling for final fit-up are considered part of regulations including consideration of,but not tmitedegr to,building use and occupancy,all building ListCity o under B Angeles, C e Buildings North America,Inc. erection. Specified field work and field welding conditions indicated on these drawings shall construction materials,separation requirements,egress requirements,fire protection systems,etc. City of Los Angeles,CA#2DO8; l City of Houston,TX 33,&429; also be included in the erectors scope of work. See Erection Guide for shimming procedure. Builder shall advise VP of any special requirements to be furnished by VP. City of Phoenix,AZ CRichmo d Clark County,NV 43&833,San Bernardino County,CA 289 For building with top riding bridge cranes see Crane Data drawing for column plumb tolerance. FIELD MODIFICATIONS State of Utah,City of Richmond,CA. The building erector shall be property licensed and experienced in erecting metal building systems. Modifications to this building from details and instructions contained on these drawings must be Design Approvals The Builder is responsible for having knowledge of,and shall comply with,all OSHA requirements approved in writing by VP Buildings engineers,or other licensed structural engineer. This includes, IAS AC472 Approvals:den B(wwwuildings, nli,a Division BiueS S e Buildings North and all other governing site safety criteria. The builder is responsible for designing,supplying, but is not limited to,removal of roof or wall cladding,removing or moving any flange braces or Usted under Varco Pruden Buildings,a Division of BlueScope Buildings North America,Inc. locating and installing temporary supports and bracing during erection of the building. VP rod traces,cutting of openings for doors,windows or RTU's,correction of fabrication errors,etc. Canadian CSA A660 Certifications bracing is designed for code required loads after building completion and shalt not be considered The owner shall not impose loads to this structure beyond what is specified for this budding in as adequate erection bracing.See Erection Guide. the contract documents. VP Buildings accepts no responsibility for the consequences of any Li t e erg under Btu up.ope Buildings North America.edCompanySearch.aspx) unauthorized additions,alterations,or added loads to this structure. Listed under BlueScope Buildirrogs North Ameriq,Inc. EXISTING STRUCTURES Engineering Certifications of Authorization VP must be advised of any structure that is within 20 ft.of VP's building Load effects from If the builder intends to invoice VP Buildings for modifications in excess of$1000,The builder USA—AR#576;FL#30427;ID#C-2470;IL#184-002649;KS#E-29;MS#E-0592; snow drifting,wind effects,and seismic separation must be considered for loth the new and must notify VP Buildings immediately,and obtain a Work Authorization from VP Buildings prior to MO#E-2010007736;NC#F-M8;OK#CA417OPE;SD#C-1787;TX#F4828;WV#C03059-00; proceeding. All final claims must be submitted to VP Buildings with all supporting documentation CAN—AB#P08900;NS#30123;ON#100148796;and YT#PP134 existing structures.VP has designed the new VP building for these effects.The owner/budder are responsible for employing a Professional Engineer to review and verify the existing sure for all 30 days s days of the accepted. completion. Claims submitted without work l authorizations,moderate ra after load effects from the adjacent VP building. 30 days will not be accepted. Correction of minor misfits,shimming and plumbing,moderate ICC Evaluation Reports(www.icc2s.org) amount of reaming,drilling,chipping/cutting and minor welding are considered by Code of SSR Roof System-#ESR-2527 BRACING Standard Practice to be part of erection are not subject to claim reimbursement. CONCRETEJMASONRY/CONVENTIONAL STUD WALLS State of Florida Product Approvals(www.floridabuilding.org) Tension brace rods work in pairs to balance forces caused by initial tensioning. Care must be Approved Products Listed Under VP Buildings,Inc. taken while tightening brace rods so as rot to cause accidental or misalignment of components. The engineer responsible for the design of the wall system is responsible for coordinating with,or All rods must be installed loose and then lightened. Rods should not exhibit excessive sag. For specifying to VP Buildings,any wall to steel compatibility issues such as drift and deflection VP TextureClad-See Transamerican Struduroc,Inc. long or heavy rods,or angles it may be necessary to support the rods at mid-bay by suspending compatibility,special base details,and wall to VP steel connections. All fasteners,sealant and Dade Co.Product Approval (www.miamidade.gov/buildingcode) them from secondary members. counter flashing of wall systems are to be provided by contractor. The engineer responsible for Bracing for seismic or wind loading of objects or equipment that are rat a part of the VP the wail shall design the anchorage to VP supporting elements consistent with Code required forces. Approved Products Listed Under Varco Pruden Buildings,Inc. structure must be designed by a qualified professional to deliver lateral loads to primary frames PANELS VP TextureClad-See Transamerican Struduroc,Inc. and rod bracing struts. Equipment bracing and suspension connections must not impose torsion Underwriter's Laboratory Approvals(Available only when specified in contract) or minor axis loads,or cause local distortion in any VP components VP accepts no Oil canvtng is an inherent characteristic of cold formed steel panels. Il is the result of several responsibility for design or installation of bracing systems not furnished by VP. factors that include induced stresses in the raw material delivered to VP,fabrication methods, SSR Roof-UL#TGKX-113;SSR Composite Roof Class 90-UL#TGKX-113A; installation procedures,and post installation thermal forces. Thru fastened panels will exhibit some SSR Roof w/Super Block;Class 90-UL#TGKX-328; FIELD WELDING dimpling when installed,especially when insulation is installed between panels and secondary All field welding shall be done at the direction of a design professional,and done in accordance supports. Dimpling can be minimized by careful installation,taking care not to overdrive fasteners. Panel Rib Roof UL Class 60-UL#TGKX-00;Panel Rib Roof UL Class 90-UL#TGKX-04; with governing requirements(AWS in USA,CWB in Canada)by welders qualified to perform the Roof rumble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then VP SLR II Roof Class 90-UL#TGKX-90,-180,-435,-435A,-176,-238,-238A,-238B welding as directed by the applicable welding procedure specification(WPS).A WPS shad be springing back into place. All panels experience this action to some degree,especially with Factory Mutual Approved Assemblies(Available only when specified in contrail) prepared by the contractor for each welding variation specified.The contractor is responsible for any special welding inspection as required by local jurisdiction. Filler metal shall be concealed dip Standing Seam panels. Roof rumble noise may be minimized by providing a layer SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. 70 ksi(480 MPa)tensile strength.For welds in high seismic force resisting system of blanket Insulation between the panels and any hard support surface such as steel secondary (Seismic Cal D.E or F) minimum Charpy V-Notch toughness shall meet AISC-341 criteria members,substrates such as plywood,steel decking,or rigid board insulation. A minimum of 24 Ga SSR(0.0227"Nominal),is available in Class 1-00,1-75,1-90. 22Ga SSR(0.0277" (20 ft-lbs min Q ODeg F). Interpass temperatures shall not exceed 55ODeg F(30ODeg C). 3 Inch thick blanket is recommended over steel secondary members,or 2 inch over substrates. Nominal),is available in Class 1-75,1-90-,1-120. DELIVERIES Oil canning,dimpling,and roof rumble do not affect the structural integrity or weathertightness SLR II Roof Systems are approved in various type applications and listed in FM Approval Guide. It Is the responsibility of the builder to have adequate equipment available at the job site to of the panels and is not grounds for rejection of panels. 24 Ga SLR II(0.0227"Nominal),is available in Class 1-75 and 1-120. unload trucks in a safe and timely manner. The Builder will be responsible for all retention charges from carriers as a result of job site unloading delays- The Standing Seam joint detail s designed with an am panels feature for ease of installation. However,t is imperative that installed Standing Seam panels be secured to the secondary SIGNAGE structural members and property seamed prior to departure from the job site each day. The Builder is responsible for furnishing signs as required by Code and the Building Department, including but not limited to,exits,occupancy limits,floor loading limits,and bulk storage limits. Floor loading signs shall clearly indicate maximum floor live load permitted. Bulk storage facilities shall have signs dearly posted on all loaded walls indicating the type of commodity stored and the maximum storage height. Signs shall be cieariy v Bible when building is fully loaded to design level.Overloading of floors or walls may result in failure. THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 73200 Players Club Circle Memphis TN 38125 ERECTION NOTES DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER DAM BY DESCRIP ON °"R Axthelm Construction Inc. �Dea VP ENGINEER'S SEAL DOES NOT APPLY P BUILDINGS =110 ER TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR iS SOLELY RESPONSIBLE FOR ACCURATE OA@ ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OGi1ON Arlington,Washington MVP 11/6/2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS duwrx DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, D*01*0 Dungeness Gear Works Inc. PAGE rkxDEA9-1 VPC VERSION: 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS 11I7I2019 8:40:58 r`E"""r Dungeness Gear Works Inc Y 1 T 3 I 5'-6" 6„7'-0" {2 -15'-0" J-8.50 I � �I TI I D1 D4 D41 D51 O o CO D 2i - lco I I p I N r h I I 1 I O i I I I 1 LO O I I I 1 1 co T.3 I D U o- I 1 I I I 1 i I 1 1 0 C> i i I I Oi I O c I I I N OD N I I I I I 1 1 I I 2 D21 h ? I I I I 1 1 O I I I I O I I LO in D2 I I D2� I I I I O I I I I O I I fn I I 1 1 M .r Ell D4 D41 D51 a Gu a I �. ao <., 24'—Or' 25'-0" 24'-0" 75'-0" 71 BL BL ANCHOR ROD PLAN 3 1'-0" 2 3'-0" J=8.50 1 3'-0" ❑Dimension Key Finished Floor Elevation=100'-0' Unless Noted Othervvise THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings <">THE BUILDING IS DESIGNED WITH BRACING DIAGONALS IN THE DESIGNATED TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED ANCHOR ROD PLAN BAYS. COLUMN BASE REACTIONS,BASE PLATES AND ANCHOR RODS ARE DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY 13E REPRODUCED ONLY FOR THAT 3200 Players Club Circle Memphis TN 38125 AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE av DESCRIPTION °V"0GR Axthelm Consln -tion Inc. 'ca WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER. VP ENGINEER'S SEAL DOES NOT APPLY PI IRPOSF WITHOUT PRIOR WRITTEN APPROVAL OF VP RI In RESPONSIBLE FOR ACCURATE TOWFA TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY 1 1/61201 9 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS "�0N Ad on,Washl on gff3 DRAW 04ECK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS cT DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. DERSPOP VPCVERSION: 2020.1 PACE NTS 1117/2019 8:40:59 °"E"' Dungeness Gear Works Inc UT Dim. A Dim. A -HARDENED WASHER ` 4" �102mm) PROJECTION E C c N A JE o JrE = w BOTTOM OF COLUMN E n n N + BASE PLATE ELEV. cri NESIDER J -TOP OF ATION ANY SPACE UBETWEEN THE FOUNDATION a 4" 5•• \ LENGTH RCOLUEQUIMN REMENT ANCHOR ROD C, N NI m' 102mm 127mm VA H ¢i 102mm 127mm 2 1/2" 2 1/2" 2 1/2" 2 1/2" Z 1/2" 2 1/2" 64mm 'I 64mm 64mm '� 64mm THE 4' PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE 64mm 64mm IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD CL LENGTH. N DATA IDFFFEERGN TT PROJECTION MAY BE REQUIRED BY THE THE ANCHOR ROD PROJECTION MAY NEED TO BE CUT OFF IF D1 (4)3/4" Dia. GR36 Anchor Rods D2 (4)3/4" Dia. GR36 Anchor Rods D3 (4)3/4" Dia. GR36 Anchor Rods D4 (4)1" Dia. GR36 Anchor Rods D5 (4)3/4" Dia. GR36 Anchor Rods THERE IS INTERFERENCE WITH OTHER PARTS. Plate W=8" L=1'-1" Plate W=8" L=11" Plate W=B" L=1'-0" Plate W=8" L=1'-1" Plate W=B" L=11" Dim: A=1'-O" Dim: A=1'-0" Dim: A=1'—o" SUGGESTED ANCHOR ROD PROJECTION Dim: A=1'-0" Dim: A=1 -0" Elev.=100'-O" Elev.=100'-0" Elev.=100'-0" Elev.=100'-0" Elev.=100,_0" CONCRETE (13mm DIAMETER 1. ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER ) EMBEDDED ITEMS ARE TO BE FURNISHED BY CONTRACTOR. CONCRETE ANCHORS 2. ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE (BY OTHERS) SHEAR AND TENSION PER AISC SPECIFICATIONS(FY=361161). JAMB a B (ASTM F1554 GRADE 36) ANCHOR ROD LENGTH, EFFECTS Ld J L OF TRANSFERRIOF EMBEDDED NG FORCES CHOR D FROMEANCHOR I ONS AND METHOD RODS TO E Q- VARIES FOOTINGS ARE TO BE DETERMINED BY OTHERS. ro E vi BOTTOM OF 3. UNLESS OTHERWISE SPECIFIED, ANCHOR RODS ARE DESIGNED _ AND DETAILED AS "CAST-IN-PLACE" ANCHOR RODS WITH II COLUMN "SNUG TIGHT' CONNECTIONS. Ld BASE PLATE 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. — 7 ANCHOR RODS MUST BE ACCURATELY PLACED AS SHOWN 1 ON THIS DRAWING OR STEEL WILL NOT FIT. THE BUILDER 1 1/4' OPENING WIDTHJ 1 1/4 IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS 32mm 32mm PER AISC CODE OF STANDARD PRACTICE, SEC 7.5 VARIATIONS ARE SUMMARIZED BELOW; NOTE: 1" (25mm) PROJECTION ABOVE a. CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE BOTTOM OF JAMB CLIP STD = 1/2" (13mm) GROUP; +-1/8" b. CENTERS OF ADJACENT AR GROUPS; +-1/4" SEE PLAN FOR JAMB SIZES : J = SIZE FLUSH = 0" (Omm) c. TOPS OF AR'S: +-1/2" d. ACCUMULATED DIM BETWEEN CENTERS OF AR GROUPS JAMB 'EQ.' VALUES: ALONG COLUMN LINE; +-1/4" PER 10OFT., NOT TO 7 EQ = 2" 51mm, 8.5 EQ = 2 3/4" 70mm EXCEED 1" TOTAL FROM C 10 EQ = 3 1/2" 89mm, 11.5 EQ = 4 1/4" 108mm TYPICAL COLUMN e LLIINE;IM +-1/¢NTER OF ANY AR GROUP FROM COLUMN BASE PLATE DETAIL 5. DESIGN LOADS AND REACTIONS ARE FURNISHED IN THE FRAMED OPENING DETAIL REACTIONS REPORT. THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis IN 38125 ANCHOR ROD PLAN-DETAILS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE By oE-c 111°N au°°en AAhelm Construction Inc. JOB' VP ENGINEER'S SEAL DOES NOT APPLY arerauEn TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDlOR ERECTOR I$SOLELY RESPONSIBLE FOR ACCURATE w11 11612 01 9 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS `OCJTON Arlington,Washington Aff� onnwwo�« °RQ1c" Durgeness GearWorks Inc.FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, v°aE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NITS " v0kaST ioN: 2020.1 111712019 8:41:00 oar""`¢ Dungeness Gear Works Inc °e aao�esAo.e MmaNnm ww y T T T CX002 CX004 CX005 CX006 {� - j 260 j o o o I I m o m >C I ¢rjZOo I X W �\ Ca 1j �J co N 90y I o 0 0 1D I o o oo rn I a 29pa a a ow U f- EPX003 ;t I o RS227 I a I j �1 _ 0 o I ' 4g2 I I o I I r ry N I I S21.Z I I L N cD o I gs2� I k W 3 w EPX002 F0 x x � 9 0 2 09 0 0 o ao0 c i o I L a 29pa a I x Ln g a o f PX 0 O 1 �OS�iS o o CY1 I 80 a o - m ,m-I I 9Zpp I pg� I PEI CX001 CX003 CX003 CX006 Bracing Part Schedule I Part Qty Length Detail 24'-0" 25'-0" 24'-0" 03RS2710 4 27'-10" BR01G2 75'-0" 04RS2904 4 29'-4" BRO1G2 05RS2805 4 28'-5" BR01G2 BL BL PRIMARY AND ROOF BRACING PLAN 1 1'-0„ ❑Dimension Key Shape Name=Dungeness Gear Works Inc. 1.USE 112 X 1 1l2 A325T BOLT(49080)AND NU'((47120) THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 PRIMARY AND ROOF BRACING PLAN W/O WASHERS.SNUG TIGHTEN BOLTS FOP.ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER �v DATE er DESCRIPTION °D� AXthelm Construction Inc. .toe N UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLY cu%lak" 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE on 11/612019 SIDE R THE WEB AS THE HILLSIDE WASHER. ANYOTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS iOPtT 0P Atli n,Washington VP BUILDINGS DRAWWG1ECK FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS cr Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, k0ER5P0+ VPC VERSION: 2020.1 P� REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS 11I712019 8:41:01 °KEXA' Dungeness Gear Works Inc oor.oa e�aw,o s.a�+q.+romA�kn..� Frame Member Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Vert. Clearance between members ) : 17 - and 9(CX002) : 75'-7 3/4" CX001 1 5.0000 .1875 .1345 1'-0" 1'-10" 19'-5 13/16" 333# Vert. Clearance at member 1(CX001) : 17'-6 1/16" RBX001 2 5.0000 .1875 .1345 1'-9" 9" 15'-2 1/2" 219# Vert. Clearance at member 9(CX002) : 18'-3 11/16" 1875 .1345 9" 9" Vert. Clearance at member 10(EPX001) : 19'-7" 3 5.0000 . RBX002 4 5.0000 .1345 .1345 9" 11" 22'-6" 220# Vert. Clearance at member ll(EPX002) : 20'-8 1/2" 5 5.0000 .1345 .1345 ill, 9" Vert. Clearance at member 12(EPX003) : 20'-7 9/16" RBX003 6 5.0000 .1875 .1345 9" 1'-0" 22'-6" 266# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 7 5.0000 .1875 .1345 1'-0" 9" RBX004 8 5.0000 .1345 .1644 9" 1'-1" 15'-10 15/16" 193# CX002 9 5.0000 .1345 .1345 1'-0" 1'-1" 19'-5 1/8" 233# EPX001 10 5.0000 .1345 .1345 10" 10" 19'-7 7/16" ill# BR25CA EPX002 11 5.0000 .1345 .1644 10 0'-8 11/16" 116# BR25A3 EPX003 12 5.0000 .1345 .1644 T 11" T 0'-7 11/16" 118# D BR25A3 C P' -1 11/16, 1.000:12 ""-1 11/16" 1.000:12 6 @ 5'-0" 6 @ 5'-0" 6 A A w r r rn A V M M A V] f l O O N DO V d' N Cp1q3 C) C r V M N W G+ N CD M C) W O C9 CJ __ Lv Cl N O Do CD C4 O N (�--- N N N rA E - , B - G�i W -- E B RBX003 D a A RBX002 ��Xp01 (2)GFB2037 (2)GFB2050 RBX004 00 ( m I '- IGFB2050 GFB2097I 0 I N rn I C> I CD GFB2081 0 (2)GFB2037 W (2)GFB2037 P. (2)GFB2050 N GFB2050 N I >C W I U I I I 13'-0" �---1 '-0" 24'-0„ I 28'-0" CL CL CL 80'-0" FRAME CROSS SECTION AT FRAME LINES) 1 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2 @ 4'-3 1/2" A 12 A325 3/4" 2 1/2" 1/2" 3 3 0097284 5 1'-6 11/16" B 4 A325 3/4" 2 1/2" 3/8" 1 1 0097284 4 2'-0" C 6 A325 3/4" 2 1/2" 3/8" 1 2 0097284 3 2@ 5'-0" D 8 A325 3/4" 2 1/2" 3/8" 2 2 0097284 2 4'-0" E 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 1 8 1/2" <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. Dimension Key Shape Name=Dungeness Gear Works Inc.Wall 4,Frame 1 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Cirde Memphis TN 38125 FRAME CROSS SECTION AT FRAME LINE(S) 1 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REVI DATE I By DESCRIPTION °E" Axthelm Cons"ion Inc. Joel UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLY sToewn 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE 1/6/2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCATO"Arlington,Wash on VP BUILDINGS SIDE OF THE WEB AS THE HILLSIDE WASHER. FURNISHED BY VP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS � `p10EN wuwNTiEa DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, �' Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. D""D*PDr VPC VERSION: 2020.1 NTS 11/7I2019 8:41:03 `ReruuE Dungeness Gear Works Inc eoa,a.NBh„r avo B.aO,qNaN Amnw.ix Frame Member Schedule Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX004) : 71'-1 15/16" Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight CX003 1 6.0000 .3125 .2500 1'-0" 3'-8" 19'-7 1/2" 881# Vert. Clearance at member 1(CX003) : 15'- 16" RBX005 2 5.0000 .3750 .2500 3'-8" 1'-5" 36'-0 7/16" 1333# Vert. Clearance at member 6(CX004) : 16'-0 1//44"3 5.0000 .2500 .2500 1'-5" 3'-7" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) RBX006 4 5.0000 .2500 .2500 3'-7" 1'-9" 35'-11 3/8" 1384# 5 5.0000 .3750 .2500 1'-9" 3'-7" CX004 6 6.0000 .3125 .2500 1'-0" 3'-9" 19'-7 9/16" 892# F A 10,1 11/16 1. 000:12 40'-1 11/16" 1.000:12 o —== @ 5'-0" 6 C7 M O m CD O O O r- r' CD u1 N ,--I N N CD O d� d� O O .-i O O O r N O qr Pn CYI �' rl O d' � M O v W W W C M O PP9i PO o to G. Ur Cry 4 pq M pq IJ rl�ui `�k - -- -- -- _ w c� wpm O �� �� v _— cD_ - — - B — -- ww -- - --' A RBX006 C I �Xp05 I (2)GFB40711 I(2)GFH4071 a I I oI I n IGFB4007 N GFB4007 oM o I I I I 1 1 80'-0" B FRAME CROSS SECTION AT FRAME LINES) 2 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2 @ 4'-3 1/2" A 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 5 1'-6 11/16" B 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 4 2'-0" C 12 A325 3/4" 2 1/2" 1/2" 4 2 0097284 3 2 @ 5'-0" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Dungeness Gear Works Inc.Wall 4 Frame 2 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 FRAME CROSS SECTION AT FRAME LINE(S)2 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE, IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER „E„ DATE BY DESCRIPTION `DER Axlhelm Constnx1ion Inc. UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOTAPPLY OATIE 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON TH SIDE OF THE WEB AS THE HILLSIDE WASHER. E SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 1 1/612 0 1 9 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OcA'o Arlington,Washington �VP BUILDINGS FURNISHED BYVP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Dw.Twwa+Eac DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, cr Dungeness Gear Works Inc. PAGE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS BuaanaPop we vERSION: 2020.1 - 111712019 8:41:04 F"E"""E Dungeness Gear Works Inc •ea cn dRnScaw Buboa"o v,Mwa Frame Clearances Frame Member Schedule Horiz. Clearance between members 1(CX003) and 6(CX005) : 71'-1 15 1 ' Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Vert. Clearance at member 1(CX003) : 15'-11 3/16" CX003 1 6.0000 .3125 .2500 1'-0 3'-8" 19'-7 1/2" 881# " 16'-0 1/4" RBX005 2 5.0000 .3750 .2500 3'-8" 1'-5" 36'-0 7/16" 1333# Vert. Clearance at member 6(CX005) : Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 3 5.0000 .2500 .2500 1'-5" 3'-7" RBX006 4 5.0000 .2500 .2500 3'-7" 1'-9" 35'-11 3/8" 1384# 5 5.0000 .3750 .2500 1'-9" 3'-7" CX005 6 6.0000 .3125 .2500 1'-0" 3'-9" 19'-7 9/16" 892# F A 40'-1 11/16" 1.000:12 5 40'-1 11/16" 1.000:12 5 @ 5'-0„ 6 @ 5'-0" 6 o m rn r` r N CD C) N N O c-I N N -4� O O sr' V� C) fi O C)N OBI d' Ol rA W V' LL m M CD VJ o ru rn Pq P4U3 B N • __ ww w w A RBX006 C I �X005 I ( 1 I(2)GFB4071 2)GFB4071 I I o I n IGFB4007 N GFB4007 C3 o L I I I I I 1 1 801-0" B B FRAME CROSS SECTION AT FRAME LINES) 3 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2 @ 4'-3 1/2" A 10 A325 3/4" 2 1/2" 1/2" 4 1 0097284 5 1'-6 11/16" B 8 A325 3/4" 2 1/2" 3/8" 1 3 0097284 4 2'-0" C 12 A325 3/4" 2 1/2" 1/2" 4 2 0097284 3 2 @ 5'-0" 2 4'-0" 1 8 1/2" Dimension Key Shape Name=Durgeness Gear Works Inc,Wall 4 Frame 3 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 30125 FRAME CROSS SECTION AT FRAME LINE(S)3 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REv DATE sr DESCRIPTION �0�' Axthelm Construction Inc. UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLY VP BUII DINGS �Tc�+ 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE 1/612019 SIDE R THE WEB AS THE HILLSIDE WASHER. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OU1ic"Arlington,Washington #VMPBUILDINGS DRAWNru+EcxFURNISHED BYVP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ofcr —1 DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. OrRS NO PAGE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTg vPcvERsioN: 2020.1 1117/2019 8:41:06 "`�'Dungeness Gear Works Inc Frame Clearances Frame Member Schedule Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Detail Vert. Clearance between members 1(CX00- and 12 (CX006) : 76'-1 " CX006 1 5.0000 .1345 .1345 10" 10" 19'-5" 203# Vert. Clearance at member 1(CX006) : 18'-7 1/2" CX0RBX007 2 5.0000 .1345 .1345 9" 9" 19'-0 1/16" 184# Vert. Clearance at member 12(CX006) : 18'-7 1/2" " 3 5.0000 .1345 .1345 9" 9" Vert. Clearance at member 13(EPX004) : 19'-7 7/16 345 .1345 9" 9" Vert. Clearance at member 14(EPX005) : 20'-10 7/16" 4 5.0000 .1 RBX008 5 5.0000 . Vert. Clearance at member 15(EPX006) : 20'-10 7/16" 1 345 .1345 9" 9" 19'-6 13/16" 215# Vert. Clearance at member 16(EPX007) : 19'-7 7/16" 6 5.0000 .1875 .1345 9" 9" RBX008 7 5.0000 .1875 .1345 9" 9" 19'-6 13/16" 215# Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 8 5.0000 .1875 .1345 9" 9" RBX009 9 5.0000 .1345 .1345 9" 9" 19'-0 3/4" 184# 10 5.0000 .1345 .1345 9" 9" 11 5.0000 .1345 .1345 " 9" CX006 12 5.0000 .1345 .1345 IF 10" E 9'-5" 203# D C T T EPX004 13 5.0000 .1345 .1345 1 " 101, 91-7 5/8^..1.0111# BR25A3 5 40'-1 11/16" EPX005 14 5.0000 .1345 .1345 10 10 40101 11 llrlr B 1.000:12 EPX006 15 5.0000 .1345 .1345 0" 1 " EPX007 16 5.0000 .1345 .1345 10 19 -7 5 "6 @ 5'-0" BR25CA 6 @ 5�-0" 6 n n M M U1 A V (+) Cr) m W n A V] M O O M V V] V] V M N 04CD M V (7 (.) N rti W M C> M M M M o C9 UC14 o p N -- ��_- C U WNn N 04N 4V 61 [w . _ C9 W 04 w -- �_- --- B A A B RBX008 A A A RBX008 A. (2)GFB2037 (2)GFB2037 RBX009 GF82037 GFB2037 RBX007 GFB2037 GFB2037I LO r o 0 o I Lo 0 0 o Lo 0o w o 0 o (., CD w w (2)GFB2037 w (2)GFB2037 04 (2)GFB2037 x N w (2)GFB2037 w C 1 1 13'-0" ,�-15'-0" 24'-0" L 15'-0" 13'-0" CL CL CL CL 80'-0" 13 BIL FRAME CROSS SECTION AT FRAME LINE (S) 4 OBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo 7 23'-4" Ridge Ht. Dia. Length Thick. Out In 6 2@ 4'-3 1/2" A 4 A325 1/2" 1 1/2" 3/8" 1 1 49080 5 1'-6 11/16" B 4 A325 1/2" 1 1/2" 1/4" 1 1 49080 4 2'-0" C 8 A325 1/2" 1 1/2" 1/4" 1 3 49080 3 2 @ 5'-0" <S> - (2) Washers (095872) req'd at Flange Brace to Secondary. 2 4'-0" 1 8 1/2" ❑Dimension Key Shape Name=Dungeness Gear Works Inc.Wall 4 Frame 4 1.USE 1i2 X 1 1l2 A325T BOLT(49080)AND NUT(47120) THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 FRAME CROSS SECTION AT FRAME LINE(S)4 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE sr DESCRIPTION B11L0fA gXthelm Construction Inc. eos w VP ENGINEER'S SEAL DOES NOT APPLY 4t DATE 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 1 UNLESS NOTED OTHERWISE. 1/612019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arrington,Washington VP BUILDINGS SIDE OF THE WEB AS THE HILLSIDE WASHER. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS to Dungeness Gear Works a+Avm,v�ac DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Inc. MSPO' 2020.1 -AGE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS wcvERsioN: 11/712019 8:41,07 caENA4e Dungeness Gear Works Inc •em e(o»xn<R iNq.Nam Anne sc tWMOE ¢FTV,NE y�E NOTE: ALL BOLTS TO BE F- FEET G- GAGE CX`•• = COLUMN (PLATE) ROOF I = INCHES 0= OPERATION CGX••• - COLUMN (GAGE) MlGAIM UDCAboN �0XQ4Ry NOTE ALL BOLTS TO BE 1/2-X 1 1/2-A325 1Tuu[R 1/LTS(490 0)qr PURUN BOLTS(49080)(U.N.O.) E=EIGHTHS C= FIN/COLOR WCX#-= COLUMN(HOTROLL) PANEL/COVERING RBX•-•=RAFTER(PLATE) COLUMN OR BEAM PURLIN W 1 3 1 1 7 2 6 1 K T DWEB Iff%NUT 0 0lBGX•••- RAFTER(GAGE) -A- 0 0 • F F I I EGG 0 CC C WRX•`•- RAFTER(HOTROLL) 1/2"X 1 (49080)WITH 1/2-X 1 1/2-A325 BOLTS(49011 WITH LENGTH CODE 44-- SHER'B- HARDENEACH SIDE HARDENED WASHER(095672)EACH SIDE INSULATIONTRX TRUSS RAFTER ROD IUSAE WASHER -) (TYP ATCE) (TYP AT PURLRJ ETA OF BRACE) I B 1 3 0 1 0 3 6 0 3 0 W V IC%'•'-INTERIOR COLUMN nAW DIV=WilyTPrAuy -• F F F 1 1 1 I 1 I E C Cme Nn1E CONNECT TO THE WEB of THE FLANGE BRACE(GFB-OR HFB-) PCX•••- PIPE COLUMN WEB REINFORCEMENT PLATE DC�m Inu.Kwt TO VVID FRANE MEMBEtLENGTH WIDTH THK CODE TCX4••= TUBE COLUMN R(AIE-m THE 9/1•-w4w HRXE N ' • SECONDARY(STANDARD) (IF PRESENT)MAY BE SHOP WELDED ON THE SELONDARr M016FRS TO 13/1C cLP REWD W/ -__ _EITHER SIDE OF THE WEB. MUL"KM(FOR THE 14MDD_nAMX THICK rilUXR3 FLANGE BRACE(GFB-OR HFB-) ^ 0 B Z 1 9 1 1 4 1 7- EP%•••=ENDPOST(PLATE) GIIIACE WIN A 3/4-x 7 i/)•AM t/� ` F F I I E GG • • • • • EGX-•-- ENDPOST(GAGE) HIDLr THEN HIED ARm.) DEPTH- LENGTH GAAD,NST•.CODESAPE CBX•`•=CANOPY(PLATE) SECONDARY(SPECIAL) CBX••`= PIGGYBACK CANOPY ALTERNATE CDNNECnDNS D D 1OBZ1911417-- - FLANGE BRACE REQUIREMENTS: F F I I EGG DCC••`=8 1/2"GAGE POST RULEd1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. ��� — DCE••4= 10"GAGE POST DESCRIPTION ART NO RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ONI CIXINTFA SHAPE&LENGTH GAGEADJUST CODES-OD NUT HARD STEEL ROUND WASHER �RDS1mWASNERNLL DEE CROSS SECTION i5 NOT ACCOMPANIED BY (2). 1 ENDPOST 3 95321 3/e•FIAT WA44R 9640e T Y DEVEL;otTAYE WASHER 4aOH0 RULE//3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB ROD BRACING RS-THREADS BOTH ENDS 1 9 / MT W 9 77 543334 WHEN PART MARK IS ACCOMPANIED BY(2). RAKE RAKE 0 E R S 2F�1101 RT=THREADS ONE END- CLEVIS ONE END 5 yA>n t WASHER 45 3/4-MT ROUND WASHER(95946) RULE#4- WHENEVER POSSIBLE. PLACE SINGLE BRACES TOWARD THE BEAM BEAMCLEVIS s• 95I35 S 4 MT WASHER Yyl48 CENTER OF THE BUILDING. RU= THREAD BOTH ENDS T g D5277 Y e Mr WASTER 958. 1'MT ROUND WASHER(95948) 5433M RULE#5- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON Tiff SAME DIA LENGTH SIDE OF THE FRAME WEB. RP=THREAD BOTH ENDS-NO HILLSIDES 75238 1 1/�MT ROUND WASHER(95949) 543335 1 t-B" 95239 11 MAWkW `• 10-& 11 1/2-PURLINS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. •IV acrLDI /1.HHn..aHa lwiw-4Iwri TOY He.a ENDPOST TOP BETWEEN PURLINS Ro'aEHWn►n��.•o a MARK NUMBER KEY '�• �"10.01 ROD BRACE TYPICAL FLANGE BRACE CONNECTIONS ENDPOST TOP BRACING BR01G2 WEB SLOT ASSEMBLY BR06AE CONT. PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURUN BR25A3 ENDPOST WITHIN 6- (152mm) OF PURLIN BR25CA NO CAP CHANNEL- BRACED TO PURLINS ONLY EN5061 COMMON GENERATED MARK NUMBERS BASIC ERECTION GUIDE REQUIRED FOR THIS PROJECT: GAGE POST -,-ROOF BEAM I 811/2P05 S S LAR GAGE POST 'L i ROAM REFER TO: VARCO PRUDEN BUILDINGS BASIC ERECTION GUIDE III F ICI HORIZONTAL CC� ICI CLEARANCE u <� -POST REQUIRES II EXTERIOR F CrHORIZONTAL 8 1 2 (2)ANCHOR RODS III COLUMN I HY W CLEARANCE 10-POST REQUIRED I HORIZONTAL SPUCE I cJi EXTERIOR (4)ANCHOR RODS GPBC— _______———J COLUMN L VERTICAL SPLICE `3/4-DIA. L ROOF ANCHOR RODS I \� -r 3/4- FLAT WASHERS O � 'L BEAM A BSE PLA The Field Guide for correctly storing and erecting w J U VOrco Pruden Metal Building Systems FINISHED FLOOR 3 QO \1 INTERIOR I F a ELEVATION 100'-0" (TYPICAL UNLESS COLUMN 1zI NOTED OTHERWISE) qa ANCHOR RODS,NUTS Ix I COLUMN BASE PLATE BACK COVER: 4001 BASIC ERECTION GUIDE pND WASHERS ARE BY BUILDER INTERIOR COLUMN SPLICE I NOTE: BASE OF COLUMN MAY NOT BE AT FINISHED FLOOR "VE01°n• NeeNnm 'a"-"' r ' "D""aOr GAGE POST BASE CONNECTION a'''' 3/16 " 0D'� CLEAR HEIGHT DIMENSION WORK POINTS ENV002 BASIC ERECTION GUIDE - STRUCTURAL PFT3D2 FACTORY ATTACHED BASE CUP PFRO07 AS SHOWN ON FRAME CROSS SECTION DRAWINGS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.USE 112 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 PRIMARY BRACING SEDES W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FORTHAT SECONDARY CLIP CONNECTIONS,AND FLANGE BRACE CONNECTIONS, REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DAM By DESCRIPTION 'DEN A%thelm COnstrUC(EDn Inc. JOB p UNLESS NOTED OTHERWISE. VP ENGINEER'S SEAL DOES NOT APPLYIIInING TOA>EEE 2.SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE I lIU2019 SIDE R THE WEB AS THE HILLSIDE WASHER. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCITDN Arlington,Washington �=VPBUILDINGS ORAWNCHECIIFURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS rWUN DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, CT Dungeness Gear Works Inc. P0' wOVERBION: 2020.1 PAaE REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS 11/7/2019 SEDSheet 8:41:07 F't"""E Dungeness Gear Works Inc aanw at1VeSWnH-MqA bW MnWra Nc Secondary Part Schedule Mark Part Thick. Depth Lap Detail E1 00108ES2411411BOl 0.1130 8 1/2" RS12PF,RS12PE E2 08E2411411DDB01 0.1130 8 1/2" BR18G2,RS12PE E3 00208ES2411411BOl 0.1130 8 1/2" RS12PF,RS12PE E4 00308ES2411411BOl 0.1130 8 1/2" RS12PF,BR18G2,RS12PE P1 08Z2811413A5BO 0.0880 8 1/2" 3'-10 1/2" RS02T1,RSO1T1 P2 08Z281141533BO 0.0730 8 1/2" 1'-10 1/2" RSO1T1 P3 OBZ281141633BO 0.0680 8 1/2" 1'-10 1/2" RSO1T1 1 2 g 4 1R2B3 1R2B2 1R2B1 a + 4 E2 + m 0 n v3 411411B n 08Z2 n ii BBBO LO + + + I I + � P2 P 2 P3 (Typ.) I I N I 1) yyp•) P2 P1(T r, � o N yp.) P2 P1(T I Do P3(Typ• ) .� A P2 ra � oPart O Secondary Bracing Schedule P2 1 RK Mark Key ��_ C15 Id Qty Mark No Spacing SSR Fixed Clip Location 1 8 CPBRB011106 1'-6 11/16" + 2 48 CPBB050108 (Typ.) 5'-0" 88 111, O �' 3 12 CPBB040500 4'-3 1/2" + 0 + `4 BBB 0 c^ d' 4 15 PBA0407 4'-3 1/2" �—a + E3 + 5 17 PBA0311 3'-6 7/8" �/ 1R1B1 1R1B2 1R1B3 See SED: BR09PK, BR09RY, BR09RZ, BR09PH, BR09JH 241-0"--#--25'-0" 24'-0" BR09JG, BR09K5, BR09K2, BR09JR 75'-0" BL BL ROOF SECONDARY PLAN Dimension Key Shape Name=Dungeness Gear Worts IncTHE VP ENGINEER'S . 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCTL APPLIES ONLYINFORMATION OF VPAND VP BUILDINGS. IT IIS PROVIDED SOLELY FOR ERECTING THE BUILD NG DESCRIBEDOF 3200 Players Club Circle Memphis TN VP Buildings W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 3e125 ROOF SECONDARY PLAN 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE ev DESCRIPTION 13UILDER Axthelm Construction Inc. oB STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY PRIORTHE GENERAL CONTRACTOR WRITTEN ERECTORAPPROVAI O SOLELY VP BUII RESPONSIBLE FOR ACCURATE CUSTOMER OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF DATE11/6/2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ocnnoN Arlin on,Washin on VP BUILDINGS 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS PRo Ec DRAWN/CHECK DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. UUILDERs Pop we vERs1oN: 2020.1 P"ue NTS 11/712019 8:41:10 GiF/1""E Dungeness Gear Works Inc 'OMia°dDuoStopa°y""°'N`"I�`A�` BRACE BRACE AOOr ERECTION NOTE: ERECTION NOTE: USE (2) 1/2" E FRAME USE (1, Y SC X 1 T (0 GALV. HEX NUTS LOhWgN LOCATION SECOIIDARY CHANNEL BRACES THAT ENO AT A PURUN T-45(TRAY SCRUBOLT 5097352) (47120) LOCATE ■aevl WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER WEB, BUT DO NOT HAVE TABS TO BEND AND SCRUBOLT NUT(097267 (1) NUT ON EACH CHANNEL BRACE OR THE SLOTS IN THE PURUN WEB FOR n SECURE. INSERT CUP (544015) THROUGH HEAD OF SCRUBOLT TO SIDE OF PURLIN 0- »o A DROP PIN CONNECTION_BEND THE CHANNEL TABS TOWARD CHANNEL L WEB SLOTS AND USE A DROP PIN TO ATTACH BE ON OUTSIDE OF USE TOP HOLE OF ° o) THE PURLIN WEB AND USE A SELF-DRILLER (55307) TO ATTACH. PURLIN BRACE TO CHANNEL BRACE. EAVE STRUT ANTI-ROLL CLIP (CPB-)(Typ.) (1) 1/4" X 6 1/4" IF PRESENT. —— �s1 (2) 1/4-14 x 1 1/4° DROP PIN (097556) `GM_ ) (2) 1/4-14 x 1 1/4" STIR CT. SCREWS mx BRACE WILL tYRIc uy STRUCT. SCREWS (55307) _ NOTIE TO THE WEB of THE (55307) STRUCT. SCREWS I/4" REA-00 1 WILL NNE 10 FIELD / THE BOUT 111E LL O TO IE LE IN (55307) vw sccpaur M011005 10 13/1r CLP RWO W/ HANNEL HANNEL OWL HOLM(RA THE 12iOB-nANCE THICK 7E5 Butt WrM A J/° x t Vr AM BRACE BRACE BOLT W TEN 11fO1tlWAa (CPB-) (CPB-) \ PURUN Lh FLANGE BRACE REQUIREMENTS: RUERHATE CONNECTIONS �V PURUN GRACE RULE#1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. — WEB ENDING CUP EAVE PUAT RUN RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON DETAIL BR09JG (0544015) RA STRUT (PBA 2 PUB 1S. 10", CROSS SECTION IS NOT ACCOMPANIED BY (2). URUN BRACE STRAP 11 1/2" PURUNS. RULE#3- FLANGE BRACES ARE REWIRED BOTH SIDES OF THE FRAME WEB L(1) 1/4" X 6 1/4" PURLIN (EBBS_) (NOT REQ. AT 7" PURLIN WHEN PART MARK IS ACCOMPANIED BY (2). DROP PIN (097556) TO 7" EAVE STRUT) RULE#4- WHENEVER POSSIBLE. PLACE SINGLE BRACES TOWARD THE USE WHEN CHANNEL BRACE USE WHEN CHANNEL BRACE (TYP. PER EACH END) CENTER OF THE BUILDING. DOES LINE UP WITH THE DOES NOT LINE UP WITH EN CHANNEL BRACE USE WHEN CHANNEL BRACE RULE�/5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURLIN WEB. [DUDNESTNEOE UP WITH THE DOES NOT LINE UP WITH AVE STRUT SIDE EV THE FRAME WEB. SLOTS IN THE PURLIN WEB. THE SLOTS IN THE PURUN WEB. •• 10' & 11 1/2'PURLINS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. e•1r,tTrmil■ay.Nam CHANNEL BRACE ENDING AT PURLIN WEB ■v ac«M 1 ar ce Id.Wftm/■■/1■wT.Nnm • I"''00.01 nw—. ^°-I °D SINGLE CHANNEL PURLIN BRACE CHANNEL BRACE ENDING AT PURLIN WEB EAVE BRACE STRAP AND EAVE PURLIN RA CE TYPICAL FLANGE BRACE CONNECTIONS BR09JR WEB ENDING CUP NTH DROP PIN BRO9K2 LOCATED AT EAVE - CENTERLINE OF FRAME BR06AE CONT, PURLIN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN BR09JG SELF-DRILLER WITH BENT TABS BRD9JH ENDING AT PURLIN WEB LOCATION END FRAME INi. FRAME TNT. FRAME TNT. FRAME FAT EAVE STRUT BEND PBA TABS NOTE: NEST AND END BAY INTERIOR BAY E AND USE(2)11/32' X 1 1/4" T-45 GRAY 1. SEE CHART FOR RIDGE BRACE ROTATE SCRUSOLT (097352) ANOSCRUBOLT NUT(097267) ASSEMBLY SELECTION. (HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT) 2. NEST CHANNELS TO ACHIEVE II� TO ALIGNS 1 PURUN BRACE o 7 O o 1 PURUN BRACE O 7 0 0 EAVE PURUN SEE FACE OF 5" BETWEEN HOLES AND HOLES CHANNFI BRACE ASSY. EAVE STRUT VIEW CHANNEL USE DROP PINS TO SECURE. USED TO CHANNEL (PBA-) FOR TAB ATTACHMENT PURLIN BRACE SECTION SECURE (2) PURUN BW10E (CPB-)(Typ•) WITH DROP CHANNELS 7 O O 2) PURUN BRACE i DROP/PINS (097 4" PINS 7 7 7 O o 7 7 O (3) PURUN BRACE CHANNELS CHANNELS 4 PURUN BRACE I 7 T 7 (4) PURUN BRACE T T T 7 C NELS CHANNELS FACE OF EAVE STRUT (i/ � I :-I TYPICAL h TYPICAL J,` I�-I CLUSTER CLUSTER CHANNEL STANDARD NOTES: STANDARD NOTES: RIDGE BRACE _ PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. - PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. ASSEMBLY THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: � (CPBR- ' USE (2) 1/2' GALV. HEX EAVE PURLIN F: O - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. 0 - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. STRUT - INSTALL PURLIN BRACES AT THIS CLUSTER LOCATION, NUTS (471201 LOCATE (1) ] - INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. ] NUT EACH SIDE OF PURLIN SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. EAVE PURUN DROP PIN (097 56 PURLIN BRACE ASSY. ) - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - INSTALL PURLIN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. PURUN (PBA-)(TYP.) (TYP. PER EACH END) SEE ERECTION DRAWINGS - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER NOTE: FOR LOCATION PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM EAVE i0 EAVE IN A GIVEN BAY. FOR LOW OR HIGH EAVE LOCATIONS. ar.caruv T m W.m ar.arum 'W11°0D PURLIN BRACE CLUSTER LOCATION IILV°"W11~3 XV.Na« EAVE STRUT BRACE �'°"`«^ °""0°° SINGLE CHANNEL PURLIN BRACE ar wm CHANNEL RIDGE BRACE ASSEMBLY PURLIN BRACE CLUSTER LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION BR09K5 BR09PH INTERMEDIATE LOCATION BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE BR09RY END BAY CHANNEL LOCATION NOTES: ERECTION DRAWING PART MARK -DO NOT ATTACH PANEL OR PANEL CUPS TO COMPOSITE STRUT MEMBER. -SECONDARY ORIENTATION DR SHAPE MAY BE OTHER THAN SHOWN -FIELD DRILL 9/16"HOLES IN COMPOSITE -7- lu PURUN FOR PBA- CONNECTION IN 7"PURUNS. J ADJUST. CODES ADJUST. CODES P Y---GAGE R 993� LENGTH INCHn LENGTH T t YGAGE EIGHT (millimeters) 1W1B3 (millimeters SHAPE (2)1/2' GALV. SHAPE HEX NUTS(47120) P BAY NUMBER LOCATE N SIDE COUNTYCANOPY (C)/PARTITION(P)/ OF PURUN DEPTH SHAPE GAGE DEPTH SHAPE GAGE ROOF(R)/WALL(W) NUMBER 07 =7" Z = ZEE 11 = 0.113 07 =7' ZS = ZEE 11 = 0.113 08 = B 1/2" C =CEE 12 = 0.098 08 =8 1/2" CS = CEE 12= 0.096 10 = 10" E= LOW EAVE STRUT 13= D.DBB ES - LOW EAVE STRUT 13 - 0.OB8 BUILDING SHAPE H - HIGH EAVE STRUT 10 - 10° COMPOSITE 11 = 11 1/2" 14 = 0.073 11 = 11 1/2' BB BACK TOV BACK OCEE 14 = 0.079 PURLIN BRACE PURUN 15= 0.073 FB = FACE TO BACK CEE 15 =O.D73 THE BAY/BUNDLE CODE IDENTIFIES ASSEMBLY(PBA--) 16= °.O65 FF= FACE TO FACE CEE 16- 0.06E THE BUILDING CANOPY/PARTITION/ EAVE STRUT 17 - 0.060 n -o.O6o (,) 11/32" X, ,/4" ROOF/WALL PLANE AND BAY SCRUBOLT(097352)AND SCRUBOLT NUT(09 267) °"'"' ' — COMPOSITE EAVE STRUT — ALL DEPTHS W'p°`01�010'"'Y°m SECONDARY PART MARK NUMBER "ptlL0/ `°'W°D SPECIAL SECONDARY PART MARK KEY `"0A 0 SECONDARY BUNDLE LOCATION KEY BR1 SG2 CONNECTION FROM EAVE STRUT TO PURUN EN51B1 COMMON GENERATED MARK NUMBERS EN51 B2 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON.REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ROOF SECONDARY SED'S W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE I BY DESCRIPTION LIUILOER P1 IRPQqF WITHOUT PRIOR WRITTEN APPROVAI OF VP BI Ilt DING"; Axthelm Construction Inc. . B° STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER OF WALL AND ROOF SHEETS TO THE PERFORMANCE OR DESIGN OF DATE 11I6I2019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ocarloN Arlington,Washington VP BUILDINGS FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DRAWN/CHECK 'ROJECT Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, T-A�E REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS EDEBSPOp BO &SION: 2 O0 d 11/7/2019 SEDSheet 8:41:10 G°E"A"'E Dungeness Gear Works Inc ^ea a >°s«°.naxo.mnA--K. > 1/2" EAVE PSI CUP POI CUP PURLIN 1/2" PU�ARCt PURLIN STRUT (4) 1/2"A307 THIN EPC2 EPC3 PURUN PC27 HEAD BOLT(096636) WELDED CLIP CONNECTION EAVE STRUT &NUT(095032) 21 1 21 I ALT. CONNECTION BRACE STRAP I �(5 ENDBAY (E585 1 O� O) V"- ROOF SECTION "A" SECTION "A" 0 1 t/4 PURLIN I WELDED CLIP CONNECTION BOLTED CLIP CONNECTION CLIP BOLTED CUP N �yE�SpA� SHIM PLATE ALT. CONNECTION ALT. CONNECTION BOLTED CUP CONNECTION REFER TO ERECTION DRAWINGS QA (SEE CHART) ALT. CONNECTION FOR ALL CLIP MARK NUMBERS _ S AND LOCATIONS. �Y SPA • 4 d U. ro � CUPS MAY FRAME REQUIRED FOR PLATE PURLIN TO FRAME CONNECTIONS. (FAP1) REFER TO INDIVIDUAL FRAME RODF BEAM CROSS SECTIONS FOR BOLTED •� 51DEWALL OR CUP PART NUMBERS AND THEIR A • SOLDIER COLUMN 1 1,4 LOCATIONS. AJ I L CUPS MAY BE REQUIRED FOR A 7 OR B 1/2 SHIM PLATE PURUN TO FRAME CONNECTIONS PURUNS ROOF PITCN PART • REFER TO INDIVIDUAL FRAME ,w - • RANGE NUMBER BOLT EAVE STRUT AND 2 1/2" 2 5/B" • CROSS SECTIONS FOR BOLTED TO 1.99 1 N/A EAP1 PLATE TO FRAME W/ CUP PART NUMBERS AND THEIR ♦ ���� 2.5 (a)1/2"X 2" TO S9 9 A325 BOLT(0 97280)LOCATIONS. RAKE BEAM RAFTER 3.5 TO 4.00 ESH2 S LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. 7"&8 1/2"PURUNS asm �cx am Arr. wN+ AOtMm PURU PURLIN CONNECTION TO END FRAME "n'Y°01 ANTI—ROLL PURLIN CLIPS EAVE STRUT W ATTACHMENT PLATE N CONNECTION AT INTERIOR FRAME PURLIN AND GIRT SIZES CONTINUOUS PURLINS IF RS02T1 CONTINUOUS PURLINS RSO3J1 WHEN REQUIRED BY DESIGN R512PE INTERIOR FRAME EN53F1 a 1/2" 216mm RS01T1 NOTE SHIM PLATE EAP2 PLATE ART ONLY RE AT NLAi�R WHEN CALLED .23 TO 1.99 A OUT ON FRAME 2,0 TO 2.40 N/A CROSS SECTION -2.5 TO .49 ESHI 3.s TO 4.00 E412 SHIM PLATE 1 (SEE CHART) 1 PLATE (EAP2) SIDEWALL OR SOLDIER COLUMNS ROOF BEAM BOLT EAVE STRUT AND EAP2 PLATE TO FRAME W/ It A325/BOLT(097280) -0"AT 7• &8 1/2"OUTSET �A9T 1'-3"AT 10' &11 1/2"OUTSET LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES SIMILAR PARTS. "°' ■r.■am EAVE STRUT W/ ATTACHMENT PLATE RS12PF END FRAME THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 ROOF SECONDARY SED'S W/0 WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV I DATE Or mscni Km a ku"' Axthelm Construction Inc. ems' STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY Pt JRP0SF WITHOUT PRIOR THE GENERAL CONTRACTOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE row OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF DATE11/8/2 119 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington.Wash( xeAwN«RCK Washington VP BUILDINGS 3 REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED, FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS iXKJet1P.SS Inc.Gear Works I DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, D oEa9aw wcvEasioN: 2020.1 REQUIREMENTS SPECIFIED BY VP INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NITS 11/7I2019 SEDSheet 8:41:12 v" Dungeness Gear Works Inc eO"" 0�ro6CODe0n0'N"' ��` Secondary Part Schedule Mark Part Thick. Depth Lap Detail G1 08Z1302417Q100 0.0600 8 1/2" 10 1/2" WS12A2,WSO1G3 G15 08Z0411417GQOO 0.0600 8 1/2" WS12A2,WS2OF2 G16 08Z0808417G100 0.0600 8 1/2" 10 1/2" WSl2A2,WS0lG3,WS20F2 G22 08Z0708417DGOO 0.0600 8 1/2" WS12A2,WS0lG2,WS0lAV,WS20F2 G23 OBZ2311415DDOO 0.0730 8 1/2" WSOlG2,WS01AV G3 08Z16114171100 0.0600 8 1/2" 10 1/2" WS01G3 G31 08Z3102413Q500 0.0880 8 1/2" 3'-10 1/2" WS12A2,WSOlG3 G32 08Z25114141100 0.0790 8 1/2" 10 1/2" WS01G3 G33 00108ZS170841700 0.0600 8 1/2" WS20F2,WS0lG2,WS0lAV G38 00208ZS080051700 0.0600 8 1/2" 10 1/2" WS12A2,WSO4C2,WS0lG3 G4 08Z2511417110 0.0600 8 1/2" 10 1/2" WS01G3 C T T T G6 08Z0511417GQ0 A 0.0600 8 1/2" WS12A2,WS2OF2 H1 DHC0300017 0.0000 8 1/2" WS21D7 H3 00108JS140001 00.0600 8 1/2" WS20F9 J8 00208JS1708215 0.0730 8 1/2" WS20F9,WS20F2,WS20B2,WS20B8 J9 00308JS0808217 0.0600 8 1/2---- !� WS20F2,WS20B2,WS20B8____--- ----------------------------�---- 2 G31 G32 G38 O 0 0 5 2 1 O3 QQ G15- H3 G16 No 5 2 G15 ly O G16 4 (TYp ) 3(TYP•) O G1�Yp•) LO N I I �-, 0 1 2 5 5 2 1 O G22 G23 G33 h o h G6 G15— _ O O M f+l 1W1BO 1W1B1 1W1B2 1W1B3 14'-0" 8'_0 7'-0" ,_ " 24'-0" 15'-0" 13 0 28'-0 CL CL CL 80'-0" BL BL SECONDARY ELEVATION AT 1 5 GFA106 4 H1 3 PG1 2 3'-0" 2 VCC07003090 1 4'-0" 1 JTG1 Dimension Key opart Mark Key Shape Name=Dungeness Gear Works Inc. Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT 1 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER WIOZN Rsv one av oescRiPnoN Axthelm Construction Inc. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE TO THE PERFORMANCE OR DESIGN OF nsrox on 11/6/2019 OF WALL AND ROOF SHEETS. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Arlington,on,Washdn on VP BUILDINGS r�vrNoffo 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. aRR FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS JE� Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, P+ 'S`�D' VPCVERSION 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS Fl 1"'E �awa o�Nn5«�ca Rwa✓la Nam Nnn:ui Inc 11f712019 8:41:14 Dung eness Gear Works Inc Secondary Part Schedule Mark Part Thick. Depth Lap Detail G13 08Z2511417A100 0.0600 8 1/2" 10 1/2" WS12A2,WSO1G3 G25 08Z27114172200 0.0600 8 1/2" 1'-4 1/2" WSO1G3 G35 00308ZS111141700 0.0600 8 1/2" WS12A2,WSO1G2,WS0lAV,WS2OF2 G36 00408ZS300241600 0.0680 8 1/2" WS12A2,WS2OF2 G37 00508ZS300241700 0.0600 8 1/2" WS12A2,WS2OF2 G8 OBZ1408417AGOO 0.0600 8 1/2" WS12A2,WS2OF2 H1 DHC0300017 0.0000 8 1/2" WS21D7 H3 00108JS1400017 0.0600 8 1/2" WS20F9 J10 00408JS1708216 0.0680 8 1/2" WS20F9,WS2OF2,WS2OB2,WS2OB8 J9 00308JS0808217 0.0600 8 1/2" WS20F2,WS2OB2,WS2OB8 4 T T 1 ------------------- --------------------- ----------------------- - -- , 13 G25 13 o1;�ls�? I I 0 03 37 H3 I I I I 0 o i O 1 I w ! 36 _ O 36(T ) I � O O V' o I N I I I I � 0 tit I G8 O� o hO G35 ¢g�� G37 I � I I O O I r+r M 1W2B1 1W2B2 1W2B3 15'-0" IT m 7'-0" 5'-6" L 14'-0" 5'-6" 1 24'-0" `" 1 25'-0„ 24'-0.' 01 CL CL Bracing Part Schedule CL CL 75'-0" Part Qty Length BL 07RS3011 2 30'-11'BL BRO1G2 SECONDARY ELEVATION AT A 4 3'-0" 3 2'-0" 3 PG1 2 4'-0" 2 H1 1 1'-OTT 1 JTG1 ❑Dimension Key OPart Mark Key Shape Name=Dungeness Gear Works Inc. Wall=2 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT A W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER �y DATE BY DEBCWPnm B""DE" Axthelm Construction Inc, doe n STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY Pi IRPOSP WITHOUT PRIOR WRITTEN APPROVAI OF VP RUILD)INCS C-TE TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE TOE" OF WALL AND ROOF SHEETS. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °GT1OH AAi on,Wash( MAwroc"e« DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS `� on VP BUILDINGS 111612019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. Dungeness GearWor �a�oH wu FURNISHED BY VP EXCEPT TO ANY ks Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, DACE POT vacvErasio": 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS 11f712019 8:41:15 "Ex"ME Dungeness Gear Works Inc Secondary Part Schedule Mark Part Thick. Depth Lap Detail G1 08zl302417QIOO 0.0600 8 1/2" 10 1/2" WS12A2,WSOlG3 G23 08Z2311415DD00 0.0730 8 1/2" WSOIG2,WS01AV G27 OBZ1202417DQOO 0.0600 8 1/2" WS12A2,WS0lG2,WS0lAV G28 08Z14ll417DD00 0.0600 8 1/2" WSOIG2,WS01AV G3 08Z16114171100 0.0600 8 1/2" 10 1/2" WS01G3 G4 08Z25114171100 0.0600 8 1/2" 10 1/2" WS01G3 F E D C B A 2 os� 01 1 Q (2� 1 _ 1 (2) of G3(Typ. ) G1(Typ,) `f N o T 1 G1(TYP.) G (Ty ) G4(TYP•) N LO O1 G27 hayryh G26 G23 28 G27 O 1W3BO 1W3B1 1W3B2 1W3B3 1W3B4 B 13'-0" 15'-0" 241-0" Bracing Part Schedule CL 13'-Orr Part Qty Length Detail CL CL 0'-0" CL CL 0 05RS2507 1 25'-7" BRO1G2 BL 05RS2407 1 24'-7" BL BR01G2 SECONDARY ELEVATION AT 4 2 GFA106 1 4'-0" 1 VCC07003090 ❑Dimension Key O Part Mark Key Shape Name=Dungeness Gear Works Inc. Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 112 X 1 112 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 36125 SECONDARY ELEVATION AT 4 W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE er DESCRIPTION -DER Axthelm Construction Inc. JOe n STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY Pt JRPQSF WITHOUTTHE GENERAL CONTRACTPRIOROR ANDWRITT/OR ERECTORAPP-ROVAI O SOLELYVP BlIll RESPONSIBLE FOR ACCURATE SIO WIR OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF DATE 11/612019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION Arlington,On,Washington 92� wumnc"E« FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, ECi Dungeness Gear Works Ina REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. "I"N R D I. NTS wcvERSION: 2020.1 11I7I2019 8:41:16 raFw�a:Dungeness Gear Works Inc •a—wtww—e1w.w Naa�"lrc Secondary Part Schedule Mark Part Thick. Depth Lap Detail G13 08Z2511417A100 0.0600 8 1/2" 10 1/2" WS12A2,WSO1G3 G14 OBZ26114171100 0.0600 8 1/2" 10 1/2" WS01G3 G29 08Z2411415AD00 0.0730 8 1/2" WS12A2,WS0lG2,WS0lAV G30 08Z2411414DD00 0.0790 8 1/2" WSOIG2,WS01AV y T T T --------------------------------------------- ---------------------- I I I °>� I I s�1°e I I 1 I I I I o I I o I G (TyG13(TYp-) 13 (Typ.)N �g G30 G29 I I I I 1W4B1 1W4B2 1W4B3 24'-0" CL I 25r-0" � 24'-0" 1 Bracing Part Schedule CL CL CL 75'-0" Part Qty Length BL 07RS3108 2 31'-8" BL BRO1G2 SECONDARY ELEVATION AT F 3 2'-0" 2 4'-0" 1 1'-0" Dimension Key Shape Name=Dungeness Gear Works Inc. Wall=4 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATION AT IF W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER nu DATE gy OE �PrW" 11m Axthelm Construction Inc. doe a S STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY asron�r+ OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE �r11/612019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °LAiON Arlingtom Wash' � Dungeness Gear Works Inc. on VP BUILDINGS FURNISHED BYVP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS v'�COpf°1°` 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, °RO'�" " REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS euaoex D wcvE<tsioe: 2020.1 r� 11I7I2019 8:41:17 °0.EN""'e Dungeness Gear Works Inc BRACE 9 FRAMES Aol1F ERECTION DRAWING PART MARK LxAmM UDAMA1 9aQNoNIY T Y MLYIE« IL7I COLUMN OR BEAM 0- -O ADJUST, CODES P WEB HEX NUT 0 01 ADJUST. CODES TcACE R MASHER"A' ° —— —° GAGE WASHER"B" BRACE IN H N TH 1 ROD LLSOE WASHER OR(HFB-) mil meters 1 W 1 B RANGE BRACE WILL TYHCAILY milfimelers ROD M= C°IMIECT t0 TW WA OF THE SHAPE WEB REINFORCEMENT PLATE THE BULM KWE TO FIELD E tl SHAPE MEAx«RT�R/t� 1MM Vic BAY NUMBER EITHER PRESENT)MAY BE SHOP WELDED ON M.T.C%M( R THE ro-RA CUP REO'D W/ DEPTH EITHER SIOE OF THE WEB. put HOIB.PO•THE 121108_RIIYOE THICK FVNGES BCOUNTER OLT WHHEN AM3.0NAID)"/r ATm CANOPY (C)/PARTITION(P)/ 0 DEPTH SHAPE GAGE DEPTH SHAPE cacE ROOF(R)/W A L L W NUMBER ALTERNATE CtAMNCrXHIS 07 =7- Z= ZEE 11 = 0.113 D7 = 7" ZS = ZEE 11 =0.113 FLANGE BRACE REQUIREMENTS: 08 =8 1/2" C =CEE 12 = 0.098 DS = 8 1/2' CS = CEE 12=0.098 BUILDING SHAPE RULE/1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. 10 = 10" E= LOW EAVE STRUT 13 = 0.085 1D - 10" ES- LOW EAVE STRUT 13- 0.088 DESCRIPTION ART NO RULE82- SINGLE FLANGE BRACES ARE REOUIRED WHEN PART MARK ON H - HIGH EAVE STRUT ROD NUT HA110 SIIEFI ROHARI WA51HU2 wtRO StTA xASMFR HBLSIOC 11 = 11 1/2" 14 = 0.073 11 = 11 1/2• HS- RICH TO BACK C 14=0.079 CROSS sEC110N IS NOT ACCOMPANIED BY (2). BB BACK TO BACK CEE THE BAY/BUNDLE CODE IDENTIFIES DIAu A e W 15 = 0.073 15 =0.073 RULE(H3- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB FB= FACE TO BACK CEE 3/e" 95327 3 M'MS MASHER 96400 1/2"KYEL SQUARE WASTER(46040 WHEN T 16 = 0.066 THE BUILDING CANOPY/PARTITION/ 1 2' 95230 1 MT N 3/4-FLAT ROUND WASHER(t)SB46) RULE#4- WHENEVER POSSIBLE.ACCOMPANIED IBL.E. PLACE SINGLE OWES TOWARD THE 17 _ 0.060 FF= FACE TO FACE CEE 16 -0.050 Sys- 233 FU WA 4 CENTER OF THE BUILDING. 17-0.060 ]♦ "1Aa ]4 R.Af xA91ER 93M46 1'FLIT Rour1D wA4tER(95948) 54,:,5 RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME ROOF/WALL PLANE AND BAY T e 9327T Mr xASNFR 959n SIDE OF THE FRAME WEB. I- T NA 1 1/8"FLAT ROUND WASHER(25949) 5433JM t 1 " 95239 t 1 FLAT WASHER 5949 " 10"& 11 1/2"PURUNS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. " mAmwO1M°" ROD BRACE M°'•EOA/O"r'"p'M°@ TYPICAL FLANGE BRACE CONNECTIONS Aw.m°"0' lo•.NOeo SECONDARY PART MARK NUMBER a'°PfOi 'e Y0° SPECIAL SECONDARY PART MARK KEY `"' ^"f Y0.0 SECONDARY BUNDLE LOCATION KEY BRO1G2 WEB SLOT ASSEMBLY BRO6AE CONE. PURDN LAP SHOWN, CONT. GIRT & SIMPLE PURLIN EN51B1 COMMON GENERATED MARK NUMBERS EN5182 COMMON GENERATED MARK NUMBERS EN51B3 ALL SECONDARY DEPTHS NOTE: BEFORE FASTENING THE CEE MEMBER TO THE ZEE MEMBER. BE SURE TO CLAMP THE CEE AND ZEE AT THE 2 1/2" 2 5/8• COMMON INSIDE CORNER TO ASSURE A TIGHT FIT. AM II��11 PFGRYTr 4-HI=1 1/4" (GCA052060)(WELDED)CRT CUP .�T FSNR(SSJD7) I GABLE GIRT CL;$k OCD052060)(BOLTm) AT T14RD p01NT5 I (GC78-) AT 7"(GC20-) AT 11.00 A /09: P UP rt QU L COLUMN7-3 B 1/2"GIRT CUP(POI) DP(PG) BEAM70" & 11 2 GIRT CLIP (GCD-) MA BE SHOP ��CEE GIRT DEPTH MAY BE SHOP WELDED(OC7 OR GCA-) 2 1/2" 2 5/B- FSNR AT THIRD IS /2•LESS WELDED (GC1 OR GCA-) POINTS THIRD THAN ZEE GIRT. ZEE GIRT SHOWN CEE GIRT SIMILAR ZEE ORT SHOWN CEE GIRT SIMILAR 1'-0" AT 7- &B 1/2" GIRTS - 1'-3" AT 10" &11 1/2" ARTS SECTION A - A 7"&8 1/2"GIRT aOs°nN ,IxwIH GIRT CONN. AT COLUMN w"'0"7e HIOr.'ex IA1L aicw f IEK IKA In A0 M.cetw' "" °0i PURLIN AND GIRT SIZES GIRT CONN. AT COLUMN "p 04C01A°'�OM�'O00 GIRT CORN- AT COLUMN GABLE GIRT CORN. TO RAKE EN53F1 B AN GIRT WSOIAV OUTSET SIMPLE ZEE W/NESTED CEE WS01G2 OUTSET SIMPLE GIRTS WS01G3 OUTSET CONTINUOUS GIRT WSO4C2 OUTSET GIRTS S GIRT CUP OPTION SECOND CEE ON A DOUBLE JAMS OEPOI JAMB IS HELD BLACK 6"FROM GIRT TO (BOLTED)(WELDED FOR FUS UP TO 9'X 9'USE(3)1/4"-14 X 11/4- EACH END OF MAIN JAMB, JAMB CLIP 7- D ((PG7)) (GC1 A 7-GIRT 7- SIX(56307)LOCATED APPROX AS SHOWN. CORNER COLUMN (PG1) (GC AT AT 8 1/2"GIRT N0 CLOSER MAN 3/B"rppr EDGE A 7" JTG3 JTG6 OF CLIP OR HOLES.APART. SPACMJC NDT (GCD_) (GGA� AT 10 GIRT 1E55 THAN 3/4"APART. ,a•, B 1/2" JTGI J7T:5 JTG7 (GOD-) (GCA-) AT 11 1/2"GIRT FIELD LOCATE AND DRILL 12t 9/I6- C T n. 10' JTG4 JTG2 \�-C TOiO ATfAW t.9 (2�22'X 1 1/2' 0 n 1/2" JrG2 SINGLE JAMB Am BOLT(49 ) A ENDWALL GIRT SNEWALL GIRT M JAMB, SINGLE N ZEE GIRT SHOWN ZEE GIRT SHOWN OR DOUBLE JAMB. (2) 1/2"X 1 1/2" A CEE GIRT SIMILAR CEE GIRT SIMILAR A325 BOLT(49050) DOUBLE JAMB / A307 THIN/A " ELERy 1 JAMB BASE CONNECTION DIM. A ® HEAD BOLT(09 636) ®� ` $R Anh. CUP (PGl) L..•.( &NUT(095032) CORNER CRT CLIP \/ �I �0 (2) 1/2"A307 THIN (VCC-) ® / HEAD BOLT(096536) �p ® ZEE GIRT \Q 1/2"ANCHOR dl NUT(095032) p CRT CLIP JAMB SUPPORT \ 'A RODS WTH E ( \VV/ � D Ip (SEE CHART) `11 FRAME GIRT) DOUBLE JAMB HARDENED WASHER �,,,,MyL No — GIRT DEPTH 'P (2) 1/2-A307 THIN CONNECTION OFP 1 4' —Q 4 9 1/4-AT 7"SW GIRT HEAD BOLT(096536) 6 J @ &NUT(095032) SINGLE MAX r -o SECTION A-A 9 1/4-AT 8 1/2-SW GIRT OR DOUBLE 1'-0 1/4"AT 11 1/2"SW GIRT e ® u ZEE GIRT SHOWN 1'-0 1/4-AT 10"SW GIRT DIM A: I JAMB CAN BE 1 1/2'DEEPER CONCRETE FSNR 1,1 DIM. CEE GIRT SIMILAR 1'-0' AT 7"&B 1/2-GIRTS THAN THE JAMB SUPPORT GIRT. AT 24"O.C. ® 3 1 4"AT 7",8 1/2",10-JAMB 1'-3" AT l0"&11 1/2"GIRTS (ONLY EXCEPTION: 11 1 2'JAMB BY BUILDER I / GIRT FILLER ANGLE ( ) BASE MEMBER1/2' GFA-)W/(2)55307 OR GREATER FOR SPECIAL FRAME CAN BE USED D I T A (ART) L - 6 1/4°AT 11 1/2" JAMB JAMB GALA JAMB 1 SUP DEEPER ( ALIGN JAMB AND GIRT AT BL JAMB CAN BE 1 1/2"DEEPER u THAN THE JALB SUPPORT GIRT. SETBACKS. THAN THE JAMB SUPPORT GIRT (ONLY EXCEPTION: 11 H/2-JAMB NOTE: FIELD NOTCH ENDWALL 1 �M'-Vl 1 CUP = 3 3/4 AT 7. B 1/2". 10"GIRTS ALIGN JAMB AND aRi AT BL SECTION A-A CAN BE USED W/5 1/Z GIRT) DRT FLA rE WHEN CORNER COLUMN 067 CLIP -4 3/4"AT 11 1/2* GIRTS AUa!JAWS AND anti AT BL GUNGE INTERFERES WITH ENDWALL GIRTS SECTION A-A IRT CORN. AT CORNER COLUMN O1G1A 4LV'q0 JAMB TO GIRT .n om°'^"A0" "° JAMB BASE ATTACHMENT p 0"1p01 a:.p0° GIRT TO JAMB W512A2 ANGY OUTSET GIRT AT EW, ANY GIRT AT SW WS20B2 SINGLE OR DOUBLE JAMB. ANY ZEE GIRT WS20Bt3 SINGLE OR DOUBLE JAMB W520F2 SINGLE JAMB THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 1/2 A325T BOLT(490BO)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL SECONDARY SED'S W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP. THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER 1¢V °ATE By DESCRIPTION BUILDER Axthelm Construction Inc. JOB A STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY % CUSTOMER OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS `OCi1nON Arlin on,Washington VP BUILDINGS 11/6/2019 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. FURNISHED BY VP EXCEPTTO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS c.Ao°ret>, DRAwwcnecK ROJECT Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PAGE IUILDFR'S POq wcvERSION: 2020.1 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS 11/7/2019 SEDSheet 8:41:17 P►FRAVE Dungeness Gear Works Inc DOOR HEADER CHANNEL. ((DHA-) O 7'GIRT ZEE GIRT (OHC-)O 8 1/2-GIRT HEADER TO JAMB ((DHD-))O 10'GIRT CLIP(PG1) (OHE-)O 11 1/2'CRT FULL WIDTH OF FRAMED OPENING DOOR HEADER 4 � i A o SINGLE JAMB Is 1/4-14 x 1 1/4' � STRUCT FSNR(55307) sSt 12" O.C. \ _ 9 SINGLE JAMB � \\¢v SHOWN - DOUBLE A I JAMB SIMILAR A FOWL 3' EAUAL DOOR HEADER 1 CHANNEL (4) 1/2'A307 THIN 1 O O I HEAD BOLT(096636) k NUT(095032) y� --TEmpORARILY ATTACH DOOR 1 I OPENING w x HEADER CHANNEL W/ I HEIGHT n ;; 1/4-14 x 1 1/4' STRUCT FSNR (55307) SECTION A—A SECTION A—A 4'-D"D.C. HEADER TO JAIAB p1°°'gyp `°'100 DOOR HEADER CHANNEL CONN_ WS2DF9 Ak; HEADER. ANY SINGLE JAMB WS21 D7 ANY ZEE GIRT, ANY JAMB THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.UNLESS NOTED,USE 1/2 X 1 112 A325T BOLT(49080)AND NUT(47120) TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL SECONDARY SED S W/O WASHERS.SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT 2.FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE BY]- DESCRIPTION ou"'c A Axthelm Construdon Inc. JOB n STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE Pt IRPCqF WITH=PRIOR MITTEN APPROVAI OF VP RUII DINGS o�TD OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF 0°111/6I2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS COGTiOk Arfi On,Washington VP BUILDINGS 3.REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. FURNISHED BY VP EXCEPT TO ANY DRAWING.DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ttr ° o uWN a Eo DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS ours Po° wcvEasloN: 2020.1 PACE 11/7/2019 SEDSheet 8:41:19 f£1°"IB Dungeness Gear Works Inc o6"°°"a0 Trim Schedule Covering Schedule Id Qty Length Type Gage OP Fin. Color Id Parts Color Details " 38 Length39'-10 1/8" SSR 24 2 K TD T1 BSI,FPRFI,GGCI,MCC1 Cool Dark Bronze RC38N1 #16 38 39'-10 1/8" SSR 24 2 K TD T2 SRCF06, (8)SRCF10,SRCM06, (8)SRCM10 Match Roof Color RC34A7,RCV418,RCV419,RCV420, #1 RCV421,RCV531 Oper. Code:2=SQ,SQ Cool Dark Bronze RCV501FRCV502 Finish:K=KXL (Kynar) T3 SPCIO,SRR1 Color:TD=Standard Color T4 y 4 BSI,EPRFI,GGC MCC1 Cool Dark Bronze RC38N1 1 2 T4 T4 ————————————————————————— I fY1 1 (38)#17 I o T3 T2 UT3 0 co I 1 (38)#16 W Accessory Srh Pci,11 P. MODULE CONTROL STRIPS Description Detail Use a_tvpanel mid-point when panel is 38.0 _ft or longer Use aty__endlaps, first clipvfromy ridge and first-from e 0 ce s) T1 ————_—_—_— T1 Ice Damming Conditions Exist y ie I� 1 1'-6" Starter Panel (Cut Dim. ❑Dimension Key 75'-0" I" BL BL Fastener Schedule ROOF COVERING PLAN Part Description 55307 (T-3) 1/4-14 x 1 1/4", 5/16" Hex Hd Shape Name=Dungeness Gear Works Inc. THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 36125 ROOF COVERING PLAN MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV onre sr "ESCRPnot1 °�' Axthelm ConstruOon Inc. aoe a 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLYQINGS cusroa[R REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °C^"a Ar1i on,Washi on VP BUILDINGS 11l812019 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL.APPLICABLE VP BUILDINGS vum, N oenw a FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, m Dungeness Gear Works Inc. DESIGN OR PERFORMANCE 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NITS °uKu�rsrv. wcveRsio": 2020.1 n 11/7/2019 8:41:21 ° r"""E Dungeness Gear Works Inc Trim Schedule Covering Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #21 10 PR 22'-11 1/211 26 1 K TD -3" Left to Right Tl DFTI0,JT07 Cool Dark Bronze WC24A1 #1 1 PR 20'-5" 26 1 K TD Left to Right T2 DFT05,HTS03 Cool Dark Bronze WC24A2 #2 2 PR 20'-2 1/2" 26 1 K TD -3" Left to Right T3 DFTI4,JT14 Cool Dark Bronze WC24A1 #3 1 PR 19'-8" 26 1 K TD Left to Right T4 DFTI4,HTS14 Cool Dark Bronze WC24A2 #4 1 PR 22'-81 1/2" 26 1 K TD -3" Right to Left T5 (4.2)BG2415, (7)BT10 Cool Dark Bronze EN52Al,ENV003,RC00A1,WC0lAB, WC04G1,WS27B2,WS27D2 #5 4 PR 7'-2" 26 1 K TD -3" Right to Left #6 3 PR 20'-2 1/2" 26 1 K TD -3" Right to Left T6 CT20 Match Wall Color WC20A1 Oper. Code:l=SQ,SQ T7 (9)RFR10-130, (4)RKF20,RKF10, (9)RSB10, (S000l Dark Bronze RC10A1,RC30A1,RS10L5 Finish:K=KXL (Kynar) Color:TD=Standard Color A F T7-401-1 11/16" _ ---- - _—T7-40'-1 11/16" —— O] r-I N I I I I (4)#5 - I I N N - __ _ I N N \ N N N \ N N N N\ N N N \ N N N \ N N \ N F N T 4 ,-i rl ri `-I ,..I LID m rl N Lo CO -1 ri I I I I I I I m N N CO N r-I GON N DJ a) N - - I I I I I 1 I 1 I I 1 I 11 I I I N N N N N N N N N N O O O N N N N N N N N N O -1 1 O1 N -1 - rn O H (7)#4 (10)#21 #1 (2)#2 #3o I (3)#64 N I T2 I � I EI EI I H H EH ,_ „ T5-6'-0" T5-50'-0" T5-7 0 1 6'-0" 14'-0" 501-01, L ri' 7'-0" 80'-0" 1 31-0" BL ❑Dimension Key BL COVERING ELEVATION AT 1 Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 SI(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT'I MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER — — sv DESCRIPTION WILDER Axthelm Construction Inc. cos a 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY cvsrac" REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE "11l6l201g 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOCATION AAi On,Washi On VP BUILDINGS vuuo anmEN pvwwortoc FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS " Dungeness Gear Works Inc. FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, PADE wcvERSION 2020.1 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING, NTS 40i0' 11I7I2019 8:41:23 Dungeness Gear Works Inc d ""10n�—�_M` Trim Schedule Covering Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details #8 22 PR 19'-11 7/8" 26 1 K TD Left to Right T1 DFTI0,JT07 Cool Dark Bronze WC24A1 #9 3 PR 5'-11 3/8" 26 1 K TD Left to Right T2 DFT05,HTS03 Cool Dark Bronze WC24A2 OP er. Code:l=SQ,SQ T3 DFTI4,JT14 Cool Dark Bronze WC24A1 Finish•K=KXL (Kynar) T4 DFTI4,HTS14 Cool Dark Bronze WC24A Color:TD=Standard Color T5 (3.9)BG2415, (6)BT10 Cool Dark Bronze EN52A1,ENV003,RC00AI,WC01AB, WC04G1,WS27B2,WS27D2 T6 CT20 Match Wall Color WC20A1 T7 (3)EG201,EG161, (8)GRA10, (7) PCA10A, Cool Dark Bronze RC03A2,RC32A1,RC38E2,RC61A6, PCA05A, (39)STR4 RCV324,WC04G1,WCllF1 T8 5CE75, (2)CP510,DN1, (4)DST1 Match Wall Color RC38P1 4 1 T7 (3)#9 T4 CD (11)#8 (11)#8 0 N T2 CO H E' (+7 M H E-I r-I r-I E E T5-15'-0" T5-12'-6" T5-30'-6" 15'-0" * 1F- 12'-6" i 4'-0" 30'-6" 1 3'-0" I " Dimension Key 75'-0" BL BL COVERING ELEVATION AT A Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097584-105 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 S!(T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dunoeness Gear Works Inc. Wall=2 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT A MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT I t� TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER �, DATE BY DESCRIPrIDN CDEA Axthelm Constnrction Inc. JOB p 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY u STouEn REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED- TO THE PERFORMANCE OR DESIGN EN THE DQUALITY GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE oA M&C.E 019 3-DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OGPO"Arfln On,Washington VP BUILDINGS FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS DtuwwolECx FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, vilt DUng@neSS Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. °BF"�PO' wcvERSIo": 2020.1 PAGE NTS 11/7/2019 8:41:25 Fke'AnE Dungeness Gear Works Inc AO—d9" 4c 8..°"0—1 d 1I Trim Schedule Covering Schedule I Increment Direction Id Parts Color Details �1 d Qty Type Start Length Gage OP Fin. Color#11 14 PR 22'-11 1/2" 26 1 K TD -3" Left to Right T1 (5.3)BG2415, (8)BT10 Cool Dark Bronze EN52A1,ENV003,RC00AI,WC0lAB, WC04G1,WS27B2,WS27D2 #12 14 PR 22'-ll 1/2" 26 1 K TD -3" Right to Left T2 CT20 Match Wall Color WC20A1 Oper. Code:l=SQ,SQ T3 (9)RFR10-130, (4)RKF20,RKF10, (9)RSB10, (SCool Dark Bronze RC10A1,RC30A1,RS10L5 Finish:K=KXL (Kynar) Color:TD=Standard Color F A T3-40 -1 11/16�� ---- — — — T3-40'-1 11/1611 I I I I _ __ I _ C - _ N I N N N N N N _ N N N \ N N N \ N N N \ N N N \ \ N N N \ N N N \ N N N \ H rl r-I ,-i rl fi f-I r-I rl r-I I I I r-I "D N N N I w - M LO N m - I I I I I I I I I I I I I 1 I I I I I I _ Ol Ol O O O O rl rl ,-i ,--I N N N N N N N N r-I ,--1 --I -1 O O O O 01 I � M N N N N N N N N N N N N N N N N N N N N N N rl (14)#12 C) (14)#11 N I I NI I EI I I I I I I I T1 L 80'-0" BL BL COVERING ELEVATION AT 4 Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/411, 5/1611 Hex Hd, SS Cap w/Washer Roof Stitch 7/8 S!(T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=3 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON.REMAINS THE PROPERTY OF VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING ELEVATION AT 4 MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER PLEV DAM By DESMIPMN "unoM Axthelm Construction Inc. 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY Pt IRPOSF WITHOUT PRIOR WRITTEN APPROVAt OF VPCUSTOO." REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE �t11/6/2019 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS tOC"""'Arrn on,Washi on VP BDINGS FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS �Ul �.wNICNE� FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, X°` Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. P�DE NTS DERS PDT VPC VERSION: 2020.1 11/7/2019 8:41:26 clEwae Dungeness Gear Works Inc °a^*` .0"&�D"^"v""e N—, Trim Schedule Covering Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details ' #14 25 PR 19'-11 7/8" 26 1 K TD Left to Right T1 (5)BG2415, (8)BT10 Cool Dark Bronze EN52A1,ENV003,RCOOAI,WC01AB, WC04G1,WS2732,WS27D2 Oper. Code:l=SQ,SQ Finish•K=KXL (Kynar) T2 (3)EG201,EG161, (8)GRA10, (7) PCAlOA, Cool Dark Bronze RC03A2,RC32A1,RC38E2,RC61A , Color:TD=Standard Color PCA05A, (39)STR4 RCV324,WC04G1,WCllF1 T3 5CE75, (2)CP510,DN1, (4)DST1 Match Wall Color RC38P1 y T2 of (25)#14 o I('J E T1 L 75'-0" BL BL COVERING ELEVATION AT F Fastener Schedule Part Description Roof Struct 1 1/4 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer Roof Stitch 7/8 S!(T-1) 1/4-14 x 7/811, 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dun ness Gear Works Inc. Wall=4 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF B VP Buildings 1 PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 36125 COVERING ELEVATION AT IF MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER DATE BY DescRIFFION Axthelm Construction Inc. 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY PURPOSE WITHOUT PRIOR WRITTEN APPROVAt OF VP RI III r)INGq_ TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND'OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCI.IRA1 E cusra+Ee REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS BATON VP BUILDINGS D"11/6/2019 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE Dungeness s Gear ton o"ewNm rc FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS oxcr FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. 4 SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS SA VPc V RsioN, 2020.1 PA4E 11/7/2019 8:41:27 `"r " Dungeness Gear Works Inc w6­51—o„ate.—A, _I- Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #7 23 PR 8'-0" 26 1 K OW Left to Right From Peak T1 (7)LTA10 Match Wall Color WC61A7,WCV060 O er. Code:l=SQ,SQ T2 JT07 Match Wall Color WC24A1,WCV060 p Match Wall Color WC24A3,WC25A3,WCV060 Finish:K=KXL (Kynar) T3 HTL10 Color:OW=Cool Cotton White T4 JT10 Match Wall Color WC24Al,WCV060 T5 (4)JT10 Match Wall Color WC61A8,WC61A9 T6 (5)JT10 Match Wall Color WC61A9 � A I I CD CDT1-60'-0" T1-6'-0" N T3 C 0 020)#7 (3)#7 to I _ v E aD N N co CD E I I L EH E I E (H E E H 7'-0" '-0" 50'-0" 1 14'-0" 6'-0" 80'-0" BL BL WALL LINER ELEVATION AT 1 (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/411, 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=1 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT'I MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE By DESCRIPTION °"0`4 Axthelm ConsUuction Inc. JOB a 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY P1 IRPOqF WITHOUT PRIOR WRITTEN APPROVAI OF VP BI III DINcusra R PATE REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °"'"0N grli On,Wash on �V=PS 11fFi12019 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE FURNISHED BY VP EXCEPTTO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ORAww�cREac FIELD CUTTING,SEETHE COVERING SCHEDULE FOR CUT LENGTHS. `"tO��` Dungeness Gear Works Inc. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS "ot WCVERSION: 2020.1 PACE 11/7/2019 8:41:28 P O'°'E Dungeness Gear Works Inc Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #10 22 PR 8'-0" 26 1 K OW Left to Right T1 (6)LTA10,LTA05 Match Wall Color WC61A7,WCV060 0 er. Code'1=SQ,SQ T2 JT07 Match Wall Color WC24A1,WCV060 p Finish:K=KXL (Kynar) T3 HTL10 Match Wall Color WC24A3,WC25A3,WCV060 Color:OW=Cool Cotton White T4 JT10 Match Wall Color WC24Al,WCV060 T5 (2)JT1C Match Wall Color WC61A8,WC61A9 T6 (7)JT10 Match Wall Color WC61A9 1 4 __ —————————— ——— — ------------ r I I I I I I I I I I I I I I o o I I I I I I o N " I T1-30'-6" T1-30'-6 N T3 o (11)#10 0 0 (11)#10 0 I k j _ a _ OD DOE aD HC-j H GO E E E 30'-6" �14'-0" �12'-6" r_0"—}- 15'-01, 75'-0" I BL BL WALL LINER ELEVATION AT A (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Du ness Gear Works Inc. Wall=2 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings 1.PRE-DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT A MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BYVP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE By DESMIPIIDN O1N1 Axthelm Construction Inc. JOB 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY PRIOR WRITTEN APPROVAJ OF vp sun nllslr,� ro&" REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONS18LE FOR ACCURATE DATE. OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS Uf1ON Atfi On,Weshi On VP BUILDINGS 11I612019 ° 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS o"nrr".c"Ea" °T FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS, DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS V40EpxPp� v°cv slow 2020.1 ° 11/7/2019 8:41:29 P"E"AE Dungeness Gear Works Inc "dn mtl0".acawB�ro.NuA nmrrn 4p Trim Schedule Wall Liner Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #13 27 PR 8'-0" 26 1 K OW Left to Right From Peak T1 (8)LTA10 Match Wall Color WC61A7,WCV060 O er. Code:l=SQ,SQ T2 (2)JT10 Match Wall Color WC61A8,WC61A9 p T3 (7)JT10 Match Wall Color WC61A9 Finish:K=KXL (Kynar) Color:OW=Cool Cotton White F A r � I I I I ( I I I I I I I I _ I I o � I I I o N N T1 I I _o o (27)#13- _C I I _00 C0 co Go IE [m m E E E 80'-O BL BL WALL LINER ELEVATION AT 4 (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=3 THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING.INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT 4 MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER FMI DATE Br DESCRIPTION auar.'n Axthelm Construction Inc. JOB u 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY RLIIIQINGS ararw4n REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE VVP 1/6/2019 ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS 1ocAn0"Arl1 on,Washirn�rc"ecH '�' Works onBUILDINGS FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS Inc. VAfCOP110EN 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear 4-SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS Bunorasw. vPcver sioN: 2020.1 PAGE 11(7/2019 8:41:30 P11E A"E Dungeness Gear Works Inc ae�maewBwwnWww."unNn.cnac Wall Liner Schedule Trim Schedule Id Qty Type Length Gage OP Finish Color Direction Id Parts Color Details #15 25 PR 8'-0" 26 1 K OW Left to Right T1 (7)LTA10,LTA05 Match Wall Color WC61A7,WCV060 Oper. Code:1=SQ,SQ T2 (7) JT10 Match Wall Color WC61A9 Finish:K=KXL (Kynar) Color:OW=Cool Cotton White 4 1 ----------------------- --- --------------- F------ -- ——— ——— — — I I I I I I I I I I I I I I I I o o _ _I O N a T1 0 0 (25)#15 0 m °J 0i N N H H E H 75'-0" BL BL WALL LINER ELEVATION AT F (View from inside Building) Fastener Schedule Part Description 0097584-102 (T-2) #12-14 x 1 1/4", 5/16" Hex Hd, SS Cap w/Washer 0097581-102 (T-1) 1/4-14 x 7/8", 5/16" Hex Hd, SS Cap w/Washer Shape Name=Dungeness Gear Works Inc. Wall=4 THE VP ENGINEERS SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings 1.PRE-DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 WALL LINER ELEVATION AT F MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT TO STRUCTURAL BEAMS REQUIREMENTS SPECIFIED BY VP.THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE BY DESnoN R0 AXthelm Construction Inc. JOB cwa x 2.STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. VP ENGINEER'S SEAL DOES NOT APPLY Pt IRPOSF WTTHO1 IT PRIOR WRITTEN APPROVAI OF vp al III niNrq CUSTOMER REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSI8LE FOR ACCURATE DATE1/6/2019 3.DUE TO MANUFACTURING LIMITATIONS SHORT PANELS MAY REQUIRE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS °CA"0N Arlington,Washington VP BUILDINGS DRAwwaffa FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS °'£or Du FIELD CUTTING,SEE THE COVERING SCHEDULE FOR CUT LENGTHS. DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. 4.SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS Db°O� wcvERsioN: 2020.1 PAGE 11/7/2019 8:41:31 FtlE—"E Dungeness Gear Works Inc IT IS THE RESPONSIBILITY OF THE ERECTOR TO INSURE PROPER SEAM PR WALL PANEL MARK NO.: W F F 1 1 E G G 0 C C C F-FEET ROOF PANEL INSTALLATION GUIDE REQUIRED FOR THIS PROJECT: TIGHTNESS FAILURE TD PROPERLY SEAM THE JOINT MAY RESULT IN - FEET G- GAGE CX••• = COLUMN (PLATE) LENGTH CODE I=INCHES F- FEET G-GAGE PREMATURE FAILURE OF PANELS AND/OR SECONDARY MEMBERS UNDER I=INCHES 0=OPERATION CGX••• - COLUMN (GAGE) I INCHES 0-OPERATION UPUFT OR DOWNWARD LOADING CONDITIONS. PR ROOF PANEL NARK NO.: R F F I I E G G O C C C E=EIGHTHS E=EIGHTHS C FIN/COLOR WCX•++ COLUMN(HOTROLL) LEHOTH CODE E-EIGHTHS C- FlN/COLOR REFER T0: 0.38' MAX. PR RIDGE PANEL MARK NO.: P F F 1 1 E G G 0 C C C G=GAGE PANEL/COVERING 0-OPERATION SSR ROOF PANEL MARK ND.:S F F I I E G G O C C C VARCO PRDDEN BUILDINGS 24"PANEL MODULE 24'PAN'EL MODULE W 1 3 1 1 7 2 6 1 K T D RBX•••= RAFTER(PLATE) LENGTH CODE C-FlN/COLOR LENGTH LODE + F F I I E G G O C C C BGX•••- RAFTER(GAGE) SSR ROOF INSTALLATION LENGTH CODE WRX•••- RAFTER(HOTROLL) 36'COVERAGE TRX+++= TRUSS RAFTER INSULATION 12' 7" SMOOTH 1 3/is- — FACTORY 181 301 0360 3 0 W V TV. APPLIED ICX•••-INTERIOR COLUMN "'�' I SEALANT F •• F F F 1 1 1 1 1 I E C C PCX•••- PIPE COLUMN �_��. 4'COVERAGE SEA MUST BE LENGTH WIDTH THK CODE TC%*^•= TUBE COLUMN 31 3' �- / FULLY TUCKED _ lY'P BEARING EDGE) SECONDARY(STANDARD) SMOOTH 0 8 Z 1 9 1 1 4 1 7- - --- EPX•••= ENDPOST(PLATE) PANEL RIB ROOF AND WALL PANEL (PR) EXTERIOR • • • F F I I E G C + • + + + EGX•••- ENDPOST(GAGE) SURFACE 1 ro OEPTH�LENGTH GAGE ADJUST.CODES J' 8" SHAPE CBX...= CANOPY(PLATE) RPR WAu.PANEI uwy NO: P R F F I I E C G 0 C C C .1 SECONDARY(SPECIAL) CBX...=PIGGYBACK CANOPY LENGTH l5a D 0 1 0 8 Z 1 9 1 1 4 1 7--- DCC++•= 8 1/2"GAGE POST The Field Guide for correctly storing and Installing • F F I I E G G • ' COUNTER S�HAPEg LENGTH GAGE ADJUST.CODES DOE—= 10' GAGE POST 36'COVERAGE a VP Buildings Standing Seam Roof System i2• SMOOTH I YP- TYP. 1.- EXTERIOR I J/18' ROD BRACING SURFACE 0 3 R CI 2 5 1 0 RS-THREADS BOTH ENDS 4 3 4'HOLD I E • • F F I 1 RT= THREADS ONE END-CLEVIS ONE END 2 P. RU= CLEMS BOTH ENDS BACK COVER: 4D05 SSR INSTALLATION BEFORE SEAMRJG.IT IS IMPORTANT TO WIPE THE SEAM CLEAN WITH SOAPY CIA LENGTH RP=THREAD BOTH ENDS-NO HILLSIDES RPR WALL PANEL CLOTH IMMEDIATELY BEFORE SEAMING THE PANEL THIS STEP WILL DRAMATICALLY REDUCE THE CHANCE OF MARRING THE SEAMS AT THE CLIP LOCATIONS. uMvouo r — notun, 7»na K, °a oxsLn rn KY.wm PR ROOF & PR RPR WALL PANELS "`'o+m°r7D" 'iDOO STANDING SEAM ROOF PANELS SSR o+Lenon• SSR SEAMING GUIDELINES MARK NUMBER KEY � (SSR) ENV001 ROOF INSTALLATION GUIDE - SSR EN0182 RIB AND SEAM PROFILE EN50B1 COMMON GENERATED MARK NUMBERS EN52A1 EN52D1 PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: RAPE suppoRT ENDWALL OR 3/16"BEAD OF CAP(RSC-) FIELD BEND 1' UP CUP TAB 5 1 2" NOB_ SKINNING AND UNDER SEA NT BOTHTAB AT RAKE EXTENSION ON SSR PANEL _ (025392) SSR CUP LOCATIONS START PANEL DIM REFER T0: VARCO PRUDEN BUILDINGS - Nk 20' MIN. DIST. DJ LOW FIVE, 4: DIM CDP SSR PANEL � FULL LENGTH ADJACENT TO HBGHT � 1 1/4" z O 0 O O O SSR PANEL BASIC PANELS & ACCESSORIES ROOF HEIGHT CHANGE AREA, OR 3 q" SHORT CUP ffi O O O O O 10' MIN DIST. FOR PANELS 2 1 4' MED TOP VIEW 1. STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILSul ,\ BELOW WALL TO ROOF AREA n FOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION x 7 1/2• GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND /SFF N ACCESSORIES NOT DESCRIBED IN THE SED'S. HOrJ —————————— I CUP BASE 2. ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND \ OIL AT MASTIC AND SEALANT LOCATIONS. AS1E1 PANEL TO(RSC) 1/4-14 x 1 1/4' WITH 12-14%1 1 4' STRUCT FSNR SS.STRUCT FASTENER SSR PANEL (5SW7) 4'-6'O.C. CUP 2'-D'O.C. I The field guide for correct installation of Varco CUP 0GHT CUP TYPE&MARK FRONT VIEW SSR RIB RAKE PrudeP's Wall and Roof Systems,Tuff-LTtes, MALE HEM SUPPORT SHORT 3 1/2" FIXED 560771 ET Wallites,Deore,Windows,Gutters and Trim. SOOING 660772 NOTE:R EAVES. ROOF CURBS SHOULD R APPLIED TO BRICK •NOTE: CLIPS WILL BE STAMPED SHORT, ALL 55R EAVES.RooF LUNrBs AND AREAS AOJACEHT (RSB-) MEDIUM 4' FIXED 560773 MED,TALL, OR X-TALL TD WALL 10 ROOF.ROOF HOLM CHANCES AND S ODING 660774 FIXED CLIPS WILL HAVE PAINTED STEPPED ROOF EXPANSION JOINTS.IT IS RECOMMENDED FlXED 560775 CUP TABS. THAT AREAS ADJACEM TO ROOF HMO CHANGES NOTE: TALL 4 1/2' SODING 560778 COVER AT LEAST 3 SIDFLAPS WITH THE SEMANT, BACK COVER: 4003 BASIC PANELS AND ACCESSORI SEE THE SSR ERECTION O1AOE FOR ADORIONAL INfoRMATgN SFOR FIELD CUT EE ERECTION DRAWINGS X-TALL 5" FIXED 560777 PANELDIMENSION TARTER SLIDING 560778 I1A1Ke17JOM laewm RrA a10 a HIn.Ialn Re,n+oorrovoo nv.as NOTES RV'OtTc0•7'•V'A�'�Or SSR PANEL SIDELAP 'ter'°'•tL0'n0n4 �`M0'01 SSR STARTING RAKE NorBASIC PANEL AND ACCESSORIES SSR PANEL CLIP RC03A2 ADDITIONAL WEATHERSEAL AT ICE DAMMING COND. RCV1 PR, VR, OR RPR WALL W/BLANKET INSUL. ENVO03 CONTAINS: PR ROOF - WALLS: PR, RPR, VIR ENVOI I PROFILE AND MARK NUMBERS RCOOAI FOR GUTTER 03 7" x 20" FLASHING W200 RIVET RAKE FASCIA SSR CLOSURE FACE OFF MATERIAL KIT(80539) _ 1/8"%1'TAPE PLUG(80135) WALL PANEL SEE STRAP NOTE: VP20D RIVET �(�'PER HOLES) (RKr- @ 1 i 4' MASTIC(027893) 2'-D"D.C. ATTACHMENT SHOULD BE INSTALLED 1 1/4' AFTER INSTALLATION BOTTOM OF OF EAVE GUTTER SSR ROOF SHEET 1I4 W.P. RIB EAVE GUTTER FIELD DRILL(1) STRAP(STR4 i 3/16•DIA. HOLE FIELD BEND IN SSR PANEL �r N1 u 1/4-14%7/8' O SLOT COVER AT EACH RIVET A 1/8"x 1'x 9' S.S. ROOF STITCH y FROM 3'x 14" i 1 2U APPLY ADHESIVE LOCATION.CutteB STRAP SECTION TAPE MASTIC(027893) S� FASTENER OR ALUM STRIP 2'-O'O.C. F 12-14% t T 4' 2 STRAP AT 1/4-14 X 7/B" (STR4) 1' .A o $ / ( }/ 1' i FASTENER B.S.ROOF STITCH _ = L- S.S. R6' STRUCT ICE DONNING FSVR 6'O.C- a: OUTSIDE CLOSURE PANEL RIB (80140) 2 PER STRAP VEE RIB (80362) E "RFR10- IS AVAILABLE IN TAPE MASTIC 1/8 RPR (80130) SING RIVET 3 BRONZE OR WHITE.IF OTHER (027893)CONT. 1/4-14 x 7/8' WALL COLOR IS REO'D,FIELD PAINT. AND OVER RUC STITCH FSNR Q3/16'CONT. BEAD OF 1'-0"O.C. ADHESIVE SEALANT RIV00 EAVE GUTTER (EG-) PANEL CLOSURE SSR 1/4-14 x 7 B• / ANGLE(PCA-) 54ri CUT I'SLOT IN RIDGE C0.£R.FASTEN SLOT COVER TO RIDGE CODER AT SLOT PANEL / /J// OUTSIDE CLOSURE WITH(2)1/4-14 x 1 1/8,SS.ROOF snrcH FAsrEwER5 W/7/8'WASHERS(50015). WALL STITCH PANEL RIB(80140) 1/4-14 X 7/B" FSNR S.S. ROOF STITCH APPLY A 3/16'BEAD OF ADHESIVE SEALANT OVER RIB 2 3/4'ON BOTH 1/1 MIN, FSNR O.C. VEE Rio(80362) WALL PANEL SIDES OF NOTCH. RPR((801�300) FASTENER ®FORM FLEXIBLE FLASHING OVER RIB CONFORMING TO RIB PROFILE NOT 1�E0'D OVER 2.12 5 PER PANEL RAKE FASCIA (3 APPLY A Y16'BEAD OF ADHESIVE SEALANT AT OUTER EDGES OF ROANNNG MATERIAL GRA70 RETAINER(RFRIO-)• AND PRESS ONTO RIDGE COVER MAKING SURE BEAD 15 CONRINIOUS ALL AROUND. GUTTER REINFORCEMENT ANGLE 11+R u �NAy srvanLmMM tY.bM SSR ROOF W EAVE GUTTER ' SSR RIDGE Mv.YRaAlM Rc,.x,am GUTTER STRAP ATTACHMENT SSR RAKE TRIM RC32A1 PR, VR OR RPR WALL RC34A7 EXPANSION JOINT (® 160'-0" O.C. MAX.) RC38E2 SSR ROOF (ICE DAMMING) ji RC30A1 PR, VR OR RPR WALL THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. tT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SEUS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. rr SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER DATE BY DESCRIPTION BUILDER Axthelm Construction Inc. J000 VP ENGINEER'S SEAL DOES NOT APPLY c 1 TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE CUSTOMER DATE ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS [ROIECT CATION Arlin on.Washington VP BUILDINGS 11I612019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS .,,,._ DRAWNIccHECK DESIGN M PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc.REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS ADERSPOF VPC VERSION: 2020.1 PAGE 11/7/2019 SEDSheet 8:41:31 "`�`�� Dungeness Gear Works Inc Ro-Aw aox,x6 IA,,u, 1. R,AiR_ (2)1/4-14 x 1 1/4"(55307),5/16"HEX HD SAVE GUTTER(EC-) SEE RC38E_ FOR GUTTER STRAP AT BLANKET INS LESS THAN 6' RAKE FASCIA ATTACHMENT -(2) 1/4-14 x 2'(55309),5/16'HEX HD (RKF-) SSR PANEL CUP: AT BLANKET INS 6 OR GRTR SHORT PANEL RIB FILLER BIRD STOP(BSI) BLANKET (FPRFi)FASTEN IN FASTEN IN PLACE CUT AND TAB HOLE IN LESS THAN 6' PLACE W/4 POP DOWNSPOUT STRAP RIVETS W/4 POP RIVETS (DST1)FASTEN TO EAVE GUTTER (EG-) GGC_ 3/6"CONT.BEAD xED-SbbTTJ WALL PANEL WITH SEAL NIPPLE TO GUTTER SKINNING SEALANT MED-�' WALL STITCH FSNR CONNECTION WITH BRONZE S.S.ROOF (805D7) BLANKETw NS�TT4 — — BEND TAB TUBE SEALANT(80507) STITCH 6'OR GRTR A GUTTER CLOSURE TO SECURE BOTH _ HALVES OF STRAP DOWNSPOUT NIPPLE (5 PER PANEL) (GGC-)FASTEN IN (DST1)TOGETHER (ON1)FASTEN IN GUTTER STRA PLACE W/10 POP �V£GUTTER W/ (STR4) V� / RIVETS 8 POP RIVETS A 2 STRAPS PER � / 10'SECTION OF NGA 3/4' GAP DOWNSPOUT SEAL INSIDE LAP EAVE GUTTER METAL CORNER ?/� PERIMETER OF 3' AND FASTEN CAP MCC1 W/ ?� \ CLOSURE W/ DOWNSPOUT ELBOW WITH (9)1/B" POP 8 POP RIVETS BRONZE TUBE (5CE75)FASTEN TO DOWNSPOUT OWNS) SEALANT DOWNSPOUT W/2 POP FASTEN TD DOWNSPOUT EAVE RIVETS CUT AWAY (8D507) RIVETS NIPPLE W/3 POP PANEL CLOSURE GUTTER ROOF PURUN RIVETS ANGLE(PCA-) EAVE WTTER SHADED AREA (EG_) FASTENER LOCATIONS 45' EAVE GUTTER(EG-) SEE ERECTION DF GUTTER FIELD FABRICATE COVER NOlE;2' THICK (MIN.) o o °o 0 0 2 PER CUP FOR QUANTITY OF DOWNSPOUTS �•I 1'� BLANKET INSULATION o o • 0 0 REQUIRED TO REDUCE NOTCH DETAIL PANEL RUM A-A °"1L'°f0'^' r'MP04 EAVE GUTTER CORNER ASSEMBLY ""0"` ' 1 °°' DOWNSPOUT ASSEMBLY acr'nmwm'7e'x`r M°00 SSR EAVE GUTTER EXPANSION JOINT °`••`A'A""r'M°00 TRIM SPLICES pf0'M^' SSR PANEL CLIP ATTACHMENT RC38N1 ALL SYSTEMS RC38P1 ALL SYSTEMS RC ' 6 FOR BUILDING OVER 16D' IN LENGTH RCV324 EAVE GUTTER SPLICE RCV325 BLANKET INSULATION ON PURUNS USE 12-14 X 1 1/4' CLEAN ALL MATING SURFACES TO eE SSR RIDGE COVER SSR FIXED PANEL CUPS: S.S. ROOF STRUCT WEATHER SEALED. REMOVE OR TRANSITION FLASHING FLA SHORT(560771): BLANKET INS LESS THAN 6' FSNRS AT ALL 1/B"X 1- FABRICATING OILS.RAIN,SNOW. MED (560773): BLANKET INS 6'OR GREATER LOCATIONS TAPE MASTIC ICE,R M DUST AND DIRT t2-t4% 1 1/4'S.S. TALL(560775):T-BLOCK& INS LESS THAN 6' 4 (027893) PIa� APPUCA71ON ROOF STRUCT FSt.W 1/B' X 1"x 9" SSR RIDGE COVER X-TALL(560777): T-BLOCK & INS 6-OR GREATER 12-14 X 1 1/4"S.S.ROOF �OF RIDGE FEMALE RIDGE TRIM LAP �ANTCS AND 10 PER PANEL TAPE MASTIC(80347) OR TRANSITION MED(560773): SUPERBLOCK W/ BLANKET STRUCT FSNR r COVER(SRCF-) AT RIBS FLASHING SHORT(560771): R-BOARD INSULATION 10 PER PANEL 'I' FIELD CT PANEL STIFFENER SEE RCV421 TALL(560775): INSUL BRIDGE �1(/)� (ka0) CUT TD BEAR ON SSR STIFF. TRUSS HEAD STRUCT 12-14 X 1 1/4"S.S. 2-14 X 1 1/4' S.S. XTALL(560777): INSUL BRIDGE .5. FSNR(97659)AT ROOF STRUCT FSNR ROOF S FSNR EACH SIDE EA 2 EACH SIDE OF SEAM CAP SEE SECOND MALE RIDGE SSR PANEL I' 3 1/2"EACH \~' W6 OF RIB FOR SECONDARY TO COVER �' � m T .5 PANEL STIFFENER e\ FRAME CUP REQUIRED AT (SRCM-) STIFFENER I ti SSR FIXED CLIP LOCATIONS SSR �� I MASTIC X 1"x 3" / / �) ` MASTIC(RIB EACH �(/_- PANEL _��_ SIDE OF RIB SSR f — _ / PANEL 1O�r �Z• TAPE MASTIC / 1/2 J (80347)FOLDED /2" / PANEL STIFFENER \ AND TUCKED + / L SEE ROOF SECONDARY PLAN _J APPROX. 3 5/8" INTO RIB PANEL STIFFENER FOR REQUIRED PURUN BRACING 5 EQUAL SPACES a - Is - / PURUN SHOWN FOR FIXED CUP LOCATIONS 9'STRIP OF 1" 3/16-X T x 28' PANEL STIFFENER / AT ROOF CENTERUNE OR RIDGE TAPE MASTIC OVER RIB TAPE MASTIC W FLAT TAPE MASTIC(97652) NOTE: FIXED CUPS AT LOW EAVE STRUT 180347)AND 28"STRIP MARK FOR OF PANEL(97662) MAY BE REPLACED WITH A FASTENED THRU �PANEL (97652) TRIM LOCATION NOTES: EAVE PLATE (FEP_). 3/16'X 1'x 28' DO NOT USE TAPE MASTIC (97662) USE 1/B" X 1" x 9" STRIPS PENCIL 1. FIXED CUPS ARE MARKED WITH OF TAPE MASTIC OVER RIBS PAINTED TAB FOR EASY IDENTIFICATION PURUNS SHOWN AND 1/8" X 1 MASTIC(80347) ' x 3" STRIPS X 1' 9 2.SEE ROOF SECONDARY ERECTION DRAWING JOIST AND TRUSS SEE CV420 FOR FSNR AND ON EACH SIDE OF RIBS APE FOR PBA-AND CPB- PART MARK NUMBERS MASTIC PATTERN (80347) OVER RIB AND FIXED CUP LOCATION. PURUN SIMILAR (0' '""°'"'°' SSR FIXED PANEL CLIP °'TO. A' "'Y°° "r° °"""'"`'�°' "`°°'""�°'"' ""'`°°' SSR RIDGE AMBITION FLASHING ""°"""°^' ~" SSR SEAM CAP AT HIGH RIB RCV353 BLANKET, T-BLOCK, S-BLOCK, R-BOARD, & BRIDGE RCV418 SSR RIDGE COVER ATTACHMENT RCV419 SSSSR AT RIDGEPPANELHSPUCE RIB RCV420 FASTENER MASTIC PATTERN RCV421 SSR RIDGE/TRANSITION (FLEXIBLE OR METAL) 1/8"X 'TAPE MASTIC SSR RIDGE TO RAKE ENDWAII@ RAKE CHANNEL 1 WALL PANEL @ TRANSITION(SRR-) THICKNESS (02789 AT PERIMETER RAKE FASCIA URIC--)AT 8 1/2"PURUNS OF SRR_ RIDGE .4 EAVE END (RKCB--) AT 1D"PURUNS 2 LAYERS AT RIDGE RIB SSR RIDGE ROOf RAKE TO RIDGE COVER SRC- TAPE MASTIC BEAD OF PANEL• (RKCH_) AT 11 1/2"PURLINS .TRANSITION SECT FROM 0027893 SECTION A-A PRIOR TO SEAMING PANELS TRASHING 1/8"xl'x25' ROLL] FOLD TAPE MASTIC TO FORM AN (SRR-) —I 3/B' INSTALL(B) T _ 1� BEADOX.ANDI PUSH UNDER THE OPEN _______ 1/4-14 z 1 I BEAN. REPEAT AT EACH SEAM S.S. ROOF STITCH H 6 ALONG ENTIRE LENGTH OF RIDGE FSNRS(59015) I 1/B-X 1"TAPE (BOTH SLOPES) OR HIGH EAVE PEAK CAP WP I W/7/8- WASHERS MASTIC(027893) FASTEN RAKE _ (SPC-) R1 HOLES AT PERIMETER OF ` CHANNEL LAPS d PROVIDED FLASHING 2 / WITH(2) ° LAYERS OVER RIB / �'"_ 1/4-14 X 1 1/4" o RIDGE / \ T57T)11R�FASTENER / 1 r RAKE FASCIA (RKF-) +RFR1p-IS AVAILABLE IN 5/16"BEAD OF NON ` \— O BRONZE DR WHITE. IF OTHER SKIN TUBE SEALANT Ilo 1/4-14 x 7/37 COLOR IS REO'D,FIELD PAINT. (025392)AT WALL S TCH FSNR PFLASHING �R OF I ./ WALL PANEL 91 RAKE FASCIA OUTSIDE CLOSURE - AKE W�im 1/4-14 X 1 LF RETAINER(RFR10-)• STALL(12) CHANNEL (5 35 WALL FASTENER S.S.ROOF STRUCT - FSNRS(59061) CV502 FOR PLAN VIEW W/7/8- WASHERS SEE OF TRANSITION IN HOLES PROVIDED ttR. UNLESS NOTED "" ° "'°° SSR RIDGE TO RAKE TRANSITION "° " ^'"1Y Q00 "" "�f RAKE CHANNEL TO PURUN SSR RIDGE TO RAKE TRANSITION SSR SEAM MASTIC RS10L5 SSR, SLR II - PURUN (METAL WALLS) RCV501 ALL WALL PANELS RCV502r o PLAN VIEW RCV531 AID RIDGE/HIGH EAVE/WALL TO ROOF TRANSITION THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SEUS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP.THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER REV DATE BY oescRivrloN BUILDER Axthelm Construction Inc. .roe n VP ENGINEER'S SEAL DOES NOT APPLY PURPOSE WITHOUT PRIOR WRITTFN TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR i5 SOLELY RESPONSIBLE FOR ACCURATE LOCATON ANYOTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS OCARON Arlin on,Washin on vP BUILDINGS MER DATE 11/6I2019 FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS N DRAWNIGHEGK ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, >r1aECT Dungeness Gear Works Inc. N DESIGN OR PERFORMANCE FAQ REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NITS eunoErrshox wcvERSION: 2020.1 11f7/2019 SEDSheet 8:41:33 F""""� Dungeness Gear Works Inc Ct1A1 BG- LESS A CONC.ROM MUST D LOCATED 1 4-14 x 7/8"WALL STITCH LESS THAN 6"FROM EACH ENO OF THE FSNR. 1 PER SUPPORT FACE N BASE MEMBER. AND 1 PER G'RT SPACE WALL PANEL BOTTOM OF SAVE OR ROOF SHEET PANEL RIB 2 FSNRS REO'D WHEN SPACE RAKE MEMBER 1/4-14 x 7/8" LINER EXCEEDS 6'-O' WALL STITCH PANEL INSIDE OF 1/2"CLEARANCE RIB FSNR. ALL PR,VR OR RPR i NOTE:A CONC. FSNR. MUST BE LOCATED 6IRT5 LESS THAN 6"FROM EACH END OF THE LINER I BETWEEN ROOF 1'-0" D.C- W WALL AND WALL PANEL W,P.� BASE MEMBER. 12-14 x 1 1/4" INTERMEDIATE AT OUTSIDE FACE WALL STRUCT WALL GIRT OF WALL PANEL—I FSNR.0* 3/16" x 1/4"TAPE MASTIC (025390) 12-14 x 1 1/4' 2 PER FOO WALL STRUCT •12-14 x 1 1/4" 1 PER FOOT WALL STRUCT FSNR EAVE UT 2 PER FOOT @ PANEL RIB BASE GIRT(BG-)(SHOWN) / 12-14 x 1 1/4" *12-14 x 1 1/4" OR EAVER ANGLE 1 PER FOOT 0 VR& RPR BASE ANGLE(BA-)SIMILAR _ WALL STRUCT WALL STRUCT FSNR. / INSIDE CLOSURE FSNR: 2 PER FOOT 0 PANEL RIB PANEL RIB (8001) SHOWN, MAY BE NT S 0) BASE ANGLE (BA-) ATP FOOOT 1 PER FOOT 0 VR & RPR VEE RPR PANEL(80140) BASE GIRT (BG-), BASE MEMBER OR CONCEALED BASE (FBA) 1/2" 12-14 x 1 1/4" OUTSIDE CORNER BASEJL FINISH FLOOR OR FINISH FLOOR OR WALL STRUCT PR,VR NE RPR FLASHING ORNE TRIM TOP OF CURB WALL TOP OF CURB WALL FSNR.O* WALL PANEL (8T-) CONCRETE FASTENER 2 PER FOOT PANEL SIDELAP CONCRETE FASTENER 24"O.C. (BY BUILDER) 24"O.C. (BY BUILDER) APPLY SEALANT *USE 12-14 x 1 7/8" FSNR AT THE GIRTS AND (BY OTHERS) *USE 12-14 x 1 1�2" FSNR IF *0 USE 12-14 x 1 1/2" FSNR AT THE BASE/EAVE *USE 12-14 x 1 1/2"FSNR IF CONRNUOUSLY INSULATION THICK 1 SS IS > 4" IF INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS IS>4" �� „K�°�, xn.a+caaanx xc x°o7 PR, VR & RPR WALL AT SAVE xn ac°'roi°° OUTSIDE CORNER TRIM BASE OF WALL ATTACHMENT BASE OF LINER ATTACHMENT PANEL RIB WALL WC20A1 PANEL RIB WALL WC01AB PR, VR OR RPR W/ BASE TRIM WCOIJD LINER WC04G1 FASTENER PATTERNS WC11F1 STANDARD FAVE MEMBER i3 LINER TRIM PANEL RIB INSIDE 1/4-14 x 7/8" (LTA-) DOOR FLASHING WALL PANEL CLOSURE WALL STITCH (80130) It LINER PANEL FSNR. INSIDE RIB IPANEL 1'-0" O.C. CLOSURE 12-14 x 1 1/4" (80130) WALL PANEL WALL sTRucr FSNR. SECTION A—A SECTION A—A 1'-0"O.C. PANEL RIB WALL PANEL SECTION A—A ZEE GIRT SHOWN HEADER LINER LINER MAY BE LFF LINER TRIM (HTS-) DOOR o TRIM GIRT PANEL HEADER = (HTL-) 12-14 x 1 1/4" HEADER WALL STRUCT 12-14 x 1 1/4" TRIM (HTS-) *12-14 x 1 1/4' FSNR. 12'O.C. WALL STRUCT WALL STRUCT FSNR. 12"O.C, 1/4-14 x 7/8" PANEL RIB SHOWN FSNR. WALL STITCH VEE RIB SIMILAR 1'-0"O.C. LINER DCOR FSNR HEADER 1'-0"O.G 012-14 x 1 1/4" WALL STRUCT 12-14 x 1 1/4" A FSNR. WALL STRUCT2 PER FOOT 12-14 x 1 1/4" / ♦12-14 x 1 1/4" FSNR. WALL STRUCT FSNR AT DOOR FLASHING WALL STRUCT GGGA�/ V-D"O_C. 1'-0"O.C. JAMB TRIM A A 2 PER FOOT DOOR FLASHING Q/ (JT-) DOOR HEADER G\ � A r/ DOOR FLASHING *USE 12-14 x 1 1/2"FSNR IF *USE 12-14 x 1 1/2"FSNR IF \\/A ♦USE 12-14 x 1 1/2'FSNR IF INSULATION THICKNESS IS GREATER THAN 4" INSULATION THICKNESS IS GREATER THAN 4- INSULATION THICKNESS IS GREATER THAN 4" �b.d°oof vu xn.Na x� Ot mn'/I "".'a°' WALL TRIM AT DOOR HEAD 4tY aaa +ns xrv.xam LINER TRIM AT DOOR HEAD °i p1 LINER PANEL ATTACHMENT JAMB TRIM AT OVERHEAD DOOR WALL TRIM AT DOOR HEAD WC25A3 OVERHEAD DOOR OPENING WC61A7 PARTIAL HEIGHT UNER WC24A1 PANEL RIB WALL WC24A2 OVERHEAD DOOR OPENING WC24A3 OVERHEAD DOOR OPENING W/ LINER 1/4-14 x 7/8"WALL STITCH FSNR.1 PER SUPPORT FIELD NOTCH BASE GIRT TO CLEAR SIDEWALL OR AND I PER GIRT SPACE 1/4-14 x 7/8" SIDWA L COLUMN 1/4-14 x 7/8" EXCEEDS 6''D WHEN SPACEWALL ��9y COLUMN BASE PLATE FSNR. FSNR S LL R.STITCH W.,�t�.��y'y O.C. 1'-0"0 C. EAVE ti \'•� dr�y .� E O RAKE NTERMEDIATE WALL GIRT UNER UNER 12-14 x 1 1/4" r%1:.EL PANEL WALL STRUCT FSNR. 1 PER FOOT AT ALL SECONDARY MEMBERS JAMB TRIM JAMB TRIM (JT-) (JT-) A MEMBER PANEL SIDELAP SIDEWALL OR 12-14 x 1 1/4" BASE GIRT ENDWALL COLUMN WALL STRUCT (BGO-15)-4" FSNR. (BG1-15) -7" 1 PER FOOT (B02-15) -8 1/27 (BG3-15) -10" PANEL SIDELAP (BG4-15) -11 1/2" LINER PANEL ATTACHMENT LINER PANEL ATTACHMENT ' w.rt 0 s x r 0 PANEL RIB LINER BASE GIRT AT COLUMN WC61AB TRIM AT COLUMN; INSET WALL WC61A9 TRIM AT COLUMN; OUTSET WALL WCV060 FASTENER PATTERNS WS2762 ALL BASE GIRT OF3TH5 THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON.REMAINS THE PROPERTY OF VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SED'S DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER DATE By DESMIP ON BUILDER Axthelm Construction Inc. .ioen VP ENGINEER'S SEAL DOES NOT APPLY PI IRPOSF WITHOUT PRIOR WRn7TFN APIP DINGS, 13USTOMEN TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE °A E ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ocAnoN Arlington.Washington VP BUILDINGS 11/6/2019 DNAwNiGnEGx FURNISHED BY VP EXCEPT TO ANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS ECT DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS NUILDERS RON WCVERSION: 2020.1 PAGE 11/7/2019 SEDSheet 8:41:34 P0.Es""E Dungeness Gear works Inc xow�aeuracweWsaNanAmrar� BASE GIRT DEPTH (BGO-15) -4' (BG1_15)- Y (BG2-15) -8 1/2' FIELD NOTCH BASE GIRT (BG3-15) -10- TO CLEAR COLUMN BASE (BG4-15) -11 1/2" 'i ENDWALL SIDEWALL��.e e�•oa��q .4. 6 eoo'y L� 4,�4,I•q„gl'i�.�• �S CONCRETE FASTENER 24"O.C. (BY BUILDER) a><armn� �n.rnn BASE GIRT AT CORNER COLUMN WS27D2 ALL BASE GIRT DEPTHS THE VP ENGINEER'S SEAL APPLIES ONLY THIS DRAWING,INCLUDING THE INFORMATION HEREON,REMAINS THE PROPERTY OFBI VP Buildings TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 3200 Players Club Circle Memphis TN 38125 COVERING&TRIM SEUS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND MAY BE REPRODUCED ONLY FOR THAT REQUIREMENTS SPECIFIED BY VP. THE PURPOSE. IT SHALL NOT BE MODIFIED,REPRODUCED OR USED FOR ANY OTHER M� er oesatcrwN oEtIE" Axthelm Construction Inc, doe a VP ENGINEER'S SEAL DOES NOT APPLY PI IRPOSF WITHOUT PROR WRITTEN AP VP BUILDING,% TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE rain ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS LOr0 TO"Add On.Washington WVMP BUILDINGS w 111612019 FURNISHED BYVPEXCEPTTOANY DRAWING,DETAILS REFERENCED IN THIS DRAWING,ALL APPLICABLE VP BUILDINGS mN oaAwwa�ec� DESIGN OR PERFORMANCE ERECTION GUIDES,AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, oOE Dungeness Gear Works Inc. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS " POr A5-6WCVE sio": 2020.1 aE 11/7/2019 SEDSheet 8:41:36 PEE""'s Dungeness Gear Works Inc 'O"""'+g"�aopsev COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE- Arlington,WA 98223• Phone(360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the Information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ One (1) City of Arlington Commercial/Multi-Family Submittal Requirements Form v, 9 Two (2) Architectural Drawings 15 Two (2) Structural Drawings JTwo (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms NSA r)OSt' -PA0-r6'6r1o1V A1WV 1WFAT60 One (1) Special Inspection Requirements Forms One (1) Occupant's Statement of Intended Use Form /V0E Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An Intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360) 403 3551 or by email to ced@arlingtonwa.gov. 1 acknowledge that all items designated above are Included as part of this application. REV 11/2019 Page 1 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, INA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code (IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code (UPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code (W ESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 110 miles per hour(Exposure B) Ground Snow Load: 25 pounds per square foot Seismic Zone: D1 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided (IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible, with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 11/2019 Page 2 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each x to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN - REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer, gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. [jv ARCHITECTURAL DRAWINGS 1. [ / Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. (g Floor Plan a) Plan view 1/8"minimum scale.Details a minimum %-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 11/2019 Page 3 of 9 COMMERCIAL APPLICATION � A PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 j) Show the location of all new walls, doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls, walls to be removed and new walls. 3. W Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. J f) Include a lighting fixture schedule. 4. ® Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. [vJ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. d WASHINGTON STATE ENERGY CODE N1j9 NON '�6Y9T�� SPAGE 1.One (1) completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 11/2019 Page 4 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BEACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE Name of Project: Dungeness Gear Works Valuation: .�'�3� 000. vo Project Address: 18021 59th Ave NE, Arlington, WA 98223 Parcel ID#: 3/057-200 J 0 2-zoo Legal Description -�5�s St%Ga w Owner: Nylander Property, LLC Phone Number: Address: 16411 75th Place West City: Edmonds State: WA Zip Code: 98026 Sir muJu pvi jv.v yA��S f 4!5N6�,1E&k-r Engineer: (//yG WOES ifiSGLL?/ r Phone Number: / 31.0 Cell Phone: 3 Co D 2 O Z - 5Z/1 E-mail: gP1X1 1* lre�/t/l,--Gvdyl�� , Gorr Address: 69:>0 121�1'pan f $f= City:_ Gl//h yha�n+ State: 6fli9 Qg2Z�f" Zip Code: General Contractor: Axthelm Construction, Inc. Phone Number: 360.424.6848 Cell Phone: 360 041 -78'aO E-mail: @axthelmconstruction.com Address:3610 Cedardale Rd, Unit C City:Mount Vernon State: WA Zip Code: 98274 Contractor's License Number:AXTHECIO19DU Expiration: 04/05/2021 Contact Person: Alan Perkes Phone Number: 360.424.6848 Cell Phone: 360.391.2800 E-mail: alan@axthelmconstruction.com Address: 3610 Cedardale Rd, Unit C City:Mount Vernon State: WA Zip Code: 98274 Proposed Scope of Work: 80'w x 75' x 20eh Pre-Engineered Steel Building slab on grade restrooms ��G-�lL l7�fc�2� itr7'�av� s EC f� I AC�bi'►�t�11/!' 1'7 t,,J A 4kZg7 360 5-2-_ .5-g2o REV 11/2019 Page 6 of 9 /^^ 'I1�T COMMERCIAL APPLICATION o • PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223 • Phone(360) 403-3551 Project Name/Tenant Dungeness Gear Works Site Address 18021 59th Ave NE, Arlington, WA 98223 Bldg/Unit/Suite IBC Construction Type V IBC Occupancy Type Description of Use Assembly of crab pots and storage Building Square Footage 6, 000 Number of Stories 1 Square Footage Per Floor 6, 000 Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ® N;Jh pried rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: rack storage 12' max Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 11/2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Name of Project: Dungeness Gear Works Project Address: 18021 59th Ave NE, Arlington, WA 98223 Special Inspection Firm: GeoTest Services, Inc. Address: 741 Marin�ei Drive, Bellingham, WA 98225 Contact Person: /11"119191" °)/ Phone: 360.733.7318 Email: Kit//ifiR �r 't�°si'�'�'�C • Cosy Special Inspection Firm Special Inspectors: The Special inspection Firm of GeoTest Services, Inc will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (X) Reinforced Concrete (X) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding (X) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site,itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 11/2019 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington► 18204 59th Ave NE• Arlington,WA 98223 • Phone(360) 403-3554 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Dlvislon: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector wdl monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project. until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: z� __ Date: ✓ Ll ZV I hereby certify t he above info ation is correct and that the construction on, and the occupancy and the use of the above-described property will b in rdan a wi a laws,rules and regulation of the State of Washington. Applicants Signal re Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Recut# Date Received REV 1112019 Page 9 of 9 PROJECT TEAM A13BREVIATIONS SYMBOLS PROJECT DATA DRAWING INDEX ABV ABOVE JT JOINT AFF ABOVE FINISH FLOOR PROPERTY ADDRESS 18021 SOTH AVE.NE OWNER AC TILE ACOUSTICAL TILE LVL LEVEL " NORTH ARROW ARLINGTON.WA 08225 CIVIL NYLANDER PROPERTY LLC ACP ACOUSTICAL CEILING PANEL L LONG.LINE BUILDING CODE 2015 IBC W/WASH.STATE AMENDMENTS C-1 SITE PLAN 18021 50TH AVENUE NE ACT ACTUAL LAV LAVATORY GRID LINE 2000 ICC A117.1 AND 2015 IFC C•2 EXISTING CONDITIONS/SWPP PLAN ARLINGTON,WA 08223 AL ALUMINUM LIN LINOLEUM ACCESSIBILITY CHAPTER 11'ACCESSIBILITY' C-3 SWPP NOTES PHONE, (360)455-5581 ARCH ARCHITECTURAL LT LIGHT WAC 51.40 C-4 CITY OF ARLINGTON DETAILS CARLETTI ARCHITECTS P.S. CONTACT, LANCE NYLANDER A TILE ASPHALT TILE ENERGY CODE 1 2015 WASHINGTON STATE ENERGY CODE C-5 CITY OF ARLINGTON DETAILS amhitKWre,planning,Interior design AVG AVERAGE MAR MARBLE BUILDING SECTION (WSEC/IECC/WAC 51.11(CLIMATE ZONE 4C) ARCHITECT MO MASONRY OPENING 6. 116 EAST FIR STREET CARLETTI ARCHITECTS.P.S. BFF BOTTOM FINISH FLOOR MFR MANUFACTURE A ■ ZONING/PLANNING SUITE A 116 E.FIR STREET.SUITE A BLKG BLOCKING MATL MATERIAL WALL SECTION ARCHITECTURAL MOUNT VERNON, WA. 08273 MOUNT VERNON,WA.08273 BR BRICK MAX MAXIMUM ZONING CLASSIFICATION GENERAL INDUSTIAL 0. PHONE, (360)424-0504 BOS BOTTOM OF STRUCTURE MECH MECHANICAL A-0.0 COVER SHEET.GENERAL NOTES Phone: (3801 424-0384 FAX, (360)424-5726 MTL METAL TAX ACCOUNT NUMBERS A-2.0 FLOOR PLAN.REFLECTED CEILING PLAN I `ems DETAIL Fax: 3601 424-5726 EMAIL. Iennlferloarlef orohltects.com MIN MINIMUM 0. PARCEL IDf 31052200102200 A-2.1 ROOF PLAN.WINDOW/DOOR/FINISH SHCEDULES CONTACT. JENNIFER PEARSON CPT/C CARPET MUL MULLION A-3.0 BUILDING ELEVATIONS CLG CEILING - - - PROPERTY CORNER LEGAL DESCRIPTION A-3.1 BUILDING ELEVATIONS CEM CEMENT NAT NATURAL INTERSECTION A-4.0 BUILDING SECTIONS A,B IL CENTER LINE SECTION 22 TOWNSHIP 51 RANGE 05 QUARTER NE PAR B OF CITY OF ARL SP A-5.0 TYP WALL SECTIONS NOM NOMINAL 6489 C TO C CENTER TO CENTER TOP OF SUBFLOOR REC AP NO 0500145002 CORK 8 REPLACED BY AFN 0811055002 BEING A PTN A•6.0 DETAILS EG STERED STRUCTURAL ENGINEER CT CERAMIC TILE NA NOT IN THIS CO EL 10 10 1�2 ELEVATION MARK OF SEi/4 NE1/4 OF 5D SEC ITECT NIC NOT T SCALE CONTRACT STRUCTURAL KINGWORKS CLO CLOSET NTS NOT TO SCALE 600 DUPONT STREET.SUITE B CW COLD WATER NO,f NUMBER 25.00'INEWI SPOT ELEVATION 5-1.0 STRUCTURAL NOTES SKATE VATI6NGTR1 BELLINGHAM.WA 08225 COL COLUMN 25.72'(EXIST.) 5-2.0 FLOOR FRAMING PLANS PHONE. (360)714-6260 CONC CONCRETE OC ON CENTER 01, BBY BUILDING INFORMATION S-4.0 DETAILS EMAIL. qulnn9king-works.com CMU CONCRETE MASONRY UNIT CONTACT, QUINN HANKS OD OUTSIDE DIMENSION 0/ OVER ROOM NAME/NUMBER CONST CONSTRUCTION CONT CONTINUOUS VHD OVERHEAD 103 DOOR MARK PROPOSED BUILDING 6000 SF LANDSCAPE COORD COORDINATE L-1 PLANTING PLAN CDR CORRIDOR P PAINT O WINDOW MARK CONSTRUCTION TYPE VB A NEW GUIDING FOR: CFM CUBIC FEET PER MINUTE PTO PAINTED DUNGENESS GEAR WORKS STRUCTURAL ENGINEER PL PLASTER.PLATE a~ SPRINKLERS NOT REQUIRED 18021 50TH AVE. NE MAC ENGINEERING,LLC DTL DETAIL P LAM PLASTIC LAMINATE FLOOR MATERIAL ADJACENCY ARLINGTON, WA 08223 PO BOX 177 PLYWD PLYWOOD DIA DIAMETER = FIRE ALARM NOT REQUIRED DEFERRED SUBMITTALS DIM DIMENSION PT POST-TENSIONED CONCRETE PHONE.A,WA 0825- DO DITTO ALIGN ALIGNMENT OF ITEM PLUMBING/MECHANICAL PERMITS PHONE, I3601 826.6820 DR DOOR PRESSURE-TREATED WOOD � ELECTRICAL PERMIT EMAIL, macengineeringefrontler.00m D.S. DOWNSPOUT ON DOWN QT QUARRY TILE 1 REVISION MARK OCCUPANCY CLASSIFICATIONS DWG DRAWING RL RAIN LEADER OF DRINKING FOUNTAIN OCCUPANCY F-1 OFFICE COPY REF REFRIGERATOR.REFERENCE GENERAL CONTRACTOR EA EACH REINF REINFORCING BAR A 4 INTERIOR ELEVATION MARKS B AXTHELM CONSTRUCTION.INC. REV REVISION NO SEPARATION REQUIRED PER TABLE 508.4 OF 2015 IBC 3610 CEDARDALE ELEC ELECTRICAL ROAD R R]SER.RADIUS MOUNT VERNON.WA 08273 ELEV.EL ELEVATION RM,RMS ROOM.ROOMS AREA LIMITS AND INCREASES PHONE, I360I 428-8848 EQ EQUAL GENERAL NOTES ALLow. ALLOW. CITY OF ARLINGTON RO ROUGH OPENING FAX. (560)428.0206 (E)EXIST EXISTING SPACE OCCUPANCY CONST.TYPE AREA X(NCR. AREA BUILDING DEPARTMENT EMAIL: alaMaxthelmoonstructlon.com EXT EXTERIOR 1. IN GENERAL.PLAN DIMENSIONS SHOWN ARE TO FACE OF STUD OR OFFICE B VB 0.000 0.000 APPROVED CONTACT, ALAN PERKES SCHED SCHEDULE FACE OP CONCRETE,UNLESS OTHERWISE NOTED.DO NOT SCALE THESE FABRICATION P•1 VB 8,500 8.500 SEC SECTION DRAWINGS.USE CALCULATED DIMENSIONS ONLY. VERIFY ALL DIMENSIONS PO FACE OF.FINISH OPENING BHT SHEET DATUM,AND LEVELS PRIOR TO CONSTRUCTION. NOTIFY ARCHITECT PROPOSED BUILDING 6,000 S.F.<8,500 S.F.(MOST RESTRICTIVE USE F-11,THEREFORE OKAY DATE O BY �O _ FRP FIBERGLASS REINF POLYESTERSV SHEET VINYL IMMEDIATELY OF ANY DISCREPENCIES. NO CHANGES AUTHORIZED FIN FINISH SC SOLID CORE UNLESS APPROVED BY THE 2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO BUILDING INSPECTOR FAAP F EGRESS REQUIREMENTS IRE ALARM ANNUNCIATOR SPECS SPECIFICATIONS INITIATING THE WORK. NOTIFY ARCHITECT OF ANY DISCREPANCIES. 8'-O' PANEL SF SQUARE FEET 3. ALL WORK SHALL COMPLY WITH THE 2015 WASHINGTON STATE BUILDING SPACE SO FEET OCC. OCC. REQ'D NO. le 5 6 V STAIN S VARNISH FACT COUNT EXITS EXITS PD FIRE DAMPER CODE. COD UBC 6 UPC.201E IMC.LIC UPC.RISD NREC,WAC 51AN BARRIER FREE FABRICATION 6560 100 56 2 2 m0' FE FIRE EXTINGUISHER SRWY STAIRWAY VIACQ CODE,AND ALL OTHER APPLICABLE JURISDICTION RULES AND REGULATIONS. RESTROOMS 285 - - 1 11. Imp, FACTORY FINISH STL STEEL STOR STORAGE CONTRACTOR IS RESPONSIBLE FOR OBTAINING NECESSARY PERMITS 6 INSPECTIONS OFFICE 165 100 2 1 1 20-405 TO COMPLETE THE WORK. CONTRACTOR TO HAVE CURRENT VALID CITY(CO)BUSINESS OF FINISH FLOOR FRY FIRE RETARDANT TREATED STRUCT STRUCTURAL LICENSE PRIOR TO ISSUANCE OF PERMIT.WHEN REQUIRED BY LAW, FLASH FLASHING SUSP SUSPENDED 4. ERRORS.OMISSIONS.AND DISCREPANCIES,IF ANY.SHALL BE REFERRED TOTAL em 58 2 2 z i " PLR FLOOR TO THE ARCHITECT IMMEDIATELY FOR DIRECTION OF HOW TO PROCEED. _ �p F.A. FLUID-APPLIED THRESH THRESHOLD 5. VERIFY ALL ROUGH-IN DIMENSIONS FOR EQUIPMENT PROVIDED IN THE CONTRACT BY OTHERS REVISIONS: PROVIDE ALL BLOCK-OUTS.BLOCKING.BACKING AND JACKS REQUIRED FOR DUCTS.PIPES. /1 FDI FOUNDATION T.O. TOP OF CONDUITS,EQUIPMENT,FIXTURES,AND CABINETS. VERIFY SIZE AND LOCATION. PLUMBING 'n �J FDIC FURNISHED BY OWNER. T TREAD.THICKNESS.TEMPERED 6. DO NOT SIGNIFICANTLY VARY OR MODIFY THE WORK SHOWN.EXCEPT CALCULATIONS INSTALLED BY CONTRACTOR TS TUBE STEEL UPON WRITTEN INSTRUCTIONS OF THE ARCHITECT. OCCUPANCY SIZE S.F./ OCCUPANT WC LAVS FOIO FURNISHED BY OWNER. TYP TYPICAL 7, VERIFY LOCATION OF ALL EXISTING UTILITIES INCLUDING BUT NOT LIMITED TO, OCCUPANCY OCCUp. OCCUPANT LOAD REQ'D REQ'D INSTALLED BY OWNER SEWER.WATER,GAS.POWER.AND TELEPHONE. CAP.MARK AND PROTECT F-1 5550 100 56 1 1 6' MIN FCIC FURNISHED BY CONTRACTOR. UNPIN UNFINISHED B 165 100 2 1 1 INSTALLED BY CONTRACTOR UNO UNLESS NOTED OTHERWISE 8. DETAILS ARE INTENDED TO SHOW THE INTENT OF THE DESIGN.MINOR MODIFICATION MAY -7AU-R-a6 UR URINAL BE REQUIRED TO SUIT THE FIELD DIMENSIONS OR CONDITIONS AND SUCH MODIFICATIONS I WC PER 100 OCCUPANTS AND 1 LAV PER 100 OCCPANTS PER TABLE 20021 MIN. PLAN SHALL BE INCLUDED AS PART OF THE WORK OF THE CONTRACT. 2 RESTROOMS PROVIDED IN FACILITY 1 GA GAUGE VCT VINYL COMPOSITION TILE 0. PROVIDE CLOSURE.MEETING THE REQUIREMENTS OF ALL GOVERNING G PAINT OALV GALVANIZED VERT VERTICAL AUTHORITIES.AT RATED PARTITIONS.FLOORS.CEILINGS.AND ROOF GAP GENERATOR ALARM PANEL VIN VINYL LOCATIONS. ALL REQUIRED FIRE-RATED PARTITIONS SHALL Be 30 X 48 MIRROR GL GLASS VR VAPOR RETARDER CONTINUOUS FROM FLOOR TO UNDERSIDE OF STRUCTURE ABOVE. GWB GYPSUM WALLBOARD VTO VENT TO OUTSIDE 10. THE CONTRACTOR SHALL CONSULT PLANS OF ALL TRADES.INCLUDING GWB.PAINT WC WATER CLOSET DESIGN-BUILD DOCUMENTS REQUIRED BY CONTRACT DOCUMENTS.TO VERIFY SOAP DISP. 11M'GRAD BAR HC HANDICAP WP WATERPROOFING SIZE.WEIGHT.POWER,LOCATION AND OTHER REQUIREMENTS AND LOCATION HOWE HARDWARE WS WHEEL STOP OF THOSE ITEMS TO BE INSTALLED PRIOR TO COMMENCEMENT OF WORK. 4D'P-LAM HP HEAT PUMP W WIDTH 11. NO BUILDING OR PORTION OP A BUILDING SHALL BE OCCUPIED OR USED34, HT HEIGHT FOR STORAGE PRIOR TO THE ISSUANCE OF THE CERTIFICATE GENERIC NOTES F 0 R W.C. COMPARTMENTS HIM HOLLOW METAL w/DO WITH OF OCCUPANCY.NO EXCEPTIONS, PER ANSI A117.1 CHAPTER 6 0 48'P-LAM �i TISSUE PAPER SHEET TITLE: HOR HORIZONTAL WD WOOD 12. SEPERATE PERMITS ARE REQUIRED FOR PLUMBING.MECH..ELEC.,6 SIGNAGE. N BABE DISPENSER HB HOSE BIB 1. MIN.SIZE OF STALL 60'WIDE PERP.TO SIDEWALL BASE COVER SHEET HW HOT WATER WI WROUGHT IRON 13. ALL EXPOSED EXTERIOR SHEET METAL SHALL BE GALVANIZED. Se'DEEP FOR WALL HUNG W.C.8 50'DEEP FOR FLR.MTD. E L EVA IO N ELEVATION WRGB WATER RESISTANT GYP BOARD AS NECESSARY TO COMPLETE THE WORK. 2.PROVIDE TOE CLEARANCES a FRONT PORTION AND MIN.Ill HWT HOT WATER TANK SIDE 0'A.F.F.HIGH EXTENDING MIN.6'BEYOND PARTITION. SM.PAINT HMD HOLLOW METAL DOOR ZINC. ZINCALUME 14. ALL WOOD IN CONTACT W/CONCRETE SHALL BE PRESSURE TREATED. TOE CLEARANCE SHALL Be PERMITTED TO EXTEND MAX.25'UNDER AN ELEMENT. HMF HOLLOW METAL FRAME PRESSURE TREATED WOOD SHALL BE USED FOR WOOD MEMBERS WHICH TOE CLEARANCE SHALL EXTEND 1T MIN.BENEATH ELEMENT WHEN T.C.IS REO'D. 30 X 48 MIRROR GWB,PAINT FORM THE STRUCTURAL SUPPORT OF BALCONIES.DECKS,OR PORCHES AS PART OF A CLEAR FLOOR SPACE. 1D INSIDE DIMENSION ETC.WHEN SUCH MEMBERS ARE EXPOSED TO THE WEATHER. TOE CLEARANCE SHALL Be A MIN.OF 50'WIDE. 48'P•LAM 9.IN MULTIPLE STALL RESTROOMS OF(6)SIX OR MORE PROVIDE MIN.III AMBULATORY SEAT COVER DISP. INSUL INSULATION 15. SLOPE ALL DECKS.PATIOS.AND WALKWAYS AWAY FROM BUILDING STALL W/MIN.MIN.58'WIDE BY 60'DEEP COMPARTMENT. INSTALL SIDE-WALL GRAB 1 112'GRAB BAR INT INTERIOR MINIMUM OF 1/87FT. BARS EA.SIDE OF COMPARTMENT. 16. PROVIDE EXPANSION JOINTS IN ALL CONCRETE SLABS AS REQUIRED 4.STALL DOOR TO BE HINGED MAX.4'FROM THE ADJACENT WALL OR PARTITIONH9- 48'P-LAM E N E R G Y CODE TO PREVENT CRACKING. FARTHEST PROM THE WC _ 5.STALL DOOR SHALL Be SELF•CLOSING. DOOR PULL SHALL Be PLACED ON 17. PROVIDE FIREBLOCKING.DRAPTSTOPS,AND FIRESTOPS IN ATTICS.FLOORS. f O EA.SIDE OF STALL DOOR. MNT.PULL MIN.34'MAX.48'A.P.P. PULL SHALL NOT AND WALL CAVITIES AS REQUIRED PER THE UBC. REQUIRE TIGHT GRASPING,PINCHING.OR TWISTING OF THE WRIST TO OPERATE, be in Received BUILDING ENVELOPE 18. ROOF DRAINS,AND OVERFLOW DRAINS SHALL COMPLY W/THE UPC 8 UBC. 6.PROVIDE MIN.42'CLEAR IN FRONT OF STALL DOOR. DAB[ MAY 1.5�ZGZg AND WALL CAVITIES AS REQUIRED PER THE UBC. 7.PROVIDE COAT HOOKS WITHIN TOILET COMPARTMENT MAX.48'AP.P. DARE 1.SLAB F EXPOSED, IF ANY SHALL CONFORM AI THE DAMAGE (CATIONS ELEVATION ELEVATION .ryI^ AND.IF EXPOSED,SHALL BE PROTECTED AGAINST DAMAGE FROM ALL 10. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION, T�✓�� SOURCES. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF 2.ALL INSULATION SHALL BE OF THE THICKNESS AND DENSITY AS SIMILAR CHARACTER TO DETAILS SHOWN.SIMILAR DETAILS OF PETER ADA URINAL NOTES, GENERAL NOTES,BARRIER FREE TOILET ROOMS PROJECT ARCHITECT CARLETTI PRESCRIBED IN THE PLANS.INSULATION SHALL BE INSTALLED CONSTRUCTION SHALL Be USED SUBJECT TO REVIEW BY THE ARCHITECT. ACCORDING TO THE MANUFACTURERS'RECOMMENDATIONS. 20. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE MEANS, 1.A CLEAR SPACE OF 30 INCES WIDE 5.DOORS AND GLAZING SHALL BE OF THE TYPE AND SIZE OF THOSE METHODS,TECHNIQUES.SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. BY 48'IN DEPTH TO ALLOW FOR 1.UNLESS NOTED OTHERWISE ALL DIMENSIONS SHOWN ARE MINIMUM. JENNIFER PEARSON 2.OVER AND UNDER DIMENSIONS INDICATE ACCEPTABLE LIMITS. DRAWN BY. PRESCRIBED IN THE PLAN.U-VALUES SHALL MEET OR BE LESS THAN FORWARD APPROACH 3.DIMENSIONS SHOWN ARE ACCEPTABLE MINIMUM,AND MAY BE 21. CONTRACTOR SHALL RETAIN ONE SET OF THE PLANS TO NOTE AND DOCUMENT ALL THOSE SHOWN ON THE PLAN. 2.URINAL SHIELDS NOT TO EXTEND USED IN CONJUNCTION YnrH orHeRs As srlowN. PETER CARLETTI 4.AIR LEAKAGE IS CONTROLLED N SEALING E CAULKING ALL JOINTS CHANGES DURING CONSTRUCTION. THE SET SHALL A APART AL THE CONTRACTOR'S FARTHER THAN THE FRONT EDGE 4.EXPOSED DRAIN PIPES AND HOT WATER PIPES SHALL BE RECESSED. CLOSE-OUT PACKAGE IN THE OWNER. CLOSE-OUT PACKAGE SHALL INCLUDE, OF THE URINAL RIM AND GAPS IN FRAMING.SEALANTS SHALL BE OF THE NON-HARDENING INSULATED OR GUARDED TO PREVENT BURN ACCIDENTS. CHECKED BY, 11I SET OF SHOP DRAWINGS.PRODUCT LITERATURE.EQUIPMENT WARRANTEE MANUALS. 3.SHALL BE WALL HUNG W/AN TYPE, 5.GRAD BARS SHALL BE 1 1/4'TO 1 1/2'OUTSIDE D]A.AND SHALL BE S.WALL.CEILING AND SLAB INSULATION SHALL Be AS CALLED 22. CONTACTOR SHALL PROVIDE SOLID BLOCKING.UNLESS NOTED OTHERWISE AS REQUIRED ELONGATED RIM AT A MAXIMUM ABLE TO SUPPORT A 300 LB LIVE LOAD WITHOUT PERMANENT DEFLECTION. 1/3/2020 OUT ON THE APPROVED PLANS AND SHALL CONFORM TO STANDARDS FOR NAILING OF ALL INTERIOR AND EXTERIOR TRIMS.FINISHES.AND FIXTURES. THE 6.SEE ACTUAL TOILET ROOM PLANS FOR ACTUAL DIMENSIONS AND LAYOUT. OF 1T A.P.F. DATE REGARDING DENSITIES AND R-VALUES.AN APPROPRIATE MOISTURE CONTRACTOR SHALL PROVIDE FOR ALL THE NECESSARY FRAMING AND BRACING FOR THE 7.PLUMBING FIXTURES AND ACCESSORIES ARE FOR ILLUSTRATIVE PURPOSES BARRIER SHALL BE INSTALLED ON THE WARM SIDE OF THE EXPOSED INSTALLATION OF OWNER FURNISHED ITEMS SUCH AS SIGNAGE.MENU BOARDS ETC. 4.FLUSH CONTROLS SHALL Be ONLY.REFER TO ACTUAL PLANS,INTERIOR ELEVATIONS.SPECIFICATIONS.ECT. WALLS.IT SHALL BE CONTINUOUS AND SEALED. MOUNTED AT NO MORE THAT 44' FOR SPECIFIC FIXTURES AND ACCESSORIES FOR THIS PROJECT. 20-404 FLOOR PLAN.DWG 6.FRAMING ASSEMBLIES SHALL BE SHOWN ON THE APPROVED 23, WHERE EXISTING WORK IS DAMAGED,CUT.OR DEFACED DUE TO PERFORMANCE A.F.F. 8.ALL HANDICAPPED TOILET ROOMS FIXTURES AND ACCESSORIES SHALL COMPLY W/ COMPUTER FILE NAME PLANS. OF NEW WORK,THE CONTRACTOR SHALL PATCH AND REPAIR SAME TO MATCH ADJOINING 5.FLUSH VALVES SHALL HAVE A CHAPTER 11 OF THE UBC.ADA.AND WAC 51.30.1101. SURFACES. REPAIRED FINISHES SHALL BE EXTENDED TO THE NEAREST VISUAL LEVER WHICH WILL PERMIT 0.ADDITIONAL FIXTURES SHALL BE MOUNTED FOLLOWS, A BREAK LINES SUCH AS CORNERS.CEILING LINES,TOP OP FR BASE OR SIMILAR. OPERATION BY WRIST OR ARM TOILET TISSUE DISPENSER 4'BACK FROM FRONT OF GRAB DAR AND 4'BELOW 24. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT PRESSURE. GRAB BAR.SOAP DISPENSER LESS THAN 40'A.F.F. AND MAY BE REPRODUCED ONLY WITH THE WRITTEN PERMISSION OF THE 0 . 0 ARCHITECT. AUTHORIZED REPRODUCTIOBS MUST BEAR THE NAME OF COPYRIGHT 2020 CARLETTI AROHITGCTS.P.e. THE ARCHITECT. SECTION 22,TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.,SNOHOMISH COUNTY,WA GRAPHIC SCALE 30 0 15 30 60 / Ex e,R/W I 91052200102100 (IN FEET) 1 INCH=30 FT DATUM: NA VD 88 BENCH:TBM A136-51-0 N.BOLT TOP RANGE HIDRANT '• {{ I' is iawaM BASIS OF BEARING:assGEEO MAGNETIC NORTH / 'I I `y it i I ep SITE _ 1.000 0 11�1 I SR 530 GRAPHIC SCALE o to 0 5 10 I I ✓I — — — — — — — — I I-- III j I I VICINITYMAP LEGAL y„ d°3 I s a I I �_—, 1 /r EX SLOG 1 I PARCEL B OF 111 OF AR NIQY•SHOPT PLAT RECORDED UNDER AUDITOR'S FlIE No 96110550OZ RECORDS ONSNOHOMISH OOM1TY,WASHINGRW. 14 ° d I zR I — I EX BLDG LR I j SITE DATA: 8 ly .; I N I I —}- (� I TAX PARCEL NO: 31052200/02200 ANION 'I WE AOOREn 16021 591H AW ANION y q ? TOTAL 97E AREA, I A' 2oNW uEGSRNG "POSED r R`_) WATE SRr AM.SEWER DISTRICT q..._. _ _._._.....__0—_ .__ . ZS �' t ., SCHOOLDISTRICTARUNGTOV 116 I RRE DISTRICT' CITY L4=ARLW T :50 7 OWNERIAPPLICOT.' CONTACT.' .. NYIANOER PROPERTY MAC ENpNEEM'N&LLC C/0 DUNCE.GEAR WARNS INC. EIDEN O MCCALL P E I 11Boo NWY 89 S P.O BOX 177 'y I I EVERETT,WA 98204 SLYANA,WA 98287 ILL:360-652-5B20 I'MIN \ ts0 \ / ITE-I3i'9w(s vvc E) ' I E-MA,L:maa6gMeain901ronfier.rom Z. CONTRACTOR SHALL EXIEND \ ' ' _-f35 /- E_ ( ) W 13L95✓f PVD S .__._ I EGBGNG/0'DI PPE tiz' CONTRACTOR SHALL FUD,4ERIF1' I LANDSCAPEARCHITECT.• SURVEYOR: W SME MATERIAL AT SAME \ I I I' EKSiND SD INVERT:NDBF1' -_ SLR AS EXISTING PIPE I - avaNEM SCATCH BASWN\ 8' d.• ..I% I ARCHITECTURE AND PLANNING PO BODE Z YEY k ENGINEERING,WC _ I 505 S IST Sr,,SLIME B ARUNGTON,WA 98223 31329 "S 1 rRNGN,WA 98273 ML'425-435-5551 " CON1RACn7R SHALL INSTALL 31 . t155' _ (J60 419-TROD wnrcoacodsarreyn,g,cam PAD(2-11 4'QUARRYLL r.xeosdesgn.can r PAD(2'10 4'QUARRY SPOILS) jX AOVE TISIN CN K _ - pip BEJ By OTIM) I I I 1�� PRp90.SEDMMOSCANG BE LANDSCAPE PLAN L-I _ Ss- Iv ® � t EXIS77NG DESCRIPTILXJ PROPOSED '_ '` _ -- - --' PVD 0?x AO/ IXl4 SS 10 glI1OR/NG N . _____! IM�PRCS1._ 10'�B'PlC 02i MW ❑ __________ ____________ _ 1 AREA ARE L/WNXDLp LOAMY SAND HYDROLOGIC SOL _��= �; � 1 THE EXISTING DEVELOPED SITE IS PRIMARILY LEVEL S1OR11 DRWry CB 7 1 i.�� -, ..--,--------------------- -- -,' - - O AE 00 STORM DIary ce(r7 2) • IMPERVIOUSAREA: I I —^_ GROUP IS'A. PROPOSED BUXLNNG: 6,O.D SF(W/OVERNANC) I t345' E=tIJOIB —_�_—-- --o--3 STORM GRAIN SERWCE STUB LO-- PROPOSED ASPHALT. ,00 SF ( CONIRACIO7 SHALL INSTALL 2'WATER CONK ACTCIR SHALL NGHr-UNE BMW DOWNSPOUTS _ 3 nowAI WATER FROM RE PROPOSED INFO TWAY ENTRANCE IOU.SWALE SERVRE NTH IMBA PER ODA W-O50 i EXiSidNG SEVEN STUB E=124,Ot ^3 fLOW ICI THE SW IH AND DISCHARGE INTO 11E EXISTING DRAINAGE SWALf ro EXSTNG DRAINAGE SWAGE AND DISCHARGE'ONTO ® PROPOSED CONCRETE, 155 SF I W-I30 AND CQWECI 10 PROPOSED BURlMYC) ROC(PAD(2"TO 4'QUARRY SPALLS-Y X 3) CONTRACTOR SHALL FIELD VERIFY EXSIWG / §A AS SHOWN IN PLAN NEW. SAN SEWER MANHOLE TOTAL 6,42051 L --'—— STUB WV£Rr AND NOTIFY ENGM ER Zj 4. CONTRACTOR SNAIL MOOT-LINE ROOF DOWN(SPW 1S FROM LIE EASTERN POPDON OF DE&ALONG 10 CB-1 WIN 6 PW SON.SEWER CI£AN p1T IMPERVIOUS AREA TO BE REMOVED: o I \ '——" -- \= —. a CONTRACTOR SHALL TIGHT-LW ROOF DOWN SPOUTS ER(MI THE IWSTERN ._� SAM SEWER STUB o THE EXISTING ASPHALT 6,570 SF o I E�nM OF BUILDING GAS SHOWN IN"WEW DISCHARGE WR)THE EXISTNG CONCRETE' I65 S' S THE CONiRAC10R SNAIL INSTALL 1" l0 4' QUARRY SPAL( ROCK 'I TERBLOW-OFF(BO) TOTAL: 6,J35 S S ' DIS"Or"PADS A DISCHARGE LOCATIONS(3'BY Y BY 1'DEEP/. ® WATER SEANCE(WS) 180THSTNE 7. CONTRACTOR KU.TAKE CARE IN REMOWNG LOW WGETA7ED AREAS ANA TOTAL DISTURBED AREA: I / AS to NOT REMOVE TOP SOX.OR W ETATO/OUT SIDE OF THE CLEARING ,��D4, WATER vuNE(WO 2,645 SF CUTS OR POLLUROY MI RAIN WPERr10US SURFACE((MIS}I"ON IF b RU FlREHIDRANr 4- I - / SUPS ARE RE 08 OUTSIDE D'iHf RNLDNC OR P(IS PMIQV, iNEN THE CONTRACTOR WILL RESTORE AREAS 70 MEET PC CITY 10, unun POE(PP,UP) �-' I - 31052200403000 ------ STANDARDS AND DOE SMMNW(2005). ABBREVIATIONS TABLE GENERAL NOTES: _--�� a A ROCK COVS7RUCRON ENIRMCE IS Nor REQUIRED, ✓0 WEE 1p (A/P) ANGLE PANT ((MCg) =AIW RAMC SPACE EI£Y i. ALL NARK AND NAIER/ALS SHALL CONFORM i0 THE CURRENT I (BC) =BOTTOM OP ONE-F/L (.OIYS) =OL WATER SEPARAIER EDITOR OF THE CITY OF ARUNGTON PUBLIC W17RKS STANDARDS 6. ALL OF THE LOCATIONS OF TIE EXI571NO UTILITIES SHOW)W THE (B =BOTTOM CF WALL ((pC) =PONi ON MIA AND SPEpFlCAiKINS AND ME CURRENT EDIION O THE PLANS HAW BEEN ESTABUSffO BY FEUD SIINVEY OR OBTAINED SHRUB (BI =BLONOF (PI) =PpNT OF INTERSECTION 4O µqX 5' WASINGTOW STATE DEPARTMENT OF TRANSPORTATION (W5001) fR011 AVAftABIE REQ?PDS AND SHALL 1HEREFOPf Bf CCWSOERED (BRK) =67EAK/GRADE 87fAK (pL) =PROPERTY LINE ypr STANDAItO SPECfiCA IKONS FO4 ROAD BRIDGE; AND MLNIpPAL APPROXIMATE AND NOr NfC£55ARILY paMPLEiE IT 15 RE 501E PAVEMENT(EON) Hu (CBI =04rC8 BASIN PP) =TONER/UW PO£ tzr CONSTROGIIN A COPY Lr THESE OIX;UNENTs SHALL BE ON SE RESPOVSIBIun(X TIE QiNAacRN Tp WOE'PEHDDInr KRIFY TOE (CBU) =CCI!lEC1KW BOX UNITS PTJ =PENT OF TAN(ENCY EX ASPHALT ENIRANC£ DURING CONSTItUC/1ON. ACCURACY ON ALL U7L/n LCG1 RONS CONCRETE(EOC) • .+ (CE)) =CULVERT END PUT) =PAWMENT SEp CONSTRUCTION DRA G REVIEW y,,,• .....L4,: =CENTER LINE ) =RIM EEVA'ON (NODE 2. IT IS THE SO£RESPONS&Lln OF TIE DEVROF%CONTRACTOR 70 7. THE CONTRACTOR SHALL LOCATE AND PR07ECT ALL CASTINGS AND y, a CRAWL ocOBTAIN a r r- -w r PEM�Rr ANDUTILITY u uncs DURING aNs ACKNOWL LENT CR (E ) • •..,',_ (col -aNV (SD) -SIOKN GRAIN GRADING PEAMI,RIGHT-OF-WAY A TRUCTIM AND SMALL CONTACT TIE .-..� _ RE!SUffO BASE COURSE =SOLD LOXONG 1/0 PERW7$ FROM THE CITY.ALL REQUIRED PERMIT$FROM OTHER UNDERGROUND UnUnES LOCATE SERMCE I-W4024-5555 OR �,SEIBACK LINE(B�) __&SB.L,____ (a j =LR,9,WG TOP mum ((�_ =S4NIiMY SEWER 1'SAIWI+--I FKL 1441ri!I(GRAVEL BARROW) AGENCIES MUST ALSO BE OBTAINED BY RE 811)AT LEAST 48 HOURS PPo02 i0 CONS'iRUCnOL 1ACWMEOCAOT LAN SHEET HAS BEEN D AND EVALUA70 FOR GENERAL PROPERTY LINE(P/L) 1 SEWER MANHOLE ,F ::::::::.:::::::: . . _ 312�)0 DI DEVELOPEA/CONTRACTOR. LIANCE NTH THE CITY ARLINGTON CODES AND ORDINANCES P/L (GIN =OU 0 RON PPE (iSSUH) =STRUCTURE EX DITCH __....__.-. MA RH EXISTING SLOPE // 8. WSPECRON AND AOCEPTANC'E7NE OF ALL WORK MAIL TONBE ACCOMPLISHED BE ORMANCE OF INIS SCN NTH ALL APPLICABLE LAWS AND ��E�,BLB• THE RIGHT O'WAY(R/W) B/W (ORNO) =ORAINA(E ((1BR) =Po BE REMOVED Z /-EX DITCH 3 iRAC7OR SHALL A1EN0 APRIOR TO ANY C PRECONSTItUCINNTHCLWFERENCE N]H CONTRA BY TAR SHUN roO-COORMNAIE HAND SLCHEDIXE ENGNEER STAMP SMVAI AR OYE"MUTY OF NRNS SiEE�l. CL1— ROAD CENTER(CiR)lNE —Cn' (EL) E i (TO) =1O°O'CURB ____ -- _ ! TIE CITY THE CONSiRACIOt SHALL SCFEW(E THE APPROPRIATE INSPECnpNS ALLONNC PROPER ADVANCE NOTICENLEOCLIfNT CONSIRUCROv ORAWNG RENTER DOES NOT LMR.Y CITY (EGA) ( )) =IMRU CL;RB IPBf7 NOTE: PRECavSIRUCI N CONFERENCE BY CALLING(360) 4OT-M.. ME WSPECTOR MAY REO/IRE REMO✓AL AND REPLACEMENT OFVAL FOR MM71ON ACRWAES THAT REWIRE omR CYXWnx____.__. FENCE LINE _p— (EEG) =EDGE aRA9) =RAPOF BAK i. 6" COMPACTED S/B-BASE M NARY WAERIAL SUBGRADE 3'COOP.DEPTH EASY'B ASPHALT PRIOR R) SCIIEDULWC, THE CONIRACTAR MUST SUBMIT AND HEMS TINAT DO NOI AffFT CITY STANDARDS ON WERE CONSIRUCIED OK FE AL PER.WT REWEW AND APPROVAL. DIE PROPERTY OWNER (EBM7) =EASEMENT TIN) =TOP CF WALL 2 UFIS REOURED RECEIVE APPROVAL FOR ME TRAFFIC CONTROL PUN,CITY PERMITS, WRIO T WSPECRON. U DESIGN ENGNEER SHALL BE RESPONS MILE FOR THE / (EEXHSRNGt) =rIPICAI. COMPACTED r0 959 MAX DENSn(MODIF,ED PROCTOR} TEMPORARY EROSON AND 7DOWNT CONTROL RAN,PERFORMANCEORWNACE ROW PATTERNS / (G//LL)) WT7ER!NE ON CURB (1 X) TYPE-p1/MHBOND, COPY OF 07HER AGENCY PERMITS, A COPY OF THE 9. THE CONTRACTOR SWL KEEP THE ON-SE ANM OFF-S7EI AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR ((ART) =CRATE (}�-�1)) =TYPE I O F 2 MEAT LINE CUT, CLEAN, HEAT AND n7ACK EXISTING PAVEAffNT 6,( ) COVIRACTOR'S LICENSE,AND PROOF OF NSURANCE COVERAGE STREETS BEAN AT KL ROES BY p£ANLNC NTH A SWFPWGZAROYS WXCH MAY INCLUDE BUT NOT LMBTED TO,WSDFW (GRVL) =CRAVtl (()D) =YARD GRAIN EDGES WTH SEALER CSS-/AFM SEAL NTH AR4000 AND S4NO VApRMI TRIKX WASTINGONTHESESIREEIS Nu.NOT BEWC PRQor APPROVAL 0PA NSDOE NOIIEO'INTENT(NO),ANY (FFIRE HYDRANT (VD) =VANED GRA IE SANCUT SHALL BE MINIMUM 1-FT WADE THE EXISINS EDGE OF 4. A COPY OF THE APPROVED DONIS CRON PLANS MUST BE ON THE ALLOWD NINC/T PACK APPROVAL FROM RE CITY INSPECTOR. OF IMAIEEA FlLL PECAk AND THEREQUIREMENTS OF THE ( ) =ROW LINE .pB SE NEN CONSTIMCilOV ISW PROGRESS+ (ROC) =FLOW p-CIARB (WI =WATER/WA7ER MAN PAVEMENT. FOUR-FOOT MINIMUM PAVED SECROVREWIRED. 10 THE QON1RACnK STALL MAINTAINTW 2SETS OF AS-BUL7" GERED SPECIES ACT.(WIT) =IWEEL CRAW RAMP S ALL SITE WORK SMALL BE CONSTPoMTED IN ACCORDANCE NTH THE PUNS SIONNC ALL F1E10 gIANG�(S)AM AMQDWTCAlud `JS-I SOL LOG EJ =INVERT ELEVA17ON (xM =WATER MEIER DRIVEWAYSECTION APPROVED PLANS ANY DEYFA77ON FROM THE APPROVED BANS WLL IMMEDIATELY AFTERCONSTRUCTION COMPLETION, Do CONTRACTOR `J WT =INTERSECRON (WY =WATER VALVE REQUIRE PRIOR APPROVAL FROM RE OWNER,THE CITY DOWER. SHALL DELIVER BOTH COPIES OF RED-LINED PLANS iD THE GTY. TEMPORARY BENCHMARK () =MAII`Bt (1 z a =I/pud.DELTA NIS AND OTHER APPROXRMAE PUBLIC AGENCIES THE GTY NU FORWARD CME OF THE COPES 1p NE DESIGN DATE' ENGINEER. PROJECT SURVEYOR: GRADING ESTIMATE DRAWING INDEX DATE AV91VIISRO PEN' PROJECT NO. p^ Orr.' zW cYs Cl)CE PLAN F N MCC CA14CADE SURVEY M ENGINEERING;HNC FILL: 200 C6 ) 05105120 ISSUED 0 BOX 316 THE GRADING E57NAE TRENDED fC1R a)EX7STNC CONDI RONS k SNPP PUN )mCfjV6IjVffRfiV6j LIC ,, prJ PLAN SMPPP NOES D UNGENES GEAR WORKS 200531 ARUNGTO{WA 98223 THESE PLANS IS APPROXIMAZ ACTUAL. TEL 425-435-555I GRADING VOLUMES MAY VARY. C4)CITY OF ARLINGTON DETAILS _ •wxicattadean e}h9carn CALCULA PONS 00 NOT ACCOUNT FOR CS)CITY OF ARUNG70N DETAILS VARIOUS'MLUMETRIC CHANCES DU M TIE DWG EARTH WORK PROCESS FULL DRAINAGE Cl A�'sT[Rm TIE CONTRACTOR SHALL WS Y X LOCA710V OF ML r P.O. BOX 177 SILVANA, WA 98287 FssHQu e° SITE E PLAN OF5 TEL: (3801 852-5820 aeons vnv q9 ��PWm r NOTIFIED WINN AAINVOLVED REASONABLE RUE PRIOR EMAIL: macengineering®fron tier.com DATE S$zO 1>E START Or CONSTRUCTIOL SECTION 22,TOWNSHIP 31 NORTH,RANGES EAST,W.M.,SNOHONISH COUNTY,WA CONSTRUCTION SEQUENCE: INS CONSTUCIION SEQUENCE IS TO BE USED AS A GIAMAAE CM0177ONS MAY REWIRE CHANGES IN TMSNG OF WORK,CHANGES SHALL BE DISCUSSED NTH AND APPROVED BY INSPECTOR AND CRIER. 1. ARRANGE AND ATTEND PRE-CONSIRUCTON MEETING WIN THE CITY. 2 FUG CLEARING UANTS AS INDICATED AND INSTALL i.E.SC.MEASURES J CONSTRUCT PROPOSED BUILDING DRIVEWAY ENTRANCE AND DRAINAGE IMPROVEMENTS / I 4. STABILIZE DISTURBED LAND SURFACES S REMOVE REMAININD SWPP STRUCTURES AFTER SITE HAS BEEN STABILIZED AND GRAPHIC SCALE / EX s'R/W I \ 31052200102100 APPROVED BY nHE CITY INSPECTOR. JO 0 15 30 60 — � _tJAS' \ 6. "AN STMAI DRAINAGE SYSTEM AND PUCE W10 OPERAnON. I (IN FEET) 1 INCH- 30 FT DATUM:NAVD88 /✓� .: '' BENCH:T3M AIJ6-51-0 N.BOLT FOP FLANGE HYDRANT \ //^1 i I I _.-- - °• I / �_G IX.s'`_ .; I ELEV.=138.49 \ J I y V i Y.S i; I \ / BASIS OF BEARING ASSUMED MA/INETc NORTH ELEy-13B49 1 I � x � BMP LEGEND CIOI =PRESERVE NA rURAL VLGETATON I ,�y�.... CI20 =TEMPORARY AND PERMANENT SEEDING p I s I .'�V OCI23 =PLASTIC COVERING I o f �265 ,qy o I �. CI52 I fib" Ci4o =DUST CONTROL COVGREIE HANDIJNC _.f.. CI51 =SANCUTTNC AND SURFACE PDILUI/pV PREVENTIONis EK P.D Lv_RT51NGT gN ° Q=MATERNAL DELIVERY,STORAGE AND CCNTAMWT REMOVE EX A"PAVEMENT I I 9 (Tp BE Ip, �i � EX BLDG p O- J Br Ao O CT20 S.DRAIN INLE1 PROT:CnON O-aaEA a asnATeaxcE 11111 11111 AREA OF DISTURBA�CE EX BLDG ca EROSION CONTROL CONCEPT ALL DISTURBED AREAS SHALL BE PREPARED AND MAINTAINED TO CONIROL ER09ON.LEAVE VE( All BUFFER AROVW PERIMETER OF / o _ 91E AND ENISTNG OROi/N0 COW?AS LONG AS P059B1E .. ` TEMPORARY EROSION CONTROL NOTE: I — — — — TEMPORARY EROSION CONTROL MEASURES ON THIS PLAN ARE INn:VIED I �• AS A WIDE ADDITIONAL BMP's MAY BE REIXIRED FOR IRIS 160' - OE6fl"ENT As SITE a(HEATHER c%vwnays LYIANOF eV THE FIELD, �- ,1111!1111 111 1 1111 I I 1 I 1 I 1 llt l 111 m /I TE CONTRACIDR TOPER SHALL COORDINATE NIT1 THE CERIIIED 1 ' , _ EROSION AND 9&METIT ENGNEER As NEmED fOP ElI0.tlLW TONS \ I I — e 1 / I 1EEI'CWARY _ \ < .-•S''' °''• II'I j ;I STOCA E TO BE 8}' b o = GDvfRED Nwv ms n NOTE: �1 I I c' c12D c1 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROTECT THE I I ( cNSr crsz c1u PROPOSED/NFIL7RA170N AREAS FROM EQUIPMENT TRAFFIC AND EXCESSIVE ce GRADING IN ORDER TO PRESERVE THE EXISTING SOIL COM E- POS1770M I I j _ 13JB0(R.PVC E) lE=f31.25(8°PVC S) ' I �` (,�-c-}���'�J ' IE=130.90(8°PVC W) — (J r" PI lilllltitlltllltl111;L- 4*4, ---- ---- ---^ - 1r _-_._- __-- - ----____ _ _ — �_ , — Ex aNCE ti11 lrLLI ulat e e u -- I ^,5 AREA OF DISTURBANCE ——————————— I ——————— w ffDNAENr GRATE r FLLTER FABRIC 18MSTNE OIL ASWT—, MA \ .. CONSTRUCTION DRAWING REV ;, I�fl 'w. ACKNOWLEDGMENT I "'•'• CATCH BASIN I 31052200403000 THIS PLAN SHEET HAS BEEN REWEN£D AND UATED FOR GENERAL y i "y -- —'------ COMPLIANCE WITH THE CITY OF ARUNGTO ODES AND"NANCES. CONFORMANCE OF THIS DESIGN N9 L APPLICABLE LAWS AND NOTE: REGUUTONS IS THE FULL AND C RESPQY9BIIJTY OF THE LICENSED CULLYWASHER,-SILT SACK"OR DINER APPROVED CATCH BASIN INSERT MAY BE DESIGN ENGINEER, CON STAMP SIGNATURE APPEAR MIS SHEET. ACATYINIEOpAEN7 LK CWST2UC ORANINC RENEW DOES NOT IMPLY GR' USED FOR INlf1 PROnECnON. SUGGESTED CONTACT A APPROVAL FOR CONSTIUC ACTWTES THAT REQUIRE OTHER COUNTY, i-BOO-41J-4567 OR,°SILTSACK°BY ACT ENWRONMENTAL AT PH: 7-800-644-9223 OR APPROVED EQUAL). STATE OR FEDERAL PER EW AND APPROVAL THEPO PROPERTY THE ( ) AND LICENSED DES( ENGINEER SHALL BE RESPIN49BLE FOR THE AGYNIO N AND FLANGE OF ALL APPLICABLE PERMITS AND/OR (FOR ALL CB'S W/GRATES) AUTHORIzan NCH MAY INCLUDE BUT NOT LIMITED TO,N5DFW H19RAUVC Cr APPROVAL(HPA),WSDLC NOTICE OF INTENT(NOf),ANY CORP OF GINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDAN 0 SPECIES ACT. TEMPORARYINLETPROTECTIONDETAIL �11 Br N.T.S. E' NIHS PROJECT SURVEYOR: DAB / D PFN: PROJECT NO. ��,�E of Dot OC•9< CASACADE SURVEY k ENGNEERINf WC 05/65/20 ISSUED P 0 BOX 326 JACf,T6Ilf LLCARLINGION,WA 98223 D UNGENESS G AR WORKS 2 53 .` .� mew cascose rreN 95com DWG ' "INS" e FULL DRAINAGE CZ TEL: BOX 177, SIL VANA, WA 98287 �rHaxA E"6 THE CONTRACTOR SHALL MWY TIHE LOCATION OF AU M IL: 652-b820 1O1 M SHALLUTILITIES NO NTANY N'OA REASONABLE ABEAM IM�� EXISTING CONDITIONS & S WPP PLAN of 5 SHALL BE PRIOR T O M1FM4 A REASONABLE THE PRIOR LTo I EMAIL: maCenglnBeringCa3front/Br.COm DAh � y Fr00�21W TIE START OF CONSTRUCTION. SECTION 22,TOWNSHIP 31 NORTH,RANGES EAST,W.M.,SNOHOMISH COUNTY,WA EROSION,SEDIMENTATIONAND WATER QUALITYSITEINSPECTIONS PRIOR TO ANY 97E DEVELOPMENT WORK TAKING PLACE A PRE-CONSTRUCTION MEETING NTH THE CONTRACTOR,OWNER,CESCL,AND SITE GRADING AND SWPP NOTES PERMANENT COVER BMP HYDROSEEDING GENERAL NOTES CITY INSPECTOR SHALL BE HELL. 1. EROSION AND SEDIMENTATION CONTROL SHALL COMPLY NTH THE MINIMUM REQUIREMENTS OF THE CITY. CONSMW77ON ACCEPTANCE NIL BE SURTECT TO WLL ESMITUSIED GROUND COVER THAT FULFILLS BR DEPARTMENT OF ECOLOGY REWIRES THAT LAND DISTURBANCE CONSTRUCTION PROECIS ONE ACRE OR LARGER NETAW A CESCL TO NONCOMPLIANCE NTH THE EROSION COME REQUIREMENTS WATER QUALITY REQUIREMENTS AND GEARING ENSURE THAT THE PROTECT I N COMPLIANCE NTH THE CURRENT EROSOI;SEOMENTATON AND WATER QUALITY STANDARDS FOR llWIS VIOLATIONS MAY RESULT IN READCARON OF PROECT PERMITS, PLAN APPROVAL AND BOD 1. THE REOURB ENT OF THE APPROVED CONSTRUCTION PLANS AND THE GTY.EMERGENCY PURPOSED,THE CESCL CONTACT PER FOR THIS PRO,EC76 EIDEN D.MCCAIL,(425)903-1399. FORECLOSURES2 ALL LAND DISTURBANCE AREAS SUCH AS DMITOJ FAGUDES ROADWAY BAG(-SLOPE$ETC SHALL 2 THE SRWNWATER POLLUTION PI7EKNTOV(SVWP)BMPS SHALL BE CONSTRUC7ID PRN1R TO ANY lAlBl BE SEEDED NTH A PEPENMAL GROUND COVER GRASS TO MINIMIZE EROSION GRASS WING DULL BE OSTURBANCE OR EX SW LAND GEARM IN/(CCORDANCE WIN DE APPROVED TARGETED PLAN.THESE DONE USING AN APPROVED HYDROSEEDER OR AS OHERNISE APPROVED BY THE CITY. ON LAND DISTURBANCE CONSTRUCTION PROEC7S OF ONE ACRE OR LARGER THE CESG LS RESPONSIBLE'FOR: FACILITIES MUST 8 SA TISFACTORLY MAINTAMED UNIX CONSTRUCTION AND LANDSCAPING IS COMPLETED A. INSPECTING DE CONSTRUCTION 97E TO ENSURE THAT ALL CONSTRUC7ON SNPPP MEASURES ARE FUNCAMNG AS INTENDED. AND P07DVPAL FOR OV-91E EROSION HAS PASSED.SEDIMENT LADEN WATERS SHALL NOT ENTER RE 1 PREPAPARON LY SLPFAC'E ALL AREAS TO HESEEDED 91ALL BE CLEOMED TO THE SATISFACTION B. ALLOCATING RESOURCES TO REPAIR ALL EROSION CONTROL SIRUCXRES THAT ARE IN NEED OF MAINIENANC: NATURAL DRAINAGE SYSIM. CY THE CITY INSPECTOR. TH15 MAY BE ACCOMPLISHED BY DISGNG RAKWG HARROIWNG OR OTHER G M014I7WM WATER QUALITY FOR ANY STORM DRAINAGE THAT LEAVES THE SITE ACCEPTABLE MEANS D. -AND HAVE THE AUIN09TY TO STOP AND/OR REDIRECT CONSTRUCTION AGITATES DEEMED NECESSARY TO PROTECT WE J. THE AMOMER(CESG IS RESPONSBLE FOR THE WATER QUALITY AS DEIERMMIT BY THE MONITORING OL ENVIRONMENT. PROGRAM ESARE MAC GENIE ,,UC 0(425 399E BU99D BY THE ENGINEER,THE PROTECT ENONEERS/CESG.NAME AND PHONE NUMBER 4. NNHEDIAIELY FOLLOW EIM GRADING PERMANENT WOETARON(CONSISTING OF RAPID,PERSISTENT AND LEGUME)HILL BE APPLIED.(MINIMUM 801 PER ACRE)THIS IS 70 WCLUVE THE FOLLOWING 40% SHOULD LIMP PERFORMANCE GOALS NOT BE ACHIEVED,RE ON&Y CONSTRUCTION ACTVIIES THAT SHALL BE ALLOWED ARE THE REPAIR 4. ALL SHE MARK MUST COMPLY TO CHAPTER 18 OF DIE WRIMARONAL BUILDING COOS AND CITY PEld'3NNIAL RYE 40%RED FESCUE,10%N#IE DUTCH CLOVER,IOX COL NMI.BENTGRASS HYDROSFED OF EMSIMG EROSION CONTROL SRACIURES;INSTALLATION OF AOUI7IONAL BAPS TO WNIMIff THE TRANSPORT OF SEGMENT OF97E,OR DEVELOPMENT CODE(LATEST EDITIONS. REQUIRED. THOSE AC71WMS THAT DO NOT DISTURB EXPOSED EARTH AND DO NOT HAVE THE POTENTIAL TO M ENAE ADDITIONAL SEGMENT 5 ALL LAND DISTURBANCE NOW SHALL BE PERFORMED M ACCORDANCE NTH CITY STANDARDS 5 FERl1IJZER SHALL BE APPILD AT 400E PER ACRE QU 10-20-20(10 M.PER 1,160 SQUARE FEET)OR THE THIRTEEN ELEMENTS OFA CONSTRUCTION SWPPP 6. F CUT AND RILL SLOPES EXCEED A MAXIMUM OF TO FEET HORIZONTAL TO ONE FOOT VERTICAL,A ROCK EQUTALENL OR CONCRETE RETAIM WALL MAY BE REQUIRED.ALL ROCK RETAIWNG WALLS GREATER THAN FOUR/4) ALL NEW MVAAAEW AND R®BF&OPY®1'9'REPORTS W U COMPLY WRE IEE SWPPP Almm AMLIGRIIN BEAR. FEET IN HEIGHT ARE 70 FOLLOW CITY SPECIFICATIONS AND TO BE DESIGNED AND CERILD BY A GN WE FOR ADDITIONAL INFORMATION TO THE RELEVANT BMP's INDICATED BELOW REFER TO TE STORMWA7ER MANAGEMENT 7.PR07ECT PERMANENT DRAIN INLETS ENGINEER EXPERIENCED M SONS MECHANICS.ALL WALLS EXCEEDING V FIGS SHALL HAVE A 4'HIGH POTENTIAL POLLUTANTS MANUAL FOR WESTERN WAS INGTON(2012),VOLUME N,CHARIER 4.RE ADDITIONAL IDENTIFIED ITN s ARE PROVIDED ALL PBMNNEAT STORM DRAIN ROM NIL HE PROTECTED FROM SEDIMENT AND SHT-LADEN WATER. CHAIN LINK FENCE ALONG TOP. FOR THE CONVENIENCE OF TE CONTRACTOR OR CSC SHOULD SITE CONDITIONS CHANGE THUS REQUMNG USE ON 7. STOWRLES ARE TO BE LOCATED SUCH THAT SEDIMENT WILL NOT LEAVE SITE TEMPORARY COVER BMP's THERE ARE THREE TYPES OF POIWAAL POLLUTANTS THAT THIS SWW'PP I WIENDED TO ADDRESS AL7ERNATK BMP MEASURES, BMP's: CON SI M DRAIN RHET PROMMMON ) SHALL CONSIST OF HYDROSEEDING MULLING OR LOKRINW fNSRAISED AREAS AND STOCK P/ WIN 1.MARK CLEARING LUM &STABRIff CHANNELS AND OUTLETS2.TS PLASTIC SHEETING 1. PETROLEUM PRODUCTEMIC'S HAZAR OMS LIVID DLSE'URNNG ACTIVITIES ARE DELINATED AND QUANTUM 9 THE SWPPP NANUTTYE AND SWPP TEMPORARY AND PERMANENT CONVEYANCE SYSTEMS SHALL BE STAMM RD PREWENT&OSKW DURING AND R S7RUCTURAL BACYm AND COMPACTION OF VAULT,ROGCERY,RETA/NMNG WALL FCOTMGS AND WALLS,AND 3 SEDIMENT PLANS PRIDE TO BEGINNING LAND DISTURBING ACTIVITIES W RIN THE CONSMULTTON AREA THE CLEARING AFIRC URUCTON ROADWAY W401 WSTORA71ON"a BE MONITORED, MISPECTED AND COMPACTION TESTED BY A LIMIM ARE BRAMIND ON THE SWPPP SHUT WILL BE DR7AVEATED.FURTHERMORE,CIE4RING AND GRADING LICENSED GEOTECMNICAL ENGINEER.FIELD DENSITY TESTS SHALL ROTE A MINMUM COMPACTION OF 95X REASONABLE CARE AND DISGEHON SHALL RE IXERGSFD 70 PRE-WVF DAMAGING THE ENVIRONMENT WRL BE LWM TO ONLY ARRAS THAT NEED TO RE DISTURBED FOR GRADING,PLACING OR BOCK PIING Owl. CI22 NETS AND BLANKETS OF MNIMUM DENSITY DEIERMINFD /N ACCORDANCE NTH ASIM D-1557-70 (MONFED PROCTOR). THROUGH A RELEASE OF ANY OF HE THREE TYPES OF POLLUTION. THIS SNPPP IS 70 BE CONSIDERED A PILL ART)7R PRRSINVE AS MULE NATURAL VMRTA77ON AND THE DUFF GYRE AS POSITIVE C202 GUNNEL LIM COMMACTIOV TST RESULTS TU BE SUBMITTED TO CITY NTH AS-BUILT ORANINGS GUIDE AND REPRESENTS ONLY THE AONMUM STANDAFO OF CARE TO BE PRACTCD WRMG THE C207 CHECK DAMS 9. THE SIBRFACE QU ALL SLOPES 9ULL BE COMPACTED.US MAY BE ACCOMPLISHED BY OVER-9UHLONG THECONS'IRUCTKN PHASE OF THIS PROTECT.A CER7WED EROSION AND SEDIMENT CONTROL LEAD(OW)SNAIL IL CIOI PRMSARING NATURAL➢IGUATIA C209 OUTLET PROTECTION BE SLOPE$MEN OU77MG BACK ib FINAL GRADE$OR BY RUNNING RE COPACTIOR OWN THE SLOPE AS RESPONSIBLE FOR EVALUATING THE CONDITIONS AND POLLUTION POINHAL ON DE PROTECT 9E AT ALL C101 BUtffN zxs EACH flit UFT IS BUNG PLACER.T EL SLOPES,'MC BE COMPKIM BY TFL END OF EACH MXB(ING DAY. TIMES AND DETERMINING WHAT ADInavAL MEasuRES rEED TO BE ENACTED TO PROTECT THE ENWRDYMENL C1G3 INCH M VTY MPC OR METAL FENCE 9.CONTROL POLLUTANTS• THIS MAY INLYUDE STOPPINC fxMA WCiiON UNN CCN ITM CHANCE SLAW TNAT THE DANDER TO 9 C233 SILT FENCE ALL POLUTAA76 INCLUDING WASTE MATERIAL FARB.IEEDS/C7AIC41ST, ON-SITE RUNG TANKS AND 10. EARTH QUANTTES(CUIS k FILLS)SHOWN ON PLANS ARE ESTIMATES ONLY AND ARE NOT ADNUSTED FOR ENVIRONMENT HAS BEEN MINIMODD. DAIOLMAT DETR6S SHALL BE HANDLED AND DISPOSED OF IN A MANNER TEAT DOES NOT CONTAMINATE EXPANSM OR COA ACROX THE CONTRACTOR IS ASSPONSOLE FOR VERIFICATION OF ACTUAL QUANTITIES 2 ESTABLISH CONSTRUCTON ACCESS: STORIDMIER. AS REWIRED. aMI I THE ENeTRLNORDW 3R8 SHALL IS TI B8 LOPFEO 7D ONE ROUTE R POCSIBL6.STREET 11. AREAS 70 RECEIVE RILL SHALL BE PREPARED BY REMOVING UNSUITABLE MATERIAL SUCH AS CONCRETE HAZARDOUS CHEMICALS EEANING SNAIL HE R8Q111ffi WHEN SEDIMENT L4 TRACE OFF SIRE. BMP's: C151 WHEEL WASH SLABS,TREE STUMP$BRUT;AND TRASH HAZARDOUS CHEMICAL$SUCH AS DILATING AGENTS AND SOLVENTS SHALL BE STORED M AN APPROVED C151 CONCRETE HANDLING BMP'S: C705 STABILIZED CONSTRUCTION ENTRANCE C152 SQWCOTFING AND SURFACE POILUTTON PREVENTION 12 FILL MATERIALS SHALL BE AS SPECIFIED IN GENERAL NOTE I.,UNLESS SHOW OTHERINSE ON PLANS. OTEMICAL STORAGE FACTUTY(lES), LOCATED IN THE EW/PMEM STAGING AREA. NO USING CHEMICALS Cf06 WHEEL WA9I CI63 MATEMAL DAIFEBYR STORAGE AND CONTAINMENT(VOL IV) DURING CONSTRUCTION ACTW4TY,CARE SHALL BE TAKEN 70 GUARD AGAINST SPILLAGE.IN THE EVENT DU A C107 CONSTRUCTION ROAO/PARKING AREA STAGILIZARON C164 CONCRM WASHOUT AREA /3 LAND DISTURBANCE FROM OCTOBER ISM TO MARCH 310 IS NOT PERMITTED WTHOUT SPECIFC APPROVAL CHEMICAL RELEASE,THE APPROPRIATE AUTHORITIES ARE TO BE WORRIED AND DE SPILL I TO BE GLEANED C250 CONSTRUCTION STORMWATER CHEMICAL TREATMENT ICONTKK FLOW RAVES C251 CONSTRUCTION STORMWATER RLTRA RON 14. STABILIZING EXPOSED SOIL.THE CONTRACTOR SHALL STABLE DENUDED AREAS AND SOIL STOOL(PIES AS UP IMMEDIATELY. PRLPERIES AND WATERWAYS DOWVSIEAM FROM THE FRaECT SITE SHALL BE PROTECTED FROM SOIL EROSION C252 HIGH PH NEURIALIZATION USNG 002 FOLLOWS' DIE TO INLREASES M TIE VTLUMETRIC FLOW RATE OF SMVWA7ER RUNOFF FROM THE PROECT SITE C253 PH CONTROL FOR HIGH PH WATER a F PONFIED,FROM DOWN 1 70 APR&W NO SOIL MAY REMAW EXPOSED FOUR MORE THAN 2 DAYS, PETROLEUM PRODUCTS ID CONTROL DEWA70 MG A FROM MAY 1 TO SEPEMHOR 30,NO SOY MAY REMAIN EXPOSED FOR MORE THAN 7 DAYS BMPs: C20 WATT BARS c SOIL STOCKPILES SHAD BE STABILIZED OR PROTECTED NTH SEMOT RETENTION BMP's WHIM 24 HOURS THE CONSTRUCTION SITE I TO RE PROTECTED AGAINST EXCESSIVE PETROLEUM PO'LUTOL ALL CONSTRUCTION C2077 CHECK DAMS CLEAN,NO!-7RBD DE-WATEldNC WATER CAN BE DISCHARGED TO SYSTEMS TRIBUTARY LLD OR.DIRECTLY INTO SOIL IOUTARON. EQUIPMENT AND VEHICLES SHALL HAVE A REGULAR U MTRANCE SCHEDULE AS RI:COMMENOED BY THE PRODUCT C209 OUREF PROTECRON SURFACE WATERS OF TE STAI PROVIDED THE DE-WAVERING FLOW DOES NOT CAUSE EROSION OR FLOWING TO MANUFACTURER NTH PARTICULAR AFallOT/CARE SEW PAID 70 LOCA71W THAT ARE COMMONLY KNOW 70 C2J5 WATTLES RECDWNC WATERS HIMY TURBID ORCUMMMAIED LE-WATERING WATER SHALL BE HANDLED SEPARATELY 15 ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURE SHALL BE REMOVED MINI 30 DAYS AFTER LEAK LUBRICANTS LION DISCOVERY OF AN UNS4TISPACTOPY PART, THAT WH&LE/EOUIPMETNT SHALL NOT BE C240 SEDIMENT REAP FROM ST)HAWAMR, FINAL FINAL STE STARIOATON IS ACHIEVED OR AFTER THE TEMPORARY IMPS ARE NO LONGER AMD.. OPERATED UNTIL IT HAS BEEN FIXED ADDITIONALLY,ALL OI.AND REFUELNG OPERATIONS ARE TO BE CONDUCTED M C241 IEMPORARY SEDIMENT POND TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE DISTURBED SOIL AREAS RESUL76VG FROM REMOVAL SHALL BE PERMANENTLY SMILED T OkU7HJT TO AREA DINT HAS BfEN PREPARED]U PREVENT TIE LOSS OF SPILLED OL/FlEL TO THE ENNROMENT BAPS C236 WEER BARS THROUGH THE USE O'A LINER 9'LL TRAP QU OTHER MEANS l INSTALL ERE IS RUNOFF FROM C236 VE(TETATIVE FlLIRA77OU lF THERE IS RUNOF FRCVN THE CONSTRUCTION SITE,SEDIMENT SHALL BE REMOVED FROM THE RUNOFF. 17.MAINTAIN BMP'' WET WEATHER GRADING NOTES BMP''. MI BRUSH BARRIER TEE CONTRACTOR WILL PROVIDE INSPECTION AND MAINIVANCE OF THE CONSTRUCTED AIPs AND WILL ), THE CONSTRUCTION SEQUENCE SHALL BE M(A71FlEU TO MINMIZE ME AREA O'SOL EXPOSED,C232 GRAVEL FILTER BORN COMPLY FM TWO REMOVAL AT TEE END OF THE PROJECT. SEDIMENT C233 APT FEN(Y 2 EARTHEN AREAS THAT ARE SUSTECT TO CONTRIBUTING SEDBENIS WRING SRXM EVENTS AND MERE EARTHTE RELEASE LIE'SEDIMENT TO ME ENVIRONMENT SHALL PREKNIERN AT ALL 1MES THE FOLLOHINC IMPS ARE C236 VEGETATED STRIPS P BMP' C150 WTE&ALS ON HANG MOVEMENT I N07 ANTICIPATED FOR 48-HOURS SHALL BESTABLUffO USING THE FOLLOHING BIMI' C235 STRAW WATTLES 0160 CERTIFIED EROSION AND SEDIMENT CONTROL LEAD HYDROSEEDW A WAGING(4"THICK STRAIN OR COVERWNG DISTURBED AREAS AND STOCK PIES NTH PLASTIC 70 BE CONSIDERED THE MINIMUM PROTECTION A09NES C240 SEDIMENT TRAP SHEETING C241 TEMPORARY,SEOWENT TRAP 12.MANAGE THE PROECT 1. RE DISTIBUTON/7RACKMO QU MUO/SDIMENT ONTO ROADS FROM CONSTRUCTION EQUIPMENT/VEHICLES SHALL C250 CONSTRUCROV STORMWATER CHEMICAL IREAIMENT THE PROJECT SHALL BE MANAGED IN A COOPERATIVE EFFORT BY THE PROJECT MANAGER CONTRACTOR 3 WET WEATHER IESC MEASURES ILL BE EXPANOEO TO INCLUDE CONSTRUCTION AREA STABILIZATION, BE PREVENTED. THE COIIRUCTON SITE SHALL BE ACCESSED WA A ROCK CONSTRUCTION£MRANCE C251 CONSTRUCTION STORMWATER FILTRATION ENCITIM,,AND THE CITY INSPECTOR SITPPP,SHALL BE YODYIED WHENEVER IBM IS A CHANGE AT /EX1END COVSTRUCDON ENIRANCEE SEDMFT TRAP$AND ADDITIONAL SIT FENCE$IF NECESSARY. OPHER LAJDERLAW BY A GEO-TEXTILE FAARIC THE CONSTRUCTION ENTRANCE SHALL BE EXTENDED IF NECESSARY TO THE CONSTRUCTION SIRS THAT AS OF COULD BAYS d 9ICNIFIGAT EPIBLT ON THE DISCHARGE OF tOVDITIONS TEMPORARY EROSION SEIMENT CONTROL MS.FROM OCTOBER 1 TO APRIL JO NO SOY MAY PROVIDE ACCESS TO THE EMPLOYEE PARKING AND EQUIPMENT STAGING AREAS PRIOR TO LEAVING TE 5 STAIILZD SOILS, THE TO WAYBR3 OF SEE STATE. DURING 777E CONSTRUCTION EFFECT IF HE DSffiV GE O REMAIN EXPOSED FOR MORE THAN 2 DA7S ORIERWMSE NO SOIL MAY REMAIN EXPOSED FOR MORE THAN 7 DAYS CONSTRUCTION SIT[CONSTRUCTION EQUIPMENT /SEIMENT AND ALL /KHEANE SHALL&INSPECTED FOR MUD PROVIDE TEMPORARY AND PEURNAR SOR ATABRINA7NM7 941 ALL EXPOSED AND UNWORMBD 301LS 711TRII ARISE THIT CANNOT BE RESULPED ON SUE,CONSMUCHON ACTIVITY(OTHU THAN SWPPP MAINIMIRE) COVER DROSKINPRACTICES-DISTUTHED THE EOSIING K(ETATOd SHOULD BE LEFT UNDISTURBED HIEHE P059BLf TO UANT HIIEELS AND SURFACES ARE 10&BRUSIIED/G£ANm/WAS/f0 A$NECESSARY PRIOR 70 LEAl4NG DE THE PROJECT SITE.FROM OC70ffi 1 UNTO APRR BUT NO EXPOSED SOIL MAY REMAIN EXPOSED AND SHALL BE BAL78D AND THE CITY INSPR07UR AND THE PROJECT ENGINSSB ARE 70 BE CONTACTED AND SLOPES STEP THAN 227AREA5SHALLLL&STABLZED HE COVER49 WIN MALGIEDSOD,PLASTIC O R MATHS S 6M WITHIN SIOCAPILES OR CONS7RUCTON SITE.ADIEIKMULLY, RE EXISTING PAVEMENT OF ROAD SYSTEMS AO/ACTJi TO TE PROTECT UNWOREED FOR YORE THAN TWO DAYS,AFTER MAY 1,NO EXPOS®SOIL MAY RAGA'APOSEO AND INFORMED OF TIN SITUATION. HORS OF FORMATION.STRUCTURAL I RACTICS SILT FENCES AROUND TE PERIMETER NIL PREVENT SEDIMENT SITE WU-BE SWEPT DAILY WHEN SEIMENT IS]RACED CIF SITE UNWORATD IMa MORE THAN SEW DAYS LADEN WERE ACTIVE GRADING/S M PROGRESS THE DIRECTOR MAY EXTEND HE DEADLINE FOR SO& STAIUZA NON UPON DETERMINING HUT RE LNELIHOW OF EROSION IMPACTS I LOW BASED ON THE TYPE AND 2 COVER MATERIALS(LE STRAW,MULCH OR PLASTIC SHEETING SHALL BE SHINED ON SITE IN SUFFICIENT BMP'S: C150 RA CERTIFIED S ON NdAD ) BMP's: CI80 7APORARY AND PERMANENT SANDING C76o CERTIFIED EF09GW AND SEDIMENT OMNIROL LEAD AND OTHER QU FACTORS EXPOSED,SITE TOPOGRAPHY,RE COVERED!FOR MULCH SOD LLD CRITICAL AREAS AID LAKE$ QUANTITIES SUCH THAT ALL THAT IS RO EXPOSED EARTH CAN BE CSHALL ff COVERED PREVENT EROSION Ci21 MULCHING C162 SCBRDDMJNG CON OTTER FACIALS DISTURBED AREAS SMALL IN CORNED MITI IIZE S SOD,PLASTIC 04 MATING GRADING IMOE FROM TE AREA HINT I PROPOSED TO N DISTURBED SHALL R INTERCEPTED T BY NARY P ND C122 NETS AND BLANKE%S COVS'iiRl/CTCW SHALL BE TINED AND CCWWC7ED N STAGY IO MINIMIZE SO&EXPOSURE GIANNEL$AND CONVEYED ILA A IEVPORARY SEDIMENTATOJ POND.DISCHARGE FROM THE TEMPORARY POND CURE PLASTIC COYAANG 13, PROTECT ON-SITE BURS MU BE THROUGH A GRAVEL FLIER COTE 70 THE EXISITHD STORM SYSTEM. C124 SODDING 4. PAVE SHALL NOT AV DISTURBED EXCEPT FOR ACTUAL CONSIRUCTCW ACTVIIHS PARKING I ALLOWS ONLY ON ON LODE FULL DISPERSION, PR SION,G OPF BIDS USED U RUNOFF FROM ROOFS AND OTffi BARD 577RPAl'ES PAVED AND QU GRAVEL 9NFACS pT5 TOPSOUNG/COMPOSTING INCLUDE TOLL DLSPE240N,ROOF AMPS PULL 1NPNLTRATTON OR DLSPASIOX SYSTALS;P&RFORATBD / 3 THE P!A''IFD CONSTRUCTION ACTWIIES SHALL�EVALUATED ON A DAILY BASS TAKMG INTO COLSOFRAIKN ME POLYACRriAMIOE FOR SOIL EROSION PROTECTION THE LATEST NEATER FORECAST RE WEARER FORECAST SHALL DICTATE WETHER LARGE-SCALE EARTH CIJOSISPRAT CONNECTIONS RAIN GARDENS,AORSION. T SYSTEMS, 70 SITE FANNER,SHEET PLOW S SOUES S%AND CREAM?SH M1NG 9 LL IE ANC ORED INS MML&STABILIZED MIN PLASTIC SHEETING GIN SURFACE ROURACES DL4PAI70N,AND CONCEVTRdTED PLOW DISPERSION. 7ffi ARBAS'ON 777E SITE N BE USED FOR IEffi8 6-M& NINAND 1 THE SHEETING SULL RE ANGERED OF SHAD BAGS LOCATED 5-FEET APART RL THE AND IS WMM 6S UCH COMMENCE OR CONTINUE r PREH MOVING CXXNS DURING L CEASE AND ACTWED C131 GRADIENT C TERRACES RMP'S SHALL BE PROTECTED FROM SILTATION AND COJWACT70N DURING CONSJRUMON BY SEQUENCING RERIME AND WRFEET OR CENTER ON RE REMAINDER OF THE SEEETNG A WNIMUM OF 2-FEET OVERLAP IS AND IS ALL B ECOK TO C PHEI E REIGGI ALL EARTH OO TAI ACTMS SHALL CEASE CON EXPOSED pA0 DUST CONTROL REQUIRED FOR OVfl&,IPPID 9&E7S. EARTH SHALL&gL BED TO PREVENT EROSION.WILE RRECIRTAMXN PERSISTS THE CRY CONSTRUCTION THE GDASTRUCf/0N IN d FASHION 71l ASTALL THES'8 LIMPS AT THE UTTER PARE OF 1HE CONSTRUCTION ACTIVITY THAT SHALL&ALLOWED ARE THOSE ACTIVITIES REWIRED IO MAINTAIN EAT57MG fR090N CONTROL B PROTECT MOPES GRADING OPAUITONR BY EXCLUDING EQUIPMENT BOY THE BMP'S AND TEE ASSOCIATED AEELS,AND BY 6. WATER DISCHARGED FROM THE 97E HILL BE MONITORED FOR TIMIITY. ME MAXIMUM ALLOWABLE NEAYMS:MSTALL FEW EROSION CONTROL SAPS AS NECSSARY AND NON-ER09LW/SONDIT CFNERAING GUT AND FILL STORES SHALL BE PROTECTED FRW EROSIVE AND CONCENTRAM FLOWS UNIX FIERMMANONT COVER USING THE EROSION AND SEDIENTAIHN CONTROL BMP'S LEM BELOW ADDITIONAL RBQUERT EVES FOR 7URIDITY OF OIYHARGO WATER MLL BE 5 NTU OVER BACKGROUND. ACTWTE.S AND"AG 00Aff SYSTEM ARE IN PLACE PRDTtmo Tm BIAS NMI;0(DNb9RRt7TOR PROCSCS,mmc PUN(TTDNA619Y,An R®'1 iuc 7. WHEN RAINFALL IS HEAP ORINED AS RALNFALL HARD ENOUGH TO PRODUCE SEDIMENT RUN-OFF FROM FUNC7fONdG17Y,AND RR57DBING 1�UIYLTIONALIY ARE NEED d7'THE FINAL STAGE OF THE LDNSPRUO710N EXPOSED OR ALL EY EARDIWAPI(SHALL Ci COVERED.NO OTHER CONSiRUCiKXF ACTWTY SHALL 4. CONSTRUCTION ACTWTAES SHALL BE PHASED TO MMMIZE ME SURFACE AREA OF EXPOSED EARTH AT ANY BMP's' C110 7EAPOFARY AND PERMANENT SEEDING PROCASW AND ARE INCLUDE IN TO SPECIFIC BYP SSClFOAT IN VOLUME 9 Of TEES'MANUAL OCCUR KN PE�VIOUS SURFACES DURING RESE PERIODS CO HEAP FAIL OVEN TIE.THE CLEARNG/GRADING TWITS ARE IDENWO ON THE PLAN SHEET. C121 MEGING C122 NEIS AND&ANKEIS BMP''s C102:BUFFER ZONE B ALL DRAINAGE SWALES SHALL BE FULLY VEGETATED.SWAYS SHALL BE SODDED IF THE VEGETATION GROWNG N 5. SPECIFY LIMP FOR G.EAING PAVEMENT SURFACES AT THE END OF EACH WORKING DAY. 0123 PLASTIC COKING CIOL.HIGH VISIBILITY FENCE THE SWALE IS INSUFFICIENT TO PROVDE WATER QUALITY AND TO PREVENT EROSION OF THE SWALE, C124 SODDING CM NTRCEPTOR DIKE AND SWAiE C130 SURFACE RUA20AIG C201:GRASS LINED CHANNELS 9. FF TER FABRIC(GEOIIXPLE FABRIC)SHALL BE NSTALLED BENEATH THE ENTIRE CONSTRUCTION ENIRANC. CIJI GRADIENT TERRACES C207.-CHECK DAMS f0. r THERE IS A AIEASURABLf INCREASE IN THE NRIOIY OF THE RECEIVING WATER CREAMER THAN 5 NN$THE G200 INTERCEPTOR ONCE AND SNWF C20S TRIANGULARBRUSH NIT 9L7 DICE(LSD)(C£OTEXT/f-ENCASED CHECK DAM) WATER/N THE TEMPORARY SEDIMENTATION POND 9MML BE PUMPED TO UNISTWEED VEGETATION ON SITE CZOI GRASS-URS CHANNELS C231:BRUSHBARRIER C203 WATT BARS G2iY S&T FENCE M PIPE SLOPE DRAMs D234.•VEGETATED DRIP BMP NOTES: CONSTRUCTION DRAWING R W C205 SUBSURFACE DRAWS C206 LEVEL SPREADER ACKNOWLEDGMEN C207 CHECK DAMS 1. COVER PRACTICES, C208 TRIANGULAR SILT ARE(GEOUBLE-ENCASED CHECK DAM) THE DISIMG VEGETATION SHOULD BE LEFT UNDISTURBED MINE P069BLE TO LIMIT ER09NN DISTURBED THIS PLAN SHEET HAS BEEN REMENED AN ALUA70 FOR GENERAL AREAS SHALL BE COVERED WIN MULCH AND/OR MATTING.ST'OGCPII£S OR SIMS STEEPER THAN 2T COMPLIANCE NTH HE CITY OF AILING CODES AND ORDINANCES SHALL BE COIERFD NTH PLASTIC STATING HEIR IV PLAIT NTH SANDBAGS CONFORMANCE OFTHIS DESIGN ALL APPLICABLE LAWS AND REGULADONS IS THE FULL AHD RESPONSIANY ORE LICENSED DESGN BNGN&ER WHOSE STAMP SOMA HIRE AWSW ON THIS SHEET AD"OWEDGAENT OF DRAW RENEW DOS NOT WPLY CITY APPROVAL FOR CONS ACTIVITIES THAT REWIRE OTTER COUNTY STATE OR FEDERAL RE W AW APPROVAL TE PROPERTY ONO AND LICENSED DU ENGINEER SMALL LE RESPON98LE FOR THE ACCISIMN ANCE OF ALL APPLICABLE PERMITS AND/OR AUTHOIZAT WHICH MAY INCLUDE BUT NOT LWiED TO,,NSDFW HYi/RAIAIC T APPROVAL(HPA),*SEE N07KE OFWANT(AD),ANY CORP NEFRS FILL PERMITS AND THE REW/REMENTS OF THE SPECIES ACT. --dry ENGWEET BN ATE AL 1 PROJECT SURVEYOR: DATE REVISION/ISSUED PFN- PROJECT NO. NDWRARWY fiffy6l LLC200531 o� CASACADE LWIREAENGNEERIN&INC �'� GSG� D UNGENESS G'' AR WORKS F,z4�c°T P 0 BOX 326 AR[NCTON,WA 98223 425-435-5551 .casmdesuneyvq.can „N FULL DRAINAGE DwG cfy6ivf C3 P.O. BOX 177, SIL VANE, WA 9828E `ssRONAL ENs CALL E OUMRA THE CONIACIA?SHALL MI THE M AG9W O ALL TEE: 13601 852-5820 oo 4- a -WALL BE M07M WIHW A 7RU���ITME IOR TO (� ® ® NOTES EMAIL: macengineeringCCXl frontier. Sf u - ��-�E- THE START OF CONSTRUCTION. SW PPP i OT S OFS 2 4 YARD DRAIN 1/2"R 1p>Y' /\ W x. WIEET CATCH CIU BHJ(AND m.p) 2% R e"4. 2 STUB OUT FOR ROOF 12' - ---- n \/\ 2 +' EASEMENT AND FOOTING GRAIN 1 2" 9 - 4 4 2 3 2 LINE YARD DFAIN WITH LOT UNES CONNECTK)NS(TYP) a d 6. 5 ` SOLID DISC CG— (TYP) D/W CUT IS. I 2 4 SEE 1 2��• W DETAIL ICEMEN SEE NOTE 9 RELOW 2q• \y/ SIDEWALK 3 18" 14'MIN TYPICAL SECTION R=30' 42-MAX / TYPE 1 CURB k GUTTER \ 2 15' 12" / 12' 4 6 NOTES: / PLAN VIEWBut 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. �— ELEVATION VM Q 2. DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.DUMMY JOINTS SHALL BE 1/2'x 1-1/2'. T 1/It LIP 3. THIRD JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS.INLETS AND AT POINTS OF TANGENCY ON ( R=3D NOTES. STREETS,ALLEY AND DRIVEWAY RETURNS.MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT �/ FILLER SHALL BE 1/2"WADE AND CONFORM TO AASHTO DESIGN M213. O YARD DRAINS TO BE CONSTRUCTED FROM CONCRETE PIPE IN ACCORDANCE WITH ASTM C14 UNLESS OTHERWISE SHOWN ON THE PLANS OR NOTED IN THE SPECIFICATIONS. 4. ALL JOINTS SHAH BE CLEAN AND EDGED. aRI3 TRANSITION DETAIL O CUTOUT HOLE SIZE IS EQUAL TO OUTLET PIPE OUTSIDE DIAMETER PLUS YARD DRAIN WALL 5. CONCRETE SHALL BE CEMENT CONCRETE,CUSS 300D. THICKNESS S. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED ' O CONNECTION TO OUTLET PIPE TO BE MORTARED AND MADE FLUSH WITH INSIDE OF THE SECTIONS.. O WIDTH OF DRIVEWAY AT PROPERTY LINE. YARD DRAIN WALL ]. FINISH SHALL BE LIGHT BROOM FINISH. O 1/2-WIDE FULL DEPTH EXPANSION JOINT. ® CAST IRON BELL GRATE. FRS INTO BELL RECESS PAID EXTENDS FLUSH WITH FACE OF 8. THE FINISHED CURB SHALL BE SPRAYED WITH A TRANSPARENT CURING COMPOUND AND COVERED BY BE THE GRATE SHALL HAVE SLOTS(HOLES)THAT HEDCON TO AS 50 PERCENT OPEN AREA WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. Q FULL DEPTH EXPANSION JOINT IF tO IS 15'OR GREATER FOR DAMN GOVERN ET BELL POSITON.SURFACE SHALL BE FINISHED TO ASSURE NON-ROCKING FIT CURING TIME SHALL BE A MINIMUM OF 72 HOURS. ®DRIVEWAY TO BE SURFACED WITH ASPHALT OR CONCRETE. O WASHED DRAIN ROCK 8'MIN.THICK. 9. ALL CURB AND GLITTER SHALL BE PLACED ON A MIN OF 2.OF CRUSHED SURFACING TOP COURSE. O DRNEWAY CEMENT CONCRETE SHALL BE A MIN OF 6'THICK IN RESIDENTIAL AREAS,5-THICK IN COMMERCIAL AREAS,AND IS TO BE PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP © VMIES 12'OR 18"PER PLANS. 10.DUMMY JOINT 1/2'x 1 1/2"BETWEEN TYPE 1 CURB AND GUTTER AND THE SIDEWAIJ(. COURSE COMPACTED TO 95%MAXIMUM DENSITY. �ABri PDWK��� STMWARD DETALL t "'� D goeMt>•oeHB STANDARD ETA x DBP1T89m1'F P�MO 11oa� STANDARD DETAx DETAILS xwRP Wmaw STANDARD DETAILS xuuBER AIR emn. STANDARD DETAIL xuMBEx v®,eFt=STAND—ARDI ENT CONCRETE CURB AND g-1$O v®,� CEEIENT CONCRETE DRIVEWAY APPROACB R_220 v�t YARD DRAIN CONNECTIONS SD-130 P6 o CUTTER TYPE I Q of TYPE 1 +trygot 4- B NOTES: r-------- r--------� FRAME AND GRATE(OR SOLID COVER), 1. CONCRETE INLET TO BE CONSTRLICiED IN I SEE APPLICABLE STANDARD DETAILS ACCORDANCE WITH ASTM CA78 h CBAD UNLESS OTHER sE BNOWT'1 ON THE PLANS OR NOTED IN THE STANDARD 15 3 AIIN2" ^- C C 26-1/4-R SPECIFICATIONS.ALL CONCRETE SHALL BE CLASS 4000. 2. REINFORCING SHAH BE EOUNALENT TO J ` J WELDED WIRE FABRIC(WWF)HAVING A A MINIMUM AREA OF 0.12 SQUARE INCH PER es� FOOT.WWF SHALL COMPLY TO ASTM 097. WWF SHALL NOT BE PLACED IN KNOCKOUTS, DJU T SOLID BRICK USED FOR FINAL 6 ADJUS TMENT TO GRADE,8'HIGH MAX. 3. THE BOTTOM OF THE PRE-CAST 0.45E SECTION MAY BE ROUNDED. 4. PRE-CAST BASES SHALL BE FURNISHED 4 WITH CUi0UT5 OR KNOCKOUTS.KNOCKOUTSC 2 1 ` SHALL HAVE A W-THICKNESS OF 2•MIN. ALL DED SHALL BE INSTALLED IrvNFACTORYRY -------- FRONDED KNOCKOUTS.UNUSED KNOCKOUTS 1 NEED NO BE GROUTED IF WALL IS LEFT INTACT. C TmvmB\'� 5, TNOGKOUO CUTOUT HOLE SIZE IS EQUAL SECTION/ TO PIPE OUTSIDE DIAME TER ETER PLUS CATCH BASIN WALL THICKNESS.KNOCKOUTS MAY BE ROUND OR b'SHAPED PAID MAY BE RISER SECTION ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20'. 6. THE MAXIMUM DEPTH FROM THE FINISHED (D MATERIAL USED SHALL BE 21 26• GRADE TO THE PIPE INVERT IS 5'-0'. 1-1 2'YAIN 1-1 2" 1 DOCILE IRON PER ASTM-A536, MAN 05, ]. THE TAPER ON THE SIDES OF THE SEMON A-A GRADE 80-55-US WITH CLEAR GRACE COATTING. l PRE-CAST BASE SECTION AND RISER KING HOLES TO BE PROVIDED SECTION SHALL NOT EXCEED 1/2-PER 6 LOC 4 FOOT. 1 " 5 CASING AI ALLOW FOR TWO OIA STAINLESS STEEL, SOCK SOCKET HEAD CAP SCREWS.NO 8, FRAME AND GRATE W5DO BE IN / j j / j. PART OF SCREW WILL PROTRUDE ACCORDANSPECIFGLE WITH ONS.MAIWINGOSURFACCES SHALL �jjjj�/j�jj/j� ABQ'E GRATE. BE FINISHED TO ASSURE NON-ROCKING FIT //j jj j / ® GRATE TO BE USED WITH FRAME IcaON ONSTRUCTION DRAWING lEW & WITH ANY COVER POSITION. ACKNOWLEDGM SHOWN IN STD DETAIL SD-090. THISCOMPLIANCE PLAN E WT HAS BEEN OF ARCD EVALUATED FOR GENERAL 9. FRAME AND GRATE MAY BE INSTALLED WTH - / /- ® GRATE SEAT NC:8 INTEGRALLY LIANCE EO THE CITY DESIGN ARLI DN CODES AND ORDINANCES AA FLANGE DOWN OR CAST INTO RISER. C�pA05, CONFORMANCE OF THIS DESIGN ALL APPLICABLE LAWS AND 10.EDGE OF RISER OR BRICK SHALL NOT BE q © CAST POCKET LIFT HANDLE. ATIONS IS THE FULL AND TE RESPONSIBILITY OF THE LICENSED MORE THAN 2"FROM V£RTCAL EDGE OF N ENGWEER,KIOSE STA AND SIGNATURE APPEAR ON TNIS SHEET. CATCH WIN WALL SECrlON C{ ® NON-SKID DIAMOND PATTERN WEDGik'NT OF GOYS DON DRANNC REVIEW DOES NOT IMPLY CITY APPROX 2-1/2"x1"x1/8"HIGH OVAL FOR CINJS ON ACIIWBES THAT REQUIRE OTHER COUNTY, OR FEDERAL RENEW AND APPROVAL. THE PROPERTY OWE? LICENSED D ENGINEER SHALL BE RESPONSIBLEFOR7HfPRE-CAST BASE SECTION ISITION A OMPUANCE OF ALL APPLICABLE PERMITS AND OR (MEAsuREMENT AT THE TOP OF THE BASE) ORIZAR WHICH MAY INCLUD[BUT NOT LIMITED TO,WSDFW UIIC CT APPROVAL(HPA),WSDOE NOTICE 1T INTENT(NOI),ANY STANDARD DETAIL xuMBER wmAA+. STANDARD DETAIL NOMBER GYNEERS FILL PERMITS AND THE REQUIREMENTS OF THE D SPEgES ACT.CATCH BASIN TYPE I SD-020 vA: SOLID COVER SD-0$0 6 ICPROJECT SURVEYOR: DATE REW—Ass D PEN; PROJECT NO. CASAWE SURVEY k ENOINEMNG INC IV OB/OB/20 ISSUED M Cf 6 I L 425-4 32B DUNGENESS GIAR WORKS 200531 ARUNGTOyWA 98223 1�casctlevlrvey�g.tan P.O. BOX 177, SIL VANA, WA 98287 nTE c'avmacTOR SHALLvERm RTELocnnav a'Au FULL DRAINAGE DWG TELM !.?601 652-5820 "on y�qa u E RESETA T OF TD TRU cDNsmuc ay.AaNtrEs W QVFD CITY OF A RL INS T®N ®E TAIL S OF EMAIL: macenglneeringQfroniter.com Sle srABE NORC�OHsmucnaYreusavaBe RWf MORro NOTES: 13•cc I.MANHDIES TO BE CONSTRUCTED IN ACCORDANCE WRN ).FOR DEPTHS OVER 25'MAHOLE BASE SLAB DESIGN 3/4"DIA LIFT HOLE AASHTO M-119(ASTI C 4T8)UNLESS OTHERMSE SHOWN SHALL BE DESIGNED BY A SIHUCTURPL ENGINEER. 1/2"THICK WEB$ LOCKING HOLE w PLANS OR NORL N STPNMRD SPEGFMAIWT6. 8 PLACES (TYP)3 PLACES 2ALL RE FORCED CAST IN PLACE CONCRETE SHMJ.BE g.ALL INTERIOR AND EXTFAOR JO-TO BE GRUUTED (SEE GTNUi M ANDI 3n EAO. GROUT TO BE NIM 3/8'HIGH CLEATS AND 3/4'RADIUS CLASS 400D.NONBE CLASS 30 CONLL PR IN CHANNEL THICK MRHMUM AND J'EACH SIDE OF JOINT NNIMLIM. LETTERS AND SHELF SHALL BE GASS 3000.ALL PRECAST ST THEY MUST BE INSPECTED P-TO BAO-U- 3"RAISED LERERB • CONCRETE SWlll BE CLASS b00. 9.CORE...ONLY.HAMMERING KNOCKOUTS WILL 3.PRfGST et5F5 SWWL BE NRMSHEp WITH CUTOUTS. NOT BE ALLOWED.NOR-N-SELL FMTORY INSTALLED 2-5/16"TYP L 9 16'DI0. A 1.ALL BASE FEINFUR .STEEL SHALL HAVE A MINIMUM BOUT`'ARE ALLOWED. A A ROUND BAR PIED STRENGTH OF WOOD PSI AND BE PLACED IN THE U,MANHOLES W-T'DEEP MUST BE MT TOPS. GRADE 60 STEEL UPPER HALF OF THE BASE WITH 1•VNIMUM CtEMANCE. 5.CUTOUT HOE SIZE IS ELEVATION EQUAL TO PIPE OUTER 14'-t8 3/4"RIBS "�..ANNDUR PLUS B ."V WRKKE WMl RING AVD CWER THICIWGES 12"FO SEE M PIPE SIZE 5 12"FOR \ • RED REFLECTOR RED REFLECTOR M'MAMgLE,24'FOR /}--AGIl51MFM SECTION 54'MANHOLE. • `. MINIMUM WSTPNCE RUNG 1/2'D. 12• '4 BETWEEN HOLES IS 2f. ROUND BAR W(MVSURED ON THE IGRADE SO STEEL INSIDE OF THE PLAN "HOLE). B.MANHOE s12E `((E`'EN1R1CC"LEA PLAN OTHERWISE SPECIFIED) 12"IAA% ANCHOR PADS DEPENDS ON SIZES. tVL LOCATION AND e - 2-3/4•X 2" PON NIRABERS OF IK E` STI EPA PEAR SSE050 2l_3/4• WITH]/BbW.HOLE (\/�p, ,�J\/)\ DESIGN AND SIZE I6•�(g4• 51W 26-1/2" �.l I/2'GRACE 80 STEEL SAID w�pANiED gy SEE NOTE a f\" �� REINFORCING EAR(ASTM A-615) THE MANHOLE 1/8' 28-1/4' n SWPUER. PRECAST RISQt 23-J/4' - ' 1/2"DIA X 3" POLYP MMEEETS ASTM C-478Li I 1 SEC X NS ANCHOR bL4" R Ban SECTION A-A MAX.HOLE SIZE S 12- GROUT SEE FOR IB"MANHOLE,21' SEE SS-Ob FDR u•-I -<sEE SLOPE-1/2•/FT(TMP) 1'le NOTES: g_'B• .NOTES s e 6 ALROVc7 Tom. �� SHELF T cr cwNr¢L AND SHELF TO THE CROWN OF THE 5' 24' S' I.STEPS SHALL 8E STEEL REINroRCm COPaYMER POLYPROPYf.ENE PLASTIC CONFORMING Tb: BEE NOTE i P PE RBNFORCING SIEA(EDIT PRECAST x• (A) ASTL1 C 478 AND MSHTO M-199,MINIMUM HORIZONTAL LOAD SHALL BE 1500 L85. O 1',Y 1"••. RISE WITH INIECRAL RSER)GAS 50 N/FT IN EACH DIRECTION FOR 4B• SECTION A-A (8) ASTIN AB15 GRADE 60(REINFORCING STEEL BAR). MORFAR FLOE( aA 0.19 SO INAT IN EAM DIRECTION FOR Be DIA NOTES: (C) POLYPROPYLENE CONFORMS TO D-4101. BASE WITH NTEGRAL(BEER 2.MANHOLE STEPS SHALL HAVE MOWED SAFETY HAND GRIP.RED REFLECTORS ARE REWIRED. CRUSHED SUNFkQNG BASE COURSE 1.MANHOLE RINGS SWILL BE GRAY IRON CONFORMING TO THE REQUIREMENTS OF AASHTO M 105,GRADE 30B. 48' DEPTH IXA-6' '•"�1 I-6'MN. COMPACTED TD MN. 3.ALL FABRICATION DIMENSIONS INDICATED ARE MINIMUM. 54'IXA-e' �F 11._OJ_ 9B%OF STANDARD DENSRY 2.MANHOLE COVER TO BE DUCTILE IRONCONFORMING TO ASTM A M.OR 80-55-06 aYMPIC FOUNDAFY PART NO.MH30 OR APPROVED EQUAL 4.THE ENTIRE POLYPROPYLENE PLASTIC MATERIAL SURROUNDING THE REINFORCING STEEL BAR SHALL BE SEPARATE C0.5f IN PLACE RASE 3.LOCKING COVER TO BE USED IN ALL LOCATIONS,THE LID SHALL BE LOCKED DOWN WITH 3-5/8"S.S CAST MONOLITHICALLY.MINIMUM COVER SHALL BE 3/16-INCH. SIDE ELEVATION OR SEPARATE PRECAST BASE SOCKET HEAD CAP SCREWS. 5,STEPS SHALL�SPACED AT 12 INCHES. NOTE OR .STEEL SO IH/FT N EACH DIxfCTWN FOR 18'IXnA 4.RING AND COVER SHALL BE TESTED FOR ACCURACY OF FIT AND SHALL MARKED IN SETS FOR DELIVERY. g,LADDER SHALL BE INSTALLED IN ACCORDANCE WTM THE APPROVE°MANUFACTURERS RECOMMENDED 1.STEPS LOCATED IN RISER SECTIONS SHALL BE 6'. OJO SD IN/FT IN EACH MR--FOR 54•DM E.ALL CASTINGS TO HAVE A BITUMINOUS COATING. PROCEDURES. \TY OF oM[ ffidRi1BNi OP P11BI2C IDlliB STAt✓DARp DETAIL \TY p WTW ffiDBTI@A OP PO&AC IDQB STAIgARD DETAIL \TY 04, vw ffiMB1mYP OP POIDK iTOtlB AANWJm OETA6 \TY Op Wa BPdRM®'R OP PUeMC IORIS STAIOARO�(M ° •ANIWW STANDARD DETAIL xareER ° W/1IYa STANDARD DETAIL NIxeER ° •Nome. STANDARD DETAIL xwml ° •. •VNIr STANDARD DETAIL NI6IBER ®r xMNm MANHOLE TYPE I SS-010 ®e WW MANHOLE COVER SS-030 ®e .I.e. MANHOLE LADDER SS-O¢O �A®or NT•�W MANHOLE LADDER STEP SS-050 aGlNGtO AGVNG\O pCINGAO GCNGN THIRD SIDE SEWERNHOLL 8 IF THERE S NO THRU CHANNEL e" IN DMDERS 6•MIN DIWDERS g nP HOLE 3 2 FCW�AC�� I.l -T- g 3 1 1 BACKFlLL SIDE SEWER n I \t S�SEATER _ 3• 1 AIR°� 1 SEE NOTE 10 ?I n . $ . •Gge SLOPL -19f• it ZI 12"MIN . 12 �16 30'MAX SQ n lY MIN 2 DIRECTION OF ROW 22-3 PIPE ZONE MIN COMPACTw MAIN C1VM�' ELEVATION 3 10' ELEVATION BOX.MAX DENSITY 1 9 6' MIN BEDDING BUILT UP CONCRETE NOTES AND MATERIALS: CHANNEL DMDERS MATERIAL LIST: FOUNDATION MATERIAL 1 1 MIN COMPACTION O 2'CC SERVICE SADDLE W/DOUBLE STAINLESS STEEL STRAP. O UL-FM LISTED WASHINGTON STATE APPROVED REDUCED PRESSURE SACKFLOW AsEEMBLY INCLUDING TWO AS REQUIRED i i 90%MAX DENSITY O OUTSIDE 2"BALL VALVE CORPORATE STOP COMPRESSION WITH KEY FACING UP,MUELLER OR FORD ONLY. BALL VALVES,AND TESTS COCKS. J � O 2"NODE CTS CLASS 2.HIGH SERVICE PIPE(200 PS RATING)WITH STAIN LESS STEEL STIFFENER AND 0 THE PTEDROTECTIVE EN LOSUREOMUST BEI�PRONIDED WITH DRAI R RED NS AT BOTHI EATS OF THE BOTTOM SUFFICIENTLY 03SSLOPE J SEOt"10N SLOPE 10 GOUGE COATED COPPER TRACER WIRE WRAPPED AROUND THE PIPE AND ATTACHED ON BOTH ENDS. SQEp TO PROVIDED FREE CRAVi,Y DRAINAGE OF MAXIMUM DISCHARGE OF RELIES VALVE PORT(2'MIN). ©2"COMPRESSION ANGLE METER BALL VALVE(LOCKABLE). O 9O ELBOW WITH A CLOSE NIPPLE AND UNION ON VERTICAL. sl" O5 METER(SIZE AS SHOWN IN PI-AN)SHALL BE SHA BE INSTALLED BY CITY UTILITIES DMSIGN AT OWNER'S EXPENSE - NOTES: CIW WILL INSTALL ADAPTERS AT BOTH ENDS OF METER IF THE METER M NOT 2. CONSTRUCTION DRAWING VIEW 1.ALL BACKFILL MATERIAL SHALL BE PLACED IN 0.COMPACTION TESTS SHALL.BE AS REQUIRED BY THE ©METER BOX SHALL SE MIDSTATES PLASTICS(1730-18)W/SOLID DI LID WITH 1 3/4"HOLE FOR TOUCH UFTS NOT TO EXCEED 12 INCHES BEFORE Cm ENGINEER,BUT N NO CASE LESS TNAIN 2 TESTS READ PAD(TRP). ACKNOWLEOG T COMPACTION UNLESS AUTHORIZED BY THE CITY EVERY 200 FEET OF TRENCH(ONE AT SUBGRADE AND NOTES: ENGINEER DUE TO THE CHARACTER OF THE ONE AT 50%OF TRENCH DEPTH). OT 2"ARGUE METER CHECK COUPLING(LOCKABLE). ➢WS PLAN SHEfT HAS BEEN REVEKE D EVALUATED FOR GENERAL MATERIAL AND THE COMPACTING EQUIPMENT. 1. ASSEMBLY REQUIRES CERTFICATON UPON INSTALLATION AND RECERTFICATON ANNUAIIY,BY OWNER. COMPLIANCE WITH INC CITY OF TON CEDES AND ORDINANCES 5.IN-PLACE DENSITY AND MOISTURE CONTENT WILL BE O COMPRESSION x FlPT ADAPTER WITH PLASTIC PLUG. 2 THE ENCLOSURE MUST SHE INSGLLED ON A 4"THICK CONCRETE PAD. CONFORMANCE OF RILLS TH ALL APPLICABLE LAWS AND 2 MECHANICAL COMPACTION OF BACK FILL DETERMINED USING NUCLEAR METHOD,ASTM RE(YAADWS IS RE FULL AND RESPONSIBILITY OF THE LAMP MATERIAL SHALL NOT 6EGN UNTIL THE DEPTH 2922-Ti. 0 EXTEND SERVICE PIPE 10'BEYOND FROPENT'LINE AND AN ADDDIONAL 5'BEYOND EASEMENT LINE. 3. AN ELECTRICAL CUTLET MUST BE PROYiDEO. O£$KiN OF COMPACTED BACKFlLL MATERIAL IS 2 FELT E MMe MHOSE S AND SICVATURE APPEAR ON TWS SLEET. ABOVE THE TOP OF PIPE. 6.LABORATORY MAXIMUM DRY DENSITY AND OPTIMUM I 10 METER LENGTH BLANK STUB FOR A 2'METER,W-17-1/4'. 4. GUARD POSTS SHAE.BE INSTALLED IF LOCATED IN A TRAFFIC AREA ACgA7MEDGI�NT OF TON DRANNG RfV�"DOTS NOT ARY OFF MOISTURE CONTENT WILL BE DETERMINED USING THE APPROVAL FOR MW ACI WiES THAT Rfaff ORER COUNTY, 3.EACM LIFT SHALL BE MECHANICALLY COMPACTED MODIFIED PROCTOR METHOD IN ACCORDANCE WITH 11 r METER SETTER,FORD OR MUELLER. 5. ALL BRANCH CONNECTIONS SHALL BE LOCATED ON THE DOWNSTREAM SIDE OF THE ASSEMBLY. STATE 07 FEDERAL T REWEW AND APPROVAL RE PROPERTY OWTO THE REQUIRED DENSITY PRIOR TO PLACING ASTM D-1557. AND LICENSED SIGN 00NEER 91ALL BE RESPONSIBLE FOR THE SUCCEEDING LIFTS OF BACKF'ILL MATERIAL. PLAN f2 BYPASSES MUST BE HIGH BYPASS OR SDE-BY SIDE WITH ME METER. ACpXSRON COMPLIANCE ALL APPLICABLE PERAN7S AND O4 T.BEDDING MATERIAL SWILL BE W MINUS. 46"TYPE I OR II SEWER MMBgLE I . AUTHORI OARS WHICH MAY MRYUB&BUT NOT LIMITED 70,WSDFW HYDRA PREECT APPROVAL HPA MSIXE NOTICE IT IVWNi \TY O WIW D�ARI'1RNT OP PITBMC MORES SMXAIRD BETAD. \TY O •K ffiII11� PO�C IOA� WAN MID DETAA #1- - ffiARSIMQPUBVOIOB@ STANDARD DETAIL \TY O WAT ffiA6ll�l}OP POHTJC IOR6S OF ANY STANDARD DETAIL IxnA1ER ° "' .• •ANWA STANDARD DETAIL WIMBER ABT .avm STANDARD DETAILS .• ml.Nw STANDARD DETAILS srAN°ARD BnuL COR LNCINEERS FILL PERMITS AND TILE REa11REMENiS OF R#NUMBER NUM NGERED SPECIES ACT.2"AND 3MALLER REDUCED PRESSUREEATRENCH 3ECTION SS-I20 Tr MONITORING MANHOLE SS-130 NON-RESIDENTIAL WATER SERVICE W-050 'RG�r WHW�A (RPBA)2"AND SMsiTQR W-130 N DA E A Y PROJECT SURVEYOR: DATE PFN: PROJECT NO. CASACADE S VEY R N f INC. "em POBm ih C fi V6Ii Yff)Yi V61 11 CAMNGTONWA 9=3 4r-45-WI I WORKS 200531DUNGENESS EAR P.O. BOX 177, SIL VANA, WA 98287 ,fe�qg Rlf COVRACiiL4 51YAIL WRFY NE LOCATNAV a'ALL FULL DRAINAGE DWG TEL: (360) 652-5820 �ylg y�qQ URUMS PRIOR TO ANY CONSTRUCTION.Aovvm INVOLVED cs EMAIL: mecengineering(? frontier.com meSTRTNOINEDg1RIIHINAREAVNE PROP0 CITY OF ARLINGTON DETAILS OF CARLETTI ARCHITECTS P.S. architecture,planning,interior design LEGEND EXIT PLAN NOTES: LEGEND 116 EAST FIR STREET SUITE A 1. TRAVEL DISTANCE TO COMMON PATH OF TRAVEL<76'-0'PER 8 STEEL METAL BUILDING MAIN FRAME COLUMN.SEE MTL BLDG DWGS. MOUNT VERNON, WA. 96273 LED HIGH BAY CHANGE HUNG FIXTURE.24000 LUMENS.4K.157W TABLE 1006.2.1 IOKI ® 2. OVERALL EXIT TRAVEL DISTANCE�200'-0'FOR IF•1.81 OCC.WITHOUT EXIT DIRECTIONAL EMERGENCY EXIT SIGN HARDWIRE W/BATTERY BACKUP Phone: (360) 424-0394 SPRINKLERS PER TABLE 1017.2(OKI EXIT COMBINATION EXIT SIGN/EMERGENCY LIGHTING WITH BATTERY BACKUP Fax: I360 424-5726 ® SURFACE MOUNTED 1X4 LED FIXTURE.4000 LUMENS.35K.32W 3. (2)EXITS PROVIDED AND(2)ARE REQUIRED PER 1006.3.1.SINCE WE HAVE HARDWARE A 58 OCCUPANT LOAD. (OKI EMERGENCY LIGHTING W/BATTERY BACKUP HARDWARE LED WALL PACK,LITHONIA WDGE2 LED ARCHITECTURAL 4.WHERE 2 EXITS ARE REQUIRED WE HAVE MET THE REQUIREMENT THAT ® 100 CFM MIN EXHAUST FAN.VENT TO OUTSIDE Rye E STERED WALL SCONCE,4K.81W-4 TOTAL DARK SKY COMPLIANT THE EXITS DOORS ARE GREATER THAN 1/2 THE DIAGONAL DISTANCE IiECT ONEW EXHAUST FAN,150 CFM MIN.VENT TO OUTSIDE APART OF THE OCCUPANT AREA SERVED(OKI ❑DS DOWNSPOUT LEADER CONNECT TO TIGHTLINE 5. EGRESS WIDTH PER OCCUPANT SERVED 58 OCCUPANTS(PER COVER ❑FE 2A 1OBC SEMI-RECESSED FIRE EXTINGUISHER si pgSHMGTON SHEET)(.201 INCHES PER OCCUPANT(PER 1005.3.2 WITH IF•I d B) MAX 3000 S.F.75'TRAVEL DISTANCE(4A60BC 0 WAREHOUSE) OCCUPANCIES WITHOUT SPRINKLER SYSTEM 1 58 X 1.201-11.6 INCHES. LEGEND GEND WE PROVIDED(2) EXIT DOORS 156.36)•60 INCHES HB FREEZE PROOF HOSE BIB 1. ALL EXTERIOR SOFFIT LIGHTS 8 WALL PACKS TO BE 24/7 TIMER WHICH IS s 11.6 INCHES IOKI CLOCK/PHOTCELL. 6. INSTALL EXIT LIGHTS d FIRE EXTINGUISHERS SHOWN ON PLAN AND Q DOOR NUMBER SEE SHEET A-2.1 FOR SCHEDULE 2. SENSORS AND SWITCHES TO Be PROVIDED TO MEET CURRENT WSEC. AS DIRECTED BY THE FIRE MARSHALL VERIFY LOCATION OF MANUAL SWITCHES W/OWNER. O WINDOW NUMBER SEE SHEET A-2.1 FOR SCHEDULE A NEW BUILDING FOR: XXX ROOM FINISH TAG SEE SHEET A-2.1 FOR SCHEDULE DUNGENESS GEAR WORKS INC. 18021 59TH AVE NE 0 INTERIOR WALLS SEE WALL TYPES AND WALL SECTIONS FOR CALL-OUTS ARLINGTON, WA 0 EXTERIOR METAL BUILDING WALLS.SEE WALL TYPES 98223 6'STEEL PIPE BOLLARD A A 25'-0' 25'-0' le 8 6- A-4.0 A-4.0 OO - S 6 A p5 A 5 0 - F ifl O O _ E X I T x `` EXIT— — — — — — — — — — — — 1 O ® ® ® O _ E E " 20-405 JI Ia O O REVISIONS: 0 - 13A � _ - Y I PRODUCT 102 LY Nam ^ E > CO MON PATH — — ia,`98.0� O 1t a0 N ^' o m � PURLINS W/SAG d BAG o I Of INSULATION ABOVE OLIGHTING z SHEET TITLE: ® ® ® 1 s FLOOR PLAN �m I COMMON PATH. REFLECTED CEILING PLAN N.� g B .,... A-4.0 A-4.0 O ® ® ® ® O Wj' oF'D OM m m I ( I a • 7-1 �a m —————— — FEIL 0 � 5FO I 104 EXIT IT (4) DS S O 15'-4' 30'-6' PETER CARLETTI PROJECT ARCHITECT: 25'•0' 25'-0' 25-0' JENNIFER PEARSON DRAWN BY: i 75'-0' O A O O O 4 A O O 1 PETER BY: CHECKED A-4.0 A-4.0 JANUARY 20, 2020 DATE 20-405 FLOOR PLAN.DWG REFLECTED CEILING PLAN =� FLOOR PLAN =\ COMPUTER FILE NAME A � 2 . 0 COPYRIGHT 2020 CARLETTI ARCHITECTS.P.S. CARLETTI ARCHITECTS P.S. architecture,planning,interior design 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 0394 FINISH SCHEDULE Phone: I360) 424- Fax: 360 424-5726726 ROOM ROOM FLOOR BASE NORTH WALL SOUTH WALL EAST WALL WEST WALL CEILING NOTES: NO. NAME MAT'L FIN. NO. MAT'L FIN. NO. MAT'L FIN. NO. MAT'L FIN. NO. MAT'L FIN. NO. MATL FIN. NO. MAT'L FIN. HOT. ROOF NOTES: 101 OFFICE CONIC VRB FF VRB-1 GWB PAINT TBD GWB PAINT TBD GWB PAINT TBD GWB PAINT TBD GWB PNT 0'-0' saza E STERED 102 FINAL ASSEMBLY CONC GWB PAINT TBD GWB PAINT TBD EXPOSED STRUCT VARIES @S NEW 4'DOWN SPOUT SMOOTH FACED 103 MEWS RESTROOM SV FF SV-1 VRB-1 FF VRB-1 GWB PAINT TBD GWB PAINT TBD GWB PAINT TBD GWB PAINT TBD GWB PNT 0'-0' P-LAM ON WET WALLS UP TO 54',8'VRB DOWNSPOUT TIGHTLINE AS REQUIRED. IiECT 104 WOMEN'S RESTROOM SV FF SV-i VRB-1 FF VRB-1 GWB IN TBD GWB PAINT TBD GWB PAINT TBD GWB PAINT TBD GWB PNT 0'-0' P-LAM ON WET WALLS UP TO 54'.6'VRB 1. ALL ROOFS SLOPES ARE AS NOTED. 2. ALL ROOF OVERHANGS ARE AS NOTED. ZUA. 3. CONNECT ALL DOWNSPOUTS TO TIGHTLINES IASHINGTON AS REQUIRED.COORDINATE ALL DOWNSPOUT FINISH SCHEDULE LOCATIONS WITH CIVIL. 4. LOCATE ALL DOWNSPOUTS SO AS NOT TO INTERFERE W/WINDOWS OR DOORWAYS. 5. PROVIDE AND INSTALL STEP FLASHING AS REQ'D. 6. SIZE OF GUTTERS 8 DOWNSPOUTS TO BE A NEW BUILDING FOR: OVERSIZED WHERE NECESSARY TO HANDLE DUNGENESS GEAR WORKS INC. RAINWATER FROM VALLEYS AND ROOF SURFACES. 18021 59TH AVE NE 7. PLUMBING/ELEC./MECH.SUBCONTRACTORS TO ARLINGTON, WA PROVIDE/INSTALL FLASHING BOOTS AT ALL ROOF 98223 PENETRATIONS TYP. -r WINDOW NOTES: 1.ALL GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24'ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60'ABOVE THE A GUTTER WALKING SURFACE SHALL BE TEMPERED. A-a.o (GLAZING SUBCONTRACTOR TO VERIFY LOCATIONIS)OF ALL SAFTEY GLAZING.) 2.GLAZING SHALL BE TEMPERED IN AN INDIVIDUAL FIXED OR OPERABLE PANELS. O S O MEETING THE FOLLOWING CONDITIONS: DESCRIBED IN ITEM 1.ABOVE.THAT MEETS ALL THE FOLLOWING CRITERIA. o Al EXPOSED AREA OF INDIVIDUAL PANE GREATER THAN 0 SQUARE FEET. BI EXPOSED BOTTOM EDGE IS LESS THAN IS-ABOVE THE FLOOR. CI EXPOSED TOP EDGE GREATER THAN 36'ABOVE THE FLOOR. DI ONE OR MORE WALKING SURFACES WITHIN 36'MEASURED HORIZONTALLY 8 IN STRAIGHT LINE OF GLAZING PLANE. 3.REFER TO THE DOOR SCHEDULE FOR SIZE OF ALL DOORS WITH GLAZING. 4.SEE BUILDING ELEVATIONS FOR MUTTON AND DOOR PLACEMENTS O O 8 OPERABLE WINDOWS. S.ALL WINDOW SIZES ARE ROUGH OPENINGS AND SHALL BE FIELD MEASURED PRIOR TO FABRICATION. 6.U-VALUE OF ALL WINDOWS TO BE.38 OR BETTER,LOW E 8 THERMALLY BROKEN (SHADING COEFFICIENT TO BE.40 OR BETTER.( 20-405 O7.CONTRACTOR TO VERIFY ALL WINDOW QUANTITIES. A S.CONTRACTOR TO VERIFY ALL WINDOW SIZES 0.SEE SHEETS A-6.0 FOR WINDOW DETAILS 10.T•TEMPERED GLASS REVISIONS: WINDOW SCHEDULE NO. QTY. SIZE TYPE FRAME U-VALUE NOTES O O MAT'L. FIN. w D .38 INTERIOR DECORATIVE GRID A 3 8'-0'X 4'-0' FIXED VINYL WHITE J N WINDOW SCHEDULE RIDGE DOOR NOTES: 1.ALL DOORS TO BE 1 3/4'THICK. 2.VERIFY ALL R.O.AND JAMB DEPTHS PRIOR TO ORDERING. 3.ALL DOORS TO HAVE BARRIER FREE HARDWARE AS REQUIRED. 4.EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE R WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT. S.ALL GLAZING WITHIN A 24 INCH ARC OF EITHER EDGE OF DOORS AND WITHIN 18 INCHES OF FLOORS SHALL BE SAFTEY GLAZING AS REQUIRED BY IBC SECTION 2406.ALL SUCH GLAZING SHALL HAVE SHEET TITLE: PERMANENT IDENTIFICATION SAFETY GLAZING STAMP. 6.DOORS SHALL HAVE LEVER HARDWARE WHICH WILL PERMIT OPERATION ROOF PLAN BY WRIST OR ARM PRESSURE. 7.ALL DOORS W1 DGLE ACTION OPERATION BY HANDLE INSIDE AND KEY ON HE EXTERIOR > FINIDH/WINDOW/DOOR 8.FOR DOOR DETAILS SEE SHEETS A-6.0 0. ALL EXTERIOR DOORS ARE TO BE FULLY WEATHERSTRIPPED AND HAVE B --- ---------------------------------- .------------------ B ADA COMPLYING THRESHOLDS AND CONCRETE LANDINGS IOR a-°.° A-4o SCHEDULES SIDEWALK).EXTERIOR DOORS OPENING ON TO TRAFFIC AREAS ARE TO O BE PROTECTED BY PIPE BOLLARDS. A B DOOR SCHEDULE NO. SIZE DOOR LEAF FRAME HARDWARE IRATING NOTES 10 TYPE MAT'L. FIN. MAIL. I FIN. CLSR.I PANIC GRP. 1 3'-0'X T-O' A HMD PNT HMF PNT YES YES - LEVER HANDLE/KEYED LOCK/DEADBOLT MORTISED INTEGRAL/WEATHERSTRIP/THRESHOLD/SWEEP/INSULATED �q ` O 2 3'-0'X 7'-0' A HMD PNT TIMELY PNT LEVER HANDLE/KEYED LOCK s PETER CARLETTI 3 14.0'X 14'-0' B MTL PNT MTL PNT - - ELEC.OPENER W/CHAIN HOIST BACK UP.PROVIDE 120V.1PHASE. g OUTTER 4 14'-0'X 14'-0' B MTL PNT MTL PNT - - ELEC.OPENER W/CHAIN HOIST BACK UP,PROVIDE 120V.1PHASE. PROJECT ARCHITECT: 5 Y-O'X T-O' A HMD PNT HMF PNT YES YES - LEVER HANDLE/KEYED LOCK/INTERGAL DEADBOLT/WEATHERSTRIP/THRESHOLD/SWEEP JENNIFER PEARSON 6 Y-O'X T-O' A HMD PNT TIMELY PNT YES LEVER HANDLE W/PRIVACY LOCK.CONCEALED OVERHEAD CLOSER DRAWN BY: 7 3'-0'X 7'-0' A HMD PNT TIMELY PNT YES IBRUSHED ALUMINUM PUSH PLATE AND PULL HANDLE.STAINLESS STEEL KICK PLATES.CONCEALED OVERHEAD CLOSER PETER CARLETTI CHECKED BY: DOOR SCHEDULE DANUARY 20, 2020 DATE 20-405 FLOOR PLAN.DWG R O O F PLAN -` COMPUTER FILE NAME A � 2 - 1 COPYRIGHT 2020 CARLETTI ARCHITECTS.P.S. B A-4.0 CARLETTI ARCHITECTS P.S. architecture,planning,Interior design 116 EAST FIR STREET STANDING SEAM SUITE A MTL ROOFING MOUNT VERNON. WA. 68273 Phone: (3601 424.0394 Fax: 36011 424-5726 METTRIM. BUILDING GUTTERS 4WAS*GM ' t I AND DOWNSPOUT TOBB TAHOE BLUE VERTICAL METAL SIDING. COLO R 6 PARC HMENT T I EN A-6.0 A NEW BUILDING FOR: T.O.MAN DOOR DUNGENESS GEAR WORKS INC. .HORIZONTAL 18021 58TH AVE NE MTL 6'-0' ARLINGTON, WA 7 HORIZONTAL 98223 A-6.0 REVERSE BOX RIB 11 W/MATCHING _ TRIM,COLOR OLD - - ZINC GRAY T.O.FIN.FLR.0'•0' 8 A-6.0 NORTH BUILDING ELEVATION 1/4'•1'-0' 0 20-405 A REVISIONS: A•4.0 STANDING SEAM MTL ROOFING. COLOR COOL ----- ---- — - ------ TAHOE BLUE 5 A-6.0 WHITE VINYL WINDOW W/ — --- INTERIOR GRID B.O.WINDOW 14'-0' VERTICAL METAL 4 ET TITLE: SIDING.COLOR PARCHMENT A-6.0 FLOOR PLAN T.O.HORIZONTAL MTL TA.FIN.FLR.V-0' HORIZONTAL REVERSE BOX RIB PETER CARLETTI W/MATCHING PROJECT ARCHITECT. TRIM,COLOR OLD ZINC GRAY JENNIFER PC-ARSON WEST BUILDING ELEVATION DRAWN BY. 1/4'•1'-0' PETER CARLETTI CHECKED BY, JANUARY 20. 2020 DATE 20-405 FLOOR PLAN.DWG COMPUTER FILE NAME A - 3 . 0 COPYRIGHT 2020 CARLGTTI AROHITO0T8.P.B. O O O O A A'4.0 CARLETTI ARCHITECTS P.S. architecture,planning,interior design STANDING SEAM MTL ROOFING. 116 EAST FIR STREET COLOR COOL SUITE A TAHOE BLUE - MOUNT VERNON. WA. 98273 Phone: (3601 424-0394 Fax: 1360) 424-5726 eau E STERED ITECT /)♦T.O.OVHD 14'-0' _ PETER STALE WASMNGTON VERTICAL METAL- SIDING.COLOR PARCHMENT A NEW BUILDING FOR: r.o.MAN DOOR DUNGENESS GEAR WORKS INC. -o' 18021 59TH AVE NE ARLINGTON. WA 98223 T.O.FIN.FLR.0'-0' EAST BUILDING ELEVATION OO O O O 20-405 B A-4.0 REVISIONS: -- T.O.SAVE 20'-0' METAL BUILDING TRIM.GUTTERS AND DOWNSPOUT TO BE TAHOE BLUE VERTICAL METAL SHEET TITLE` SIDING.COLOR PARCHMENT FLOOR PLAN FINISHED FLOOR 0'.0' PETER CARLETTI PROJECT ARCHITECT: SOUTH BUILDING ELEVATION DRAWN BER PEARSON BY: 1/4'•1'-0' PETER CARLETTI CHECKED BY: JANUARY 20, 2020 DATE 20-405 FLOOR PLAN.DWG COMPUTER FILE NAME COPYRIGHT 2020 CARLETTI ARCHITECTS.P.S. 0 O O O O °°° O 1 2 CARLETTI ARCHITECTS P.S. A-5.0 A-5 0 a¢hltedure,planning,Interior design T.O. RIDGE 23'-4' 116 EAST FIR STREET 1 12 t2 t SUITE A MOUNT VERNON, WA. 98273 T.O.EAVE 20'-0' Phone: (360) 424-0304 Fax: (3601 424-5726 WHITE VINYL I I I E STERED WINDOWS ITECT 8.0.WINDOW 14'-0' � I I I PETER STATE WASHINGTGN GWB WALL A e'0 P-LAM WAINSCOT I A NEW BUILDING FOR: DUNGENESS GEAR WORKS INC. MTL.BUILDING BLANKET ARLINGTON, WA 18021 59TH AVE NE 3 INSULATION W.J-600 VRR V.B. 88223 T.O.FIN.FLR.0'-0'I _ 6'VRB 01 BUILDING SECTION 1/4'•1'-0' 20-405 OO O O REVISIONS: OVERHEAD DOOR--- TRACK I SHEET TITLE: i FLOOR PLAN SURFACE MOUNTED LIGHT FIXTURE GWB.PNT MTL. BUILDING BLANKET INSULATION W.J-600 VRR V.B. OVERHEAD DOOR —HORIZONTAL EMTL SIDING PER ELEV, P-LAM WAINSCOT a 6 PIPE BOLLARD PETER CA C p PROJECT ARCH TECT I EAST BUILDING ELEVATIO JENNIFER PEARSON DRAWN BY. 1/4'•1'-0' PETER CARLETTI CHECKED BY. JANUARY 20. 2020 DATE 20-405 FLOOR PLAN.DWG COMPUTER FILE NAME A ^ 4 . 0 COPYRIGHT 2020 CARLETTI ARCHITECTS.P.S. O � CARLETTI ARCHITECTS P.S. architecture,planning,interior design 116 EAST FIR STREET TYP ROOF CONSTRUCTION TYP. ROOF CONSTRUCTION SUITE A METAL STANDING SEAM ROOFING PER WALL SECTION 1/A-5.0 MOUNT VERNON, WA. 98273 24 GA. GALVALUME 0/ 0394 8 1/2' 'Z' GIRTS W/ Phone: I360360) 424-424-5726 Fax: R-19 BATT INSUL. COMPRESSED 726 J-600 VRR V.B. WRAP CLASS III MAX FLAME SPREAD 76-200 1429 E STERED ITECT PETER 5fAlE WASfNNGTON PRE-ENGINEERED MTL BUILDING MAIN FRAME A NEW BUILDING FOR: DUNGENESS GEAR WORKS INC. WHITE VINYL 18021 59TH AVE NE WINDOW ARLINGTON. WA 98223 TYP CONSTRUCTION 0 MTL BLG WALLS TYP CONSTRUCTION 0 MTL BLG WALLS VERTICAL METAL BUILDING SIDING SEE 1/A-5.0 0/ 8 1/2' Z-GIRTS W/ R-13 BATT INSULATION COMPRESSED J-600 VRR V.B. WRAP RESTROOM/OFFICE CEILING CLASS III FLAME SPREAD 76-200 3/4'PLYWOOD T&G GLUE & SCREW 0/ 2X4 WOOD STUDS 0 16' O.C. 2X1O'S JOISTS PER STRUCTURAL 0/ 0/ V GWB 5/8' TYPE 'X' GWB 20-405 T.O. FURRING 9'-0' -3011SUI��Clo�1 la REVISIONS: r�s�sa� MTL FLASHING CAP TO �Z^Z[ SkCSI{I 'f MATCH REVERSE BOX RIB IN Wh.U.s T.O. HORIZONTAL METAL WALL CONSTRUCTION VERTICAL METAL BUILDING SIDING 0/ 8 1/2' Z-GIRTS W/ R-13 BATT INSULATION COMPRESSED J-600 VRR V.B. WRAP WALL CONSTRUCTION 0 HORIZ MTL 0 CLASS III FLAME SPREAD 76-200 HORIZONTAL REVERSE BOX RIB 0/ 2X4 WOOD STUDS 0 16' O.C. 0/ 1Y GALV. FURRING CHANNEL 0/ Vie' GWB SHEET TITLE: 0/ VERTICAL METAL BUILDING SIDING 7 WALL SECTIONS 0/ 8 1/2' Z-GIRTS W/ R-13 BATT INSULATION COMPRESSED J-600 VRR V.B. WRAP CLASS III FLAME SPREAD 76-200 CONC. SLAB 5V CONC. SLAB F.G. OR PAVING PER STRUCTURAL 0/ 10 MIL (MIN) VAPOR BARRIER 0/ 4' CAPILLARY BREAK 0/ COMPACTED STRUCTURAL FILL T.O. FIN. FLR. LINE OF CONC. PETER CARLETTI PLINTH BEYOND PROJECT ARCHITECT: 8' CONC. GRADE BEAM JENNIFER PEARSON W/REINFORCING DRAWN BY: PER STRUCT. PETER CARLETTI CHECKED BY: CONT. CONC. FOOTING AND REINFORCING PER STRUCT. JANUARY 20. 2020 BEYOND DATE 4' PVC TIGHTLINE 20-405 FLOOR PLAN.DWG CONNECT TO STORM SEWER COMPUTER FILE NAME � WALL SECTION 3/4•=1-0• 2 WALL SECTION 3/4'=,-0• A - 5 . 0 COPYRIGHT 2020 CARLETTI ARCHITECTS.P.S. CARLETTI ARCHITECTS P.S. architecture,planning,interior design 116 EAST FIR STREET SUITE A MOUNT VERNON, WA. 98273 Phone: 13601 424-0394 Fax: NO) 424-5726 SSZG E STERED ITECT PIPER oveseAo 000lt STA. WASHINGTaI TRUM wmRI!J TRY DY°0GD DOOR rr TO1.1! a wI A NEW BUILDING FOR: PLOOR ODOR M FAUPPLD!R 2TtlTfw•mA ..STL ANGLe DUNGENESS GEAR WORKS INC. wNr.oN BI SIDM I'mAMNI aROR w r� eeT ED N TO cSn Sus 18021 58TH AVE NE APRax a LFeoDrN a BTIID ON ARLINGTON, WA RLOP! 98223 wi mm- AS RM APRON PeR SIR PLAN SLOP!OUT THICKENED GCR! SLAG ON BRAD! ERHEAD DOOR SILL SCALE: 1'=1'-0' 12"DIA. VENT NEOPRENE CLOSURE METAL SIDING SAVE GUTTER 24 GA. MTL CUT AND TAB HOLE IN OFFSET SADDLE �` - DOWNSPOUT STRAP 1/4-14 x 1 1/8"S.S. MECHANICALLY SEAMED FASTEN TO EAVE GUTTER THRESHOLD ACKER ROD/SEALANT ROOF STITCH FSNR STANDING SEAM ROOFING WALL PANEL WITH SEAL NIPPLE TO GUTTER METAL SIDING 20-405 AT 4"O.C. SLR VENT WALL STITCH FSNR CONNECTION WITH 1/4'DROP TO - AROUND PERIMETER BASE BEND TAB TUBE SEALANT EXT.MAX PER DOORASCHEDULIE OF BASE TO SECURE BOTH HALVES OF STRAP DOWNSPOUT NIPPLE 1/2'MAX SET INTO SEALANT REVISIONS: TOGETHER FASTEN IN _ EAVE GUTTER SLOPE 1/4' \ 1/8'/FT \ / 2 STRAPS PER C CHANNEL C CHANNEL 10'SECTION OF 3/16" x 7/8"TAPE DOWNSPOUT L TRIM MASTIC 4 X 6 SHEET METAL R-21 SIMPLE SAVER SYSTEM NOTES: AT PERIMETER DOWNSPOUT BOOT SMOOTH FACE D.S. CONC FOUNDATION DRIP FLASHING 1.12'CIA VENT CAN NOT BE INSTALLED CONNECT TO FASTEN TO DOWNSPOUT SEE STRUCT. AT THE RIDGE LINE OR IN THE FIRST NIPPLE W/3 POP SEALANT AND PURLIN SPACE OFF THE RIDGE. APPROVED OUT-FLOW RIVETS 1/2'COMPRESSIBLE BACKER ROD 2.FIELD LOCATE AND CUT OPENING JOINT FILLER W/ IN SEAMED SLR PANEL FOR _—INSULATION HORIZON 12 VENT RETAINER ASPHALT OR SEALANT HMF OPTIONAL 4'PVC. T SEE ROOF PLAN ASPHALT OR CIVIL SLAB HMD CONNECT TO TIGHTLINE FOR QUANTITY OF SLOPE PER CIVIL DOWNSPOUTS TYP. DOWN SPOUT TYP. DOWN SPOUT 8 EXT. DOOR SILLSCALE: 7 EXT. HMF JAMB @ 6 EXT. HMF HEAD @ SCALE: N.T.S. 9 SCALE: N.T.S. W D WALL SCALE: 3'=1'-0' W D WALL SCALE: 3'-1'-0' SHEET TITLE: DOOR PER SCHEDULE 5/8,GWB WALL SECTIONS WO STUD WALL PER PRE-ENGINEERED VINYL WINDOW PLANS MTL BUILDING WALL SEALANT ITYPI SYSTEM SOUND BATT V WD STUD WALL FRAMING W/SOUND BATT R-13 SAG AND BAG SHIM SPACE METAL PAN FLASHING W/ END DAMS. B.ROD 6 TIMELY FRAME SEALANT METAL SIDING NEOPRENE CLOSURE TIMELY FRAME METAL J TRIM PRE-ENGINEERED MTL METAL'L'TRIM BUILDING WALL R-13 SAG AND BAG DOOR PER DOOR SCHEDULE PETER CARLETTI METAL DRIP PROJECT ARCHITECT: SEALAN GWB EA SIDE TYP FLASHING JENNIFER PEARSON 46' 5/8,TYPE'X'GWB BASE DRAWN BY. BOTH SIDES. RAMSET ANCHORS PLAN DOOR SLAB'D.C. PETER CARLETTI CHECKED BY. TYP �INOW HEAD TYP WINDOW SILL � INTERIOR H.M.D. JAMB ��INTER_DOOR HEAD/JAMB TYP WALL pA EUARY 20. 2020 JAMB TO SCALE: 3'=1'-0' S A'_= 3'="�� SCALE: 3'•1'-O' L JAMB SIM TO SCALE: N.T.S. SCALE: 3'=1'-0' 20-405 FLOOR PLAN.DWG COMPUTER FILE NAME A - (8 . 0 COPYRIGHT 2020 CARLETTI ARCHITECTS_PS_ GENERAL NOTES-- -SUBMITTALS-- REINFORCED CONCRETE-- 1 DESIGN BASIS:Designed in accordance with the 2015 International 1 GENERAL:Provide PDF of all submittals to the Engineer.Allow two 2 STANDARD COMPLIANCE:All concrete work shall conform to ACI 301 a Building Code(IBC). weeks for review.Submittals will be reviewed for general conformance to and ACI 318-14 unless noted otherwise. 2 OCCUPANCY CATEGORY:II(per IBC Table 1604.5) the contract documents. Responsibility for adherence to the contract 3 SPLICES:All reinforcing steel lap splices are to be per typical schedule 3 DESIGN DEAD/LIVE LOADS documents lies solely with the Contractor,including but not limited to unless noted otherwise.All welded wire reinforcement lap slices shall be -Roof Dead Load:Per metal building manuf. dimensions,sizes,connections,and quantities. the greater of one space plus 2 inches or 6 inches,unless otherwise noted. -Roof Live Load:20 PSF Typical 2 CONTRACTOR REVIEW:Contractor shall review,mark,and stamp all 4 CONTINUITY:Horizontal reinforcing steel in walls and wall footings shall �A Rd F TT I ARCHITECTS 4 DESIGN SNOW LOADS ASCE l submittals before submittal to the Engineer. Unreviewed or unstamped be continuous around corners,same size and spacing.At intersections of ( ) submittals will be returned to the Contractor without review. ar+tivuIR STREET &plannfivo& walls or footings,extend all bars as far as possible into continuous element 116 EAST FIR STREET -Ground Snow Load:Pg=20 PSF 3 RESUBMITTALS:Resubmittals shall have all revisions clearly identified and terminate with standard hook. -Flat Roof Snow Load:Pf=14 PSF with"drawingclouds"and revision dates. KW shall not be responsible for SUITE A Po 5 CLEAR COVER:Provide clear cover from outermost reinforcing to surface MOUNT VERNON,WA. -Minimum Uniform Roof Snow Load=25 PSF(unreducible) review of any unmarked revisions. of concrete in accordance with the following: - 98273 Snow Load Importance Factor:Is=1.0 4 SHOP DRAWINGS:To include typical and unique conditions and all -Elements cast against and permanently exposed to earth:3"dr -0394 5 DESIGN WIND LOADS(ASCE 7-10) connections,shall be submitted to the Structural Engineer of Record for _Elements formed and exposed to earth or weather:2"clr(#6-#18),1 1/2" Phone: (360)424.5726 the following products prior to fabrication.Shop drawings shall clearly dr/p-r Fax: 360 424572E -V Components gust)=lad MPH/Exposure:C/Importance Iw p 1.0 demonstrate the Contractor's understanding of the contract documents. ( ) -- -- -Components&Cladding:Component and cladding-wind pressures to shall The following shall be considered minimum structural submittals for this -Slabs,Walls,Joists NOT exposed to weather or in contact w/ground:3/4" used for the design of exterior components and cladding(by others)shall project: clr(#3-#11) be determined in accordance with ASCE 7 and the IBC. -Beams,Columns(longitudinal,hoops,ties,stirrups,spirals):1 1/2"clr KI N G WO R KS 6 DESIGN SEISMIC LOADS(ASCE 7-10) -Concrete Reinforcing Steel(incl.wall elevations) 6 INTEGRAL COLUMN&WALL FOOTINGS:Where column footings are -Site Class=D -Concrete Mix Designs(confirm fc&fm prior to construction) shown integral with wall strip footings,transverse wall footing bars need not - STRUCTURAL Slab-on-Grade Jointing Plan continue through width of column footing. Longitudinal wall footing bars -Seismic Design Category=D/Importance Is=1.0 5 DEFERRED SUBMITTALS:Shall be designed by a Washington State shall extend continuous through column footing,in addition to column MENGINEERS -Ss=107%/S1=42% Licensed Professional Engineer.Submittals shall clearly indicate all loads footing bars per typical detail. Eno D"P" St, 0 360,714,6260 -Sds=0.77/Sd1=0.44 and reactions to be imposed on the foundation.Submittals shall include eeumOham,w sez26 www.w"9-work..="m all components and connections required to erform the work.Where the 7 ACCESSORIES:Provide all accordance,chairs,spacer bars and supports -Building System:Moment-resisting Frame Systems/Building Frame PP necessary to secure steel In accordance with ACI Code of Standard Systems Contract Documents indicate member or connection qualities and/or Practice. -. — -SFRS:OrdinaryMoment Frames&Ordinary Steel Braced Frames quantities,these shall be considered a minimum and remain the design rY 8 CHAMFER:Chamfer all exposed comers and edges above grade per the -Response Modification Factor Used:R=3.5 Steel ordinary moment responsibility c the component engineer to increase as required to satisfy Contractor. P �' load and deflection requirements.Deferred submittals shall include Axthelm Dungeness frames,R=3.25 Steel ordinary concentrically braced frames calculation set.Both the calculation set and all related shop drawings of 9 FORM STRIPPING:Do not strip forms until concrete has reached 7 QUALITY:Contractor shall ensure high standards of worksmanship the deferred submittal shall be sealed prior to submission.The Architect adequate strength. Gear Works throughout,with strict adherence to the contract documents and all shall forward deferred submittals to the Building Official where required. 10 SLEEVES/OPENINGS:Furnish and place all sleeves and openings as governing codes and standards. The following shall be considered Deferred Submittals on this project: shown on the drawings or as speed. 8 DESIGN RESPONSIBILITY:Kingworks is responsible only for the design -Metal building design&calculations 11 REINFORCING FABRICATION:All reinforcing shall be shop fabricated. 18021 59th Ave NE of the primary structural system as shown in the contract documents. 6 SUBMITTAL REVIEW COMMENTS:Engineer marks and comments on Exception:#3 or#4 bars may be field bent one time in any location,do not Design of all secondary structure or non-structural elements are by shop drawings and other submittals are a normal and expected part of the rebend or restraighten. Arlington,WA 98223 others.The metal building superstructure is a deferred submittal submittal process,and are not to be used as a basis for change orders 12 HOOKS:All hooked bars shall be a standard shop fabricated hook with engineered by others. except in cases where these marks result in or derive from substantial bend radii and length per ACI 318,UON. 9 DISCREPANCIES:Notify the Architect immediately of any discrepancies changes to the Contract Drawings.Time required to revise and resubmit 13 TESTING:Test cylinders shall be taken by qualified personnel according to between these notes,the contract drawings,the specification,or the any submittal shall be considered inherent to the submittal review process ACI 318-14 Section 26.12 governing code.The Architect shall reply in writing.Any related work and shall not be deemed a change order.If discrepancies are discovered performed by the Contractor prior to receiving a reply from the Architect is between the submittals and the Contract Documents(either before, 14 MEMBRANE:Provide vapor barrier(per arch/spec,10-mil min where not at the Contractors sole risk. For purposes of bidding,the most stringent during,or after submittal review),the Contract Documents shall govern otherwise specified)directly below slab-on-grade necessary. (above compacted fill), of the conflicting documents shall apply. and be implemented unless specifically directed otherwise. reinforce all seams and repair tears as necessary. 15 WEATHER PROVISIONS:Observe all ACI recommendations for hot or 10 VERIFICATIONS:Verify all existing conditions;verify all dimensions in or the field;verify architectural,mechanical and electrical openings for size, -SPECIAL INSPECTIONS,TESTING,AND STRUCTURAL OBSERVATION-- cold weather concreting cure slabs using approved curing compound location and number;notify the Contractor of any discrepancies, wet cure system per ACI recommendationss,,with special consideration for substandard existing conditions,or conditions not included in or contrary 1 GENERAL:A special inspection agency shall be retained by the owner to slag and fly ash concrete as appropriate. to the Contract Documents prior to shop drawing submittal or perform inspections according to IBC Chapter 17.The following scheduled 16 CONSTRUCTION JOINTS:All construction joint locations shall be construction. structural special inspection and testing regimen shall be cross-referenced submitted to the Architect for approval.Roughen joints to 1/4-inch e -` with the IBC and its referenced standards for more specific requirements minimum amplitude,remove all laitance.Soak joint continuously for 2 11 DRAWING COORDINATION:Coordinate the structural drawings with ~ r drawings from all other disciplines(including but not limited to Civil, and exceptions. Special inspection and test reports shall be submitted to hours minimum,then remove all standing water,immediately prior to z the Building Official,Architect and Structural Engineer in accordance with second pour.Unless noted otherwise,all reinforcing shall be " IBC 1704.2.4. spliced/continuous across the construction joints.Mechanical,and Electrical). 12 COMPLETED FORM:The structure shown in these drawings is designed to be stable and to resist the loads above only in a fully completed form. STRUCTURAL SPECIAL INSPECTION SCHEDULE- ANCHORAGE TO CONCRETE-- AL Contractor Contractor shall ensure that the structure is adequately braced and shored during construction for all temporary loads until all elements are in FREQUENCY REFERENCE(2015 1 MATERIALS(unless noted otherwise in the drawings) place,and shall ensure that temporary loadings do not exceed the STRUCTURAL ITEM (C=continuous,P=periodic) IBC Section,uon) -Concrete must cure for a minimum of 21 days prior to drilling any holes allowable capacity of any structural elements both before and after these 1 STEEL Per metal building 17.05.2 or placing post-installed anchors. PROJECT NUMBER: 19268 elements are in place. manufacturer -Anchor type shall be according to the drawings.All post-installed 13 MEANS AND METHODS:Contractor is solely responsible for site safety, 2 CRETE anchors installed in concrete shall have ICC-ES reports demonstrating REVISIONS coordination,procedures,construction methodology,shoring,bracing, -Re[nf Placement P(and prior to all pours) Table 1705.3 IBC compliance for use in cracked concrete and for seismic loading. sequencing,and all other"means and methods"of construction except _Anchor Placement P(and prior to all pours) Table 1705.3 Substitutions not permitted without written permission by the Engineer of ISSUED FOR PERMIT 2/26120 where specifically shown in the Contract Documents, Record. 14 PROTECTION AND BRACING:Contractor is solely responsible for the -Concrete Placement C Table 1705.3 -Pre-approved Epoxy for post-installed threaded rod or reinforcing in protection of existing buildings,utilities,streets,equipment,etc.during -Concrete Testing Per ACI 318-14 Ch.26.13 Table 1705.3 concrete base material:HILT[HIT-RE 500 V3 or Simpson SET-3G or construction. Provide temporary bracing and protection as required. 3 POST-INSTALLED Table 1705.3 DEWALT/Powers Pure110+. 15 SCALING:Do not scale drawings. See architectural drawings for ANCHORS -Pre-approved"Expansion Anchors"in concrete base material:HILT] dimensions,and notify the Architect of any discrepancies. -Epoxy or Adhesive C See ICC-ES report Kwik-Bolt TZ or Simpson Strong-Bolt 2,or DEWALT/Powers Power-Stud+ 16 ALTERATIONS:Any holes or other alterations to the structure which are Anchors Used in SD2. not specifically detailed on the Contract Drawings shall be submitted to Horizontal or -Pre-approved"Screw Anchors"in concrete base material:HILTI HUS-EZ the engineer for approval. _ Overhead Position or Simpson Titan HD or DEWALT/Powers Screw-Bole+. -Al Other Anchors P(except where C req'd by See ICC-ES report -Pre-approved"Powder Actuated Fasteners"in concrete base material: 17 LOAD COORDINATION:The design a all pre-engineered components Installed in Hardened ]CC-ES report) PP shall include provisions for precise locations and weights of all Concrete or Mason HILTI or approved equal,with diameter/type per the Structural Drawings mechanical units and other concentrated loads.Concentrated loads are r' (0.145.0 LON). not necessarily indicated on the Structural Drawings,and must be 4 SOILS& 1705.6,Table -Post-installed or Cast-in-Place Threaded Rod(Anchor):ASTM A36 coordinated by the General Contractor.The Contractor shall assume full FOUNDATIONS 1705.6,Geotech _Post-installed Reinforcing:ASTM A615 Grade 60 responsibility for coordination of weights,locations,hanger spacings, Report 2 EMBEDMENT:Anchor embedment in base material shall be per the methods of attachment and seismic bracing of all mechanical units, -Subgrade Adequacy P(beneath fill and/or Table 1705.E sprinklers,pipes,ductwork,and other miscellaneous MEP assemblies. foundations) drawings,which shall govern over the typical values shown below.Where - not otherwise indicated,provide embedment as follows: 18 MEP CONNECTIONS TO STRUCTURE:Unless specifically shown -Excavation Depth P Table 1705.6 -Epoxy to Concrete:Min Embed=12 x(Rod/Bar 0)for 5/8"0(#5)or SHEET TITLE: otherwise in the Contract Documents,all anchorage,support,and seismic _Fill Materials P Table 1705.E smaller,14 x(Rod/Bar 0)for 3/4"0(#6)or larger bracing of mechanical and electrical equipment,piping,ceilings,fixtures _Fi]I Placement& C Table 1705.E and other non-structural components shall be designed by a Washington -Expansion Anchor to Concrete:Min Embed=8 x(Anchor 0) State Licensed Professional Engineer and installed by the Contractor. Compaction -Screw Anchor to Concrete:Min Embed=9 x(Anchor 0) STRUCTURAL The engineer shall be retained by the Contractor,and the Contractor is -PAF to Concrete:Min Embed=1 1/4",Min Edge Distance=3" NOTES responsible for all associated engineering,component,and installation -SPECIAL INSPECTIONS,TESTING,AND STRUCTURAL OBSERVATION- -PAF to Structural Steel:Point of PAF shall penetrate through base steel costs.Design shall be per ASCE 7 Chapter 13. where base steel thickness is 1/2-inch or less.Where base steel thickness 19 DELIVERY,STORAGE AND HANDLING:All products shall be delivered, 2 STRUCTURAL OBSERVATION:Kingworks will perform Structural is greater than 1/2-inch,point penetration shall be 1/2-inch minimum. stored,and handled according to the Manufacturers recommendations Observations in accordance with IBC Section 1704.6 if/as required. These _Cast-In-Place Anchor:Min Embed=7"to top of embedded washer or and installation instructions.Protect all items from damage,moisture, observations provide intermittent checks of general conformance to the hook corrosion,or other deterioration before,during and after installation. design intent and are in addition to(not replacing)the third-party special 20 COPYRIGHT:These drawings,and all designs shown within these inspection regimen.It shall be the Contractors responsibility to keep the 3 INSTALLATION:Post-installed anchor hole diameter,drilling depth, Structural Engineer apprised of the general schedule of construction,such cleaning and installation procedure shall be in accordance with the current drawings,are copyrighted by Kingworks Consulting Engineers. that observations may be made at appropriate stages before significant Manufacturers Printed Installation Instructions(MPII)provided in the Duplication is not permitted without written permission. The designs structural components(such as reinforcing bars or framing members)are ICC/ES report.Holes shall be drilled with rotohammer equipment. shown herein are intended for this project only and may not be used on obscured. Core-drilled holes are not permitted unless specifically noted otherwise. any other project or for any other purpose. --REINFORCED CONCRETE-- 4 COLD-WEATHER INSTALLATION:Do not use epoxy or adhesive anchors outside of their rated temperature range.Contact the Structural --FOUNDATIONS&SUBGRADE-- 1 MATERIALS Engineer for alternate if the base material temperature may be less than 1 SOIL ALLOWABLE BEARING PRESSURE:1500 PSF per IBC 2015 -Required concrete strength"fc"shall be evaluated at 28 days(56 days 40 degrees during installation or curing. e" presumptive values(Table 1806.2) OK for fly ash or slag concrete). 5 CAST-IN-PLACE ANCHORS:Cast-in-place anchors shall have nut and Verifv Scale: -Conform to following concrete material schedule requirements. washer at embedded end,ION.Anchors shall be affixed to the form to �.�•a m +a rrn di.x IV— OK VERIFICATIONS:Verify sizes,slopes and locations of tunnels,electrical ,.rmwnn.�.. cells,pits,pipes,floor drains,trenches and floor recesses with --CONCRETE MATERIAL SCHEDULE-- Prevent movement during pouring,vibration,or Bette land shall not e stabbed"into wet concrete or grout.Verify adequate length of exposed architectural,mechanical and electrical contractors. DRAWN BY: BA thread to fully engage all attached work. 3 UTILITIES:Utilities are not to pass through or beneath footings, fc W/CM COARSE FLY SLAG TOT stemwalls,and other concrete work on grade except as shown in specific (PSI) (MAX) AGG ASH F.A.+SLAG 6 FINISHES:All anchors used at exterior,or where subject to moisture,or CHECKED BY: OH (MAX) where in contact with pressure treated wood,shall be hot-dip galvanized details. per ASTM A153 or stainless steel,including matching washers and nuts. 4 ALIGNMENT:All footings and grade beams shall be aligned as shown in PLINTHS/SLABS 3500 0.45 3/4" 0-25% 2050% 30%50% the drawings. FOOTINGS 3500 0.60 1-1/2" 0-25% 20-50% 30%-50% 7 REINFORCEMENT LOCATIONS:All post-installed anchors shall be 212612020 located to avoid drilling into reinforcement,unless specifically approved by DATE 5 FROST PROTECTION:Maintain minimum V-6"soil cover,measured -Cement:Type I or It per ASTM C150(Type III OK for precast) the Engineer. Reinforcement shall be placed with consideration for from finished grade to the bottom of the footing,for perimeter wall locations of post-installed anchors.Do not damage reinforcing during foundations and isolated exterior foundations. -Fly Ash:Class F per ASTM C618. drilling operations. 6 EXCAVATION SLOPE:Excavation slope shall not exceed that permitted -Slag: GGBF Slag per ASTM C989,Grade 100 minimum. C ■ 0 by local regulation,except as specifically approved by the geotechnical -Concrete exposed to weather shall have air entrainment of 6%(+/-1.5%). J engineer. -Reinforcing Steel:ASTM A615,Grade 60 typical(A706 for weldable bars) -Welded Wire Fabric:ASTM At 85 ®wov��9m ew:zoza NOTE 1.PROVIDE SLEEVES w/ID 2"LARGER THAN PIPE OD.CENTER PIPE AND WRAP w/COMPRESSIBLE MATERIAL. 2.ADJACENT PENETRATIONS THROUGH STEMWALL SHALL BE SPACED TO PERMIT 6"MIN REMAINING CONCRETE BETWEEN THEM.IF CLOSER PENETRATION SPACING IS REQUIRED,OR IF ANY TYP REINF REQUIRES INTERRUPTION,SUCH LOCATIONS SHALL BE CLEARLY INDICATED ON THE SUBMITTED REINFORCING SHOP DRAWINGS;THE ENGINEER SHALL REVIEW THE SHOP DRAWING FOR ADEQUACY AND ADD REINFORCING AS REQUIRED.FOR BIDDING PURPOSES ONLY,INCLUDE(2)ADD'L#4 x 6-0"ON EACH SIDE _ OF EACH MULTIPLE-PIPE PENETRATION. Q 3.FIGURE BELOW SHOWS ACCEPTABLE PENETRATION LOCATIONS THROUGH STEM OR BELOW FTG: NM CARLETTI ARcH17E( 1.'d'=FTG DEPTH PER PLAN OR SCHED 'LD'PER SCHED z z WALL AND 2.'S'PER CONTRACTOR BUT 2'-0"MAX SLOPE PER ARCH PLAN 0. FOOTING PER anCNL'ac¢Lrra&plannfiu HOOK STEM z 4 TYP DETAILS 116 EAST FIR STREET STEM VERTICAL BARS 2 x'S' 2^ SUITE A TYP SOG BARS, 1 1/2"CLR MOUNT VERNON,WA. - HOOKAS SHOWN 98273 O a Phone: (360)424 a a � Fax: 360 424-5-5 PLINTH AND a CONTBOT OFTG RETAINING WALL FTG a ROUGHEN JT a n CONT FTG PER TYP DTLS �• 1 i 4 y WHERE OCCURS L PER SN T - O KINGW REINF PER FTG SCHED,CONT QO STRUCI a (TRANSVERSE ANDDOWEL BARS - m PER PLAWALL N FTG "v - a 1 NOT SHOWN FORCLARITV,SEEDTL PER PLAN& z ENGINE ELSEWHERE) TYP DTL ,,I ' 2tMAX -_ 600 Dupont St,Suk,B FILL VOID w/CONC OR CDF 1 B"IIInOk^m,WA 9632E SLOPE SIDE OF FTG TYP.WHERE'W'IS LESS STEP IF SOIL WILL NOT THAN V-6",OK TO FILL w/ 4"MINA 4"MIN STAND VERTICAL L'- - GRAVEL OR SAND TYPICAL - ------ - Axthelm Dunge 8YTPPED WALL FTG _ SW Y ATO - Gear Works E 18021 59th Ave NE Arlington,WA 9822 STD HOOK FAR FACE OF 'LD'TYP WALL,MAINTAIN CLEARANCE PLAN NOTES: --- PER S7RUCT NOTES,TYP FOOTING SCHEDULE 1)DIMENSIONS PROVIDED FOR CONVENIENCE ---- R a ONLY BASED ON VP BUILDINGS PLANS DATED E SIZE DEPTH REINFORCING DESCRIPTION DETAIL REF a 11/6I2019.ALL DIMENSIONS TO BE VERIFIED BY 3'-0'k3'-0" 10" (4 EACH WAV SPREAD FOOTING 2/3-4.0da d CONTRACTOR PRIOR TO ANY CONSTRUCTION. 4'-6"x4'-6" 24" (6)#4 EACH WAY TOP&BOT SPREAD FOOTINGawi 2)STEP FOOTING AS REQUIRED FOR FROST DEPTH 6'-0"x6'-00 24"TYP CONCRETE REINFPER B/S-2.0 (8)#4 EACH WAY TOP&BOT SPREADI 1'-an S" (2)#4 CONT LONGITUDINAL CONT FOOTING 1/S•4.0 DEVELOPMENT/LAP a 'LD'TYP VA SPLICE LENGTHS NOTE 2 T C ( BAR SIZE TOP OTHER a EXTEND INTERIOR BARS NOTE 3) AS FAR AS POSSIBLE, �: ALTERNATE: l lz #3 12 IN. 12 IN. TERMINATE IN STD HK ----USE"L"CORNER \ F 4._BL D5 D4 D4 D1 ,�SS/ONAI-ENS BARS AS SHOWN \fit/, - - - - - #4 16 13 CLEARANCE PER SN, O O.0 TYP 20 #5 20 18 F8.0 F1. F8.0 F3.0 I #6 24 19 � III PROJECT NUMBER: #7 40 31 #B 50 38 #8 HAIRPIN AROUND I +17 ANCHORS,TYP 4 PLACES F3.0� REVISIOP DOUBLE CURTAIN SINGLE CURTAIN __ ___ _ PMENT LAP LIC NOTE D � D2 ISSUED FOR PERMIT ATED VALUES ARE BASED ON GRADE 60 UNCOATED N42E ICING BARS AND 3500 PSI NORMAL WEIGHT CONCRETE. 1)MAINTAIN CLEAR COVER REQUIREMENTS PER SN. F4.5 -c.SPACING MUST BE 6"MIN.AND COVER MUST BE 1.5"MIN. 2)HOOKS MAY BE LAPPED ONTO PRIMARY BARS AS SHOWN OR BENT BARS ARE DEFINED AS ALL HORIZONTAL BARS WITH MORE DIRECTLY ONTO BARS(SHOP BENDS ONLY FOR#5 AND GREATER). INCHES OF FRESH CONCRETE CAST BELOW THE BARS. 3)STANDARD HOOKS MAY BE ORIENTED IN ANY DIRECTION. TYP CONC WALL AND FTG REINF @ )NC LAP SPLICE LENGTHS CORNERS4 .0 AND TEES _ _ __ _ F3.0 D -- I------------- ----------- - - - -- - - �/ D2 F-JTHICKENED 02 F4.5 S 5-1/2"SOG w/ LAB EDGE AT ) NOTE 18"O/C EA WAY � COLUMNS,TYP ; 1.PLACE CONTROL JOINTS AND CONST JOINTS AT NO MORE THAN 12'-0" O/C,EW.ALIGN JOINTS WITH COLS AND SLAB CORNERS WHERE POSSIBLE. CONT H REINF FLOOR LEVEL PER ARCH 2.CUT CJ's AFTER CONC HAS SUFFICIENTLY HARDENED TO PREVENT PER TYP DETAILS SPALLING OR TEARING BUT NO MORE THAN 12 HOURS AFTER POUR. c GRADE PER ARCH 3.SUBMIT A SLAB PLAN SHOWING CONTROL&CONSTRUCTION JOINT DOWEL PER TYP ADD'L(2)#6 EA BUILDING SHEET TITLE: LAYOUT AND POUR SEQUENCE FOR APPROVAL. DETAILS APPROVED FILTER 4.THE SUBGRADE SHOWN ABOVE SHALL BE THE MINIMUM REQUIRED 4 -� FRAME,TYP w/PLMIN LAP i SASE -> 1/%' <:• FABRIC AND DRAIN AT ANY LOCATION,AND SHALL BE INCREASED OR MODIFIED AS (2)#4 CONT,3"CLR �5-4.0 LENGTH(r�SPLICES. TERMINATE w/STD HOOKS F O U N DAB III RECOMMENDED IN THE GEOTECH.REPORT, a o TYP AT GRID 4 ROCK PER TYP DETAIL a 5.SEE SPEC AND ARCH/MECWCIVIL DRAWINGS FOR SLAB EXTENTS, BETWEEN F3.0 ! PLAN ANI -I ,,�`,i;"�• "'.'+'''•t�; z SLOPES,STEPS,DRAINS,ELEVATIONS,CHAMFERS,FINISHES AND COLUMNS z OTHER RELATED INFORMATION.MAINTAIN MIN THICKNESS PER PLAN 12'MIN THROUGHOUT. I �+ _ _ _ -__-- h - DETAILS ET IIL S 6.WHERE SINGLE PENETRATION(OR COMBINED GROUPING OF d - /-1 4 MULTIPLE PENETRATIONS,SUCH AS AT GROUPS OF PIPES OR III D2 L1 03 CONDUR)LARGER THAN V-10"ANY DIRECTION,PROVIDE ADD'L#3 EA TYP PLINTH AT GRID 4 RETAINING WALLS(6 PLACES a INVERT SIDE EXTENDING 18"MIN BEYOND THE PENETRATION EXTENTS. CONCRETE _' z 7.AT INT CORNERS,PROVIDE(2)ADD'L#3x36"@ 2"O/C,PLACED AT 45- WALLIFTG PER PLAN - PER 3/S-4.0 ( ) 4"RIGID ABS PERF PIPE 1L-' " S DEG AND 2"CLR TO THE INT CORNER OF BOG. AND TYP DETAILS OR DRAIN TILE -2 MIN-' BOT Nt 8.SIM AT EXT SOG'S/SIDEWALKS AROUND BLDG,EXCEPT OMIT VAPOR -1 I OF DRAIN BARRIER,REDUCE CJ SPACING TO 10'-0"O/C MAX,PROVIDE AIR PERIMETER FOUNDATION DRAINS ENTRAINMENT PER SN. 1'-(or,MIN -INVERT MUST BE BELOW FLOOR LEVEL. -BOTTOM OF DRAIN MUST BE BELOW BOT _� OF BASE. TYP THICKENED SLAB EDGE N3- - ---------- ----- _-_-___-_-__ TYP CJ:'T74(1 1/2"MIN)DEPTH SAW u'S4.0 D2 CUT OR FORMED SLOT.CUT AFTER I VerIty Sct CONCRETE HAS SUFFICIENTLY TYP AT GRID 4 a^ozmtxu"e tnx,m I PIPES MUST DISCHARGE BY GRAVITY OR MECHANICAL MEANS TO HARDENED TO PREVENT SPALLING TYP REINF RETAINING WALL 'PROVED DRAINAGE SYSTEM THAT COMPLIES w/THE INTERNATIONAL OR TEARING BUT NO MORE THAT 12 PER PLAN CONT 1 1/2"x2"KEY •LD' COLUMNS,6 BING CODE. HOURS AFTER POUR�� OR ROUGHEN - -y PLACES UM SLOPE FOR DRAIN PIPE RUNS IS 0.25% _ _ )T CONNECT FOUNDATION DRAIN SYSTEMS TO RAIN LEADERS OR 773 CLR z PER SCHED I - F8.0 F1• - F8.0 F4.5 DRAWN BY: BA I SPOUTS. a Z` �,J CHECKED BY: CH IDE APPROVED CLEANOUT3 FOR ALL DRAIN PIPE AT ENDS, TYP CONTROL JT � F I T _ _ _ _ _ _ _ -J L _ _ _ _ _ _ _'J L.----_ - BL ERS,AND NO MORE THAN 120'-0"ON CENTER. AND SUBGRADE a w -- IVIL DRAWINGS FOR GRADES,DISCHARGE POINTS,AND OTHER --- D D4 D4 Di 2/26/2020 TS.ALSO SEE GEOTECH REPORT FOR ADDITIONAL REQMTS. '''••" VAPOR BARRIER �- IT A FOUNDATION DRAINAGE PLAN TO THE ARCHITECT FOR REVIEW. II� PER ARCH 1-L `CONTINUE 50%OF 2 m DATE ASE MATERIAL SHALL CONSIST GRAVEL OR STONE WITH SUBGRADE PREP PER SN& - 10"MIN CAPILLARY BREAK SLAB REINF THRU JT LN �'NOTE 2 3�0 A THANHAN 10 10%OF MATERIAL PASSING THROUGH A NUMBER 4 SIEVE. GEOTECH 1 TYP CONSTRUCTION JT S )UNDATION DRAINS n TYP SLAB-ON-GRADE DETAILS FOUNDATION PLAN 0 O ,AH:.17TI ARcHITEc-rs P.S. hkeaure A pknding 116 EAST FIR STREET SUITE A MOUNT VERNON,VIA. 98273 Phone: 360 424-0394 Fax: 360 424-5726 KINGWORKS STRUCTURAL ENGINEERS 600 Dupont St,Svit.a 360.714.8260 Be nOM1 WA 98225 www.king-wO,ks.com Axthelm Dungeness Gear Works 18021 59th Ave NE Arlington,WA 98223 WALL PER BUILDING MFR Q 'G� ti SOG/DOWELS PER PLAN . (2)#4 CONT AND TYP DETAILS PROVIDE VERTICAL ° SS/SAL CONTROL JOINTS IN WALL AT 20'-0"O/C MAXV� ROUGHEN PER TYPICAL DETAILPROJECT NUMBER: 19268 4 H BARS @ 12"O/CGRADE PER 84 V BARS @ 12"O/CREVISIONS ARCH/CIVILENTERED IN WALL JOINT OR FORM 1 ISSUED FOR PERMIT 2/26/20 /2"X3"CONT KEYWAY _ (3)#4 BARS CONT #4 TRANSVERSE \ BARS @ 12"O/C, D 3"CLR - CENTERED IN FTG RAINAGE BV OTHERS -- -- SUBGRADE PREP PER GEOTECH REPORT n GRID 4 RETAINING WALL SECTION LJ 3/4"=1% 4 SHEET TITLE: BL COLUMN,ANCHOR HAIRPIN WHERE INDICATED/ DIAMETER O, �ON PLANS,AS CLOSE TO C\ CL COL FOUNDATION BASEPLATE,8 / ANCHORS AS POSSIBLE DETAILS g-0• WALL PER MFR // BOG&REINF 1 1/2"CL PER PLAN COLUMN,ANCHOR DIAMETER BL I T CORNER WALL SLAB DOWELS PER PER ARCH WHERE OCCURS &BASEPLATE PER MFR WALL FRAMING PER TYP DETAILS MFR/ARCH d bCLR #6 HAIRPIN WHERE 2"CLR INDICATED ON PLAN\ 1 1/2"CLR p #4 CLOSED TIES INTENTIONALLY ROUGHEN 4w WO/C IN TSE w/ ____ JOINT TO I/4"AMPLITUDE WALL FRAMING DBLA563 NUT m@a4 (3)WITHIN TOP 5" GRADE PER CNILIARCH PER BUILDING MFRw/F436HER,STD w DOWELS PER-WASHER,TYP A S PER AL N ' 0"SQUARE _ TYP DETAILSBARS PER PLAN AS INDICATED ON PLANS — WALL FTG BEYOND PER z F p a Verifv Scale: BOG PER PLANTVPDETAILS.RUN WALL z AND TYP DETAILS 1L REINF CONTTHROUGH p O GRADE/PAVINGINTENTIONALLY 2"CLR A A. 1 f r } a PER CIVIL/ARCH dl ° ROUGHENALLY TO -I SPREAD FTG,TYP z wm ° NOTE: d ° 1/4"MIN AMPLITUDE UNO o TYP BOG BARS - BALANCE OF a (8)#6 VERT.BARS, _ O #4 V @ 16" PROVIDE VERTICAL DRAWN BY: BA DETAILS PER TERMINATE w/STD HOOKS d' `--- w/(2)#5 H @ TOP OF SLAB CONTROL JOINTS IN WALL CHECKED BY: QH 4/S-4.0 INTO BOTTOM OF FTG m -9' _ AT 20'-0"O/C MAX PER a °a 4 d #4 CLOSED TIES @6'O/C TYP TYPICAL DETAIL - --- ---- (MIN 3 PER PLINTH).TERMINATE FOOTING AT FRAME COL, 2126/2020 -III "C- ° SHOWN OOKS INTO WALLS AS 12z(ROD 0)EMBED MIN REINF PER - a CUR PER PLAN.CENTER DATE THICKEN FOOTING SCHEDULE FOOTING ON METAL AT SPREAD FOOTING CONDITION (2)#4 IC CENTERED _ PER PLANS,PROVIDE REINF PER WALL AND REINF PER LOCALLY AS REQUIRED BUILDING COLUMNS IN FOOTING SCHED.CENTER SPREAD FOOTING PLAN AND TYP DETAILS TO MAINTAIN 3'CUR DBLA563 NUT It F436 STD PER SCHED ON METAL BUILDING COLUMNS. WASHER,TYP � ' GRID 4 PLINTH AT RETAINING WALL TYP FOOTING AT COLUMNS PERIMETER S-4 . 0 00LUMNS n STEMWALL rl TYP FOOTING BETWEEN COLUMNS L J 1"=1$" L J 1"=V_0" •om+na lnv:z6zo PLANTING LEGEND GENERAL NOTES _ rREEs c_ BOTANICAL rvAME COMMON NAME sizE 1. ALL WORK SHALL BE PERFORMED BY PERSONS FAMILIAR WITH THIS KIND OF WORK _ INS Imim Immi AND UNDER THE SUPERVISION OF A QUALIFIED FOREMAN. " ' 1I I I I Imin I I I Imin L 1 111 1111111110 1 I mim I I mmi I I=I I mmi I I mmi I I mim f L 1 L HRAJUN s Fmxinus emea ana'JunBl ger'TM A.-P"mle W eA z c" 2 ALL PLANT MATERIAL SIZES AND QUALITY TO CONFORM TO AMERICAN ASSOC,OF w I PIN Gle Plnw pery flore'Ga a apareae wane PLa 6'Hi. NURSERYMEN,AMERICAN STANDARD FOR NURSERY STOCK,MOST RECENT z I PUBLISHED. W I ZE GRE 2 zaI wa.a rele Green vase Green va sawearzalko a 2• 3. PLANT LOCATIONS ON THE PLANS ARE DIAGRAMMATIC AND MAY BE SUBJECT TO I BHRDBB CODE ow-BOTANICAL NAME COMMON NAME ERE ADJUSTMENT IN THE FIELD BY THE LANDSCAPE CONTRACTOR. Qi O BER AT3 3 Berberla inunberyii'AVopurpuree Nana' Dwad RealeafJapaneea Bamar:y z pal. 4. ALL PLANT MATERIAL SHALL BE OF NURSERY STOCK AND SHALL BE OF THE TYPE, = I , cna SIZE AND CONDITION SPECIFIED.THE PLANT MATERIAL SHALL EXHIBIT NORMAL c-Ge a maaaypaaa ebWsa'crecei: slaAaar Himu crp:eae seal_ HABITS OF GROWTH FOR THE SPECIES,SHALL HAVE BUDS INTACT AND SHALL BE ® HEB Aur FREE OF DISEASE,INSECTS,SCARS,BRUISES,BREAKS,SEED AND WEED ROOTS. I 12 Hebe x'AUWmn Glory' Autumn Glary Heee 2gal. r••+k 5. SEE NOTES THIS SHEET FOR TOPSOIL DEPTH AND SPECIFICATION. I (� LON M03 3 Lonicem piloeb'Mosa Green Moss Green Honeysuckle 2 pal. ® s 6. SEE SPEC THIS SHEET FOR BIORETENTION SOIL MIX.BIORETENTION SOIL MIX TO BE PRU OTT Preaea laaraxaa�a'D.Lpy wykew-.1 2pal. PLACED AT A MINIMUM DEPTH OF I2"IN THE BOTTOM OF THE BIORETENTION. ° I PERENNIALS CODE a, BOTANICAL NAME COMMON NAME sae 7. MEDIUM BARK MULCH IS TO BE INSTALLED AT ALL NEW PLANTING AREAS WITH A O HEM YH2 15 Hemar Ifax Hybda Deylily leak MINIMUM OF 2 INCHES. AV DEN a Ia rd. aamam French-rd., psi. 8. ALL TREE PITS AND LANDSCAPE BEDS SHALL HAVE PLANTING BACKFILL AMENDED WITH A TRANSPLANT AMENDMENT(SUPERTHRIVE OR EQUAL)AND WETTING AGENT caouNo covERs GOOF Ow BornNICAL NAME COMMON NAME srzE (TERAWET OR EQUAL)APPLIED AT MANUFACTURES RECOMMENDED RATE. ❑ ARD J- u AmmsWpnyasa e-arei Iannikmmnk 6' 9. LANDSCAPE CONTRACTOR SHALL VERIFY LOCATION OF ALL SITE UTILITIES PRIOR TO LANDSCAPE IMPLEMENTATION.PLANT LOCATIONS MAY BE ADJUSTED TO AVOID CONFLICT. SODISEE2 CODE c11' BOTANICALNAME COMMON NAME SIZE ❑i 10. LANDSCAPE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT GRA ENM 1,53],712 ai G2ss Lev Orow Lawn sees Mix Locally Proven Lawn Mk saes EXISTING SITE IMPROVEMENTS,PAVING,WALLS,AND UNDERGROUND UTILITIES. DAMAGE SHALL BE REPAIRED TO THE OWNER'S SATISFACTION AND AT NO ADDITIONAL COST. - -- 11. PLANT COUNT IS FOR THE CONTRACTOR'S CONVENIENCE;IF THERE IS A NOTES FOR LAWN GRASS AREA DISCREPANCY,THE PLAN SHALL GOVERN.ACTUAL PLANT QUANTITIES TO BE 1. BOTTOM OF DITCH TO BE RECEIVE LIFT OF SANDY DETERMINED By REQUIRED PLANT SPACING. SOIL NOTES BIORETENTION SOIL MIX. PROVIDE OWNER CY . �, 12. ALL AREAS TO BE PLANTED WITH GROUNDCOVER ARE INDICATED ON THE PLAN WITH COST OF PLACED SOIL. APPROX 20 cy A HATCH PATTERN.SEE PLANT LIST FOR PLANT TYPE,SIZE,AND SPACING. 1. CONTRACTOR MAY STOCKPILE SITE TOPSOIL FOR POSSIBLE RE-USE IN LANDSCAPE BEDS.STOCKPILED TOPSOIL TO BE APPROVED BY OWNERS 13. SUBSTITUTION OF PLANT VARIETIES DUE TO LACK OF AVAILABILITY SUBJECT TO 50%CLEAN SAND REPRESENTATIVE. APPROVAL BY THE OWNERS REPRESENTATIVE AND CITY. b + 50%COMPOST 2. SITE TOPSOIL TO BE SCREENED TO REMOVE ALL GRASS CLODS AND DEBRIS 14. ALL DIMENSIONS ARE ASSUMED TO BE PARALLEL OR PERPENDICULAR UNLESS 2. IF LIFT OF SANDY SOIL IMPACTS CONVEYANCE IN LARGER THAN 1" OTHERWISE NOTED. ANY MANNER THAN SOIL TO BE DELETED. 3. EXISTING SITE TOPSOIL TO BE AMENDED WITH COMPOSTAT A RATIO OF 3:1.3 15. ALL SOIL GRADES TO BE A MINIMUM SIX INCHES BELOW ADJACENT FINISH FLOOR UNITS OF EXISTING SOIL TO ONE UNIT OF COMPOST. ELEVATIONS UNLESS NOTED OTHERWISE ALL GRADES ADJACENT TO A BUILDING ,t.>:.. 3. ENTIRE LAWN AREA IS TO BE CUT LOW CUT AND SHALL HAVE A MAXIMUM SLOPE OF 5%T FROM FOUNDATION. 4. IN LIEU OF AMENDING SITE TOPSOIL CONTRACTORS MAY CHOOSE TO USE DETHATCHED PRIOR TO PLACING SOIL - IMPORTED 3-WAY TOPSOIL. 16. ALL GRADES,DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFIED BY THE •' • ' CONTRACTOR PRIOR TO CONSTRUCTION.ANY DISCREPANCIES SHALL BE BROUGHT t.. 4. ANY LOWSPOTS OR DEPRESSIONS IN THE 5. TOPSOIL DEPTHS TO THE ATTENTION OF THE LANDSCAPE ARCHITECT. EXISTING LAWN AREA ARE TO BE FILLED SO THAT 5.1. TOPSOIL TO BE PLACED AT A MINIMUM OF 6"IN ALL LANDSCAPE BED { THE SWALE 1S SMOOTH AND LEVEL 17. SUPPLEMENTAL HAND WATERING WILL BE DONE DURING FIRST TWO YEARS TO AREAS AND TILLED INTO EXISTING SUBGRADE, GUARANTEE PLANT ESTABLISHMENT. IF CITY REQUIRES AUTOMATED IRRIGATION 1" 5.2. TOPSOIL TO BE PLACE AT AT MINIMUM OF 12"IN ALL TREE-PIT AREAS.SEE SYSTEM THEN BIDDER DESIGNED SYSTEM WILL BE PROVIDED. I;•''.": 5. ENTIRE LAWN AREA IS TO BE OVERSEEDED FOR A FULL AND COMPLETE LAWN SEED AREA / DETAIL THIS PAGE. 18. BASEMAP PROVIDED BY MAC ENGINEERING. I - --- ---- -- - -- - // 5.3. LAWN/GRASS AREA TO BE AMEENED AND TOP DRESSED PER NOTES THIS / SHEET. I // 6. IN ALL INSTANCES,PLACED TOPSOIL TO BE ROTOTILLED INTO EXISTING GRADE. Landscape Statistics I,. •:.''i 1/L-1- STREET TREE WITH °"AGP - - - __---- 1,.:.:: " WATERING BAG - - -- - - -- - 2"caliper approved tree provided STREETFRONTAGE every 30'o.c.required per code. p _ - kHA,DN I: o - - -_ GUYING APPARATUS: .r: �D wA •� - - - HEAVY DUTY POLY CHAIN LOCK t: B FOOT,V ROUND GROUNDCOVER PLANT. TREE STAKES TO BE VERTICAL, CUTBACK,PULL OUT AND DISTURB ALL �.• LODGEP TREE PINE STAKES. SEE PLANT LIST - - •PARALLEL,EVEN-TOPPED, 2 PER TREE CIRCLING ROOTS FROM ANY CONTAINER UNSCARRED AND DRIVEN INTO GROWN PLANTS .I• __ _- UNDISTURBED SUBGRADE BARK MULCH TREE GATOR OR EQUAL ., FERTILIZE ALL TREES WITH •APPROVED STARTER FERTILIZER 2'DEPTH BARK MULCH -' TOPSOIL DEPTH AND APPLIED AT MANUFACTURER'S`. :. .. 1. BEB Aur - SUGGESTED RATES 4'WATERING BASIN �� - TYPE AS SPECIFIED 16' _ SURROUNDING TREE -� =I IJ -III_ - EXISTING DEPTH GROURS I, a + PLANT TREEWNATINURS NURSERY.THAN 7 FINISH GRADE SECTION SUBGRADEPULL BURLAP OFF TOP 1M • •' Q °... :'� ire BALL . .�'.. .. i+ .. .. 12 MI , .. .. . ,;. N. T � I T ....•-.. I . .•., G BACKFILL MIX GROUNDCOVER PLANT ONAPLANTLLIISTD�NCE PICAL) � EQUALi I I IST EXISTING SU RADE -- �_III '11=11 -I III InTl=11 III- r=1TI= Ile l_II EDGE OF PL ANTER - - - SCARIFY PLANTI r? _ _ _ _ 4 TIMES ROOT MALL DIAMETER PIT WALLS G �.J 0 ,I 1.5-2 TIMES RO DIAMETER SET ROOTBALL ON M D 610' x�n�CO I� t---_ _----_-... _ _ METER _ _ ,inglC loll Yl�p r7n-y.Sr 1/2 DISTANCE BACKFILL MIX - - __-- �L �j�j k�lJ k�1I I��c________________-______--__-_- __-_-____ VF sF_-F-IG C-.TO r NGOMI tr �J PLAN APPROXIMATE LOCATION OF WALKWAY ��bT I3AL� 180 ST NE 1 ITREE WITH WATERING BAG _ 2 LGROUNDCOVER SPACING L_1 INO SCALE L_1 INO SCALE PLANTING PLAN 1"=10'-0"(CHECK SCALE BAR FOR ACCURACY) one nch NORTH 0' 10, 20' 30, 50' NO. DATE REVISION BY REV. prepared for: STATE OF proPered by: SCALES: ISSUE DATE: 3.2.2020 1 Axthelm Construction WASHINGTON _ pd bQ REGISTERED eccoBDesign Dungeness Gear Works HORIZONTAL : 1"=10' PLANTING PLAN DRAWING: 20271and 2 L TECT 3 r�a wp nrrwm"Wr2anarla" VERTICAL N/A JOB NO.: 2027 4 • p.360`419,7400 WA 93273 5 Contact:Alan Perkes PATRI N C800.306.zo17 DESIGNED: PD SHEET: 6 CERTIFI ENO.793 eeewDeaign„ wawxccosdesign.com Arlington, WA DRAWN: PD L-1 CHECKED: PD NOTICE V TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY PfAPPROVED PERMIT#: 9 ; AM PM DATE: 13 Z I OB ADDRESS: 10001 `5 1 7N h Q E iJC LOT#: PROJECT: i TYPE OF INSPECTION: S'CtZI�LI Ir SL-l�� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATg ❑PLANNING ❑ CIVIL -1 BUILDING CITY OF ARLINGTON 79< ' nc NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY OAPPROVED PERMIT#: AM Cl PM DATE: \I ti 12 i 2 I JOB ADDRESS: PROJECT: r " 7 TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT r 0 PLANNING O CIVIL 7 BUILDING CITY OF ARLINGTON he NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑�CORRECTIONS REQUIRED ❑ DO NOT OCCUPY " APPROVED PERMIT#: �/o A., ❑ AM I] PM DATE: JOB ADDRESS: � �� 1. `: V N _LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DA7 E� . . 0 PLANNING 0 CIVIL O"BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY OAPPROVED PERMIT#: ' �)I�1 Z ❑ AM ❑ PM DATE: JOB ADDRESS: { fir , U C LL LOT#: PROJECT: f S� L TYPE OF INSPECTION: �'bl VI it OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION t THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE`/ Cl PLANNING 0 CIVIL -1 BUILDING CITY OF ARLINGTON '< . NOTICE kz TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 71 APPROVED PERMIT#_�7 'AM ❑ PM DATE:f�. _-1.2 ;lli JOB ADDRESS: <�1 t�.lF~ LOT#: PROJECT: I TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION a THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 0 PLANNING O CIVIL -1 BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY Z APPROVED PERMIT#: _ 0_AM ❑ PM �DATE: JOB ADDRESS: ILOT#: PROJECT: TYPE OF INSPECTION: _ OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION Wc THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 1 0 PLANNING O CIVIL 0 BUILDING CITY OF ARLINGTON • NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY CZAPPROVED PERMIT AM ❑ PM DATE: JOB ADDRESS: T,! i�_ LOT#. PROJECT: TYPE OF INSPECTION: i OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE PLANNING CIVIL 0 BUILDING O LANNI o CITY OF ARLINGTON <,��. NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY XAPPROVED PERMIT#: 1 = - E ,� I ( AM ❑ PM DATE: .G r-f'l�%- OB ADDRESS: ''r = ( " LOT#: PROJECT: i_ i;a TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT9 Cl PLANNING 0 CIVIL 1 eun.uiNc CITY OF ARLINGTON .G NOTICE V� TO PERMITEE AND/OR OWNER PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: 7i ❑ AM CT-PM DATE: 3 1 JOB ADDRESS: r' � —C,�=` '` ) LOT#: PROJECT: TYPE OF INSPECTION: OTHER: ��.y 1 f 11A ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION tJyCz- bU,I, THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE PLANNING O CIVIL O BUILDING CITY OF ARLINGTON y�< ' rv� NOTICE 1� TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O'APPROVED PERMIT#: J I LI "2, n AM ❑ PM I DATE: �,� j ./�0 ZI JOB ADDRESS: ���J (i LOT#: PROJECT: lJ V KI�_ �'\� ; i 1 �`�i�--��1� ��LS TYPE OF INSPECTION: � 1��L�L J I CL' OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O PLANNING O CIVIL O BUILDING CITY OF ARLINGTON ' . c NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY PAPPROVED ill' PERMIT#: ? �( ��77 j O..AM ❑ PM (DATE: "� 1 _-- JOB ADDRESS: l,%U 1_: I i / LOT#: rr � PROJECT: I ('-�c)C TYPE OF INSPECTION: �:_l l�1i' ��1�-� J� _ Pj 1- 1 ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O PLANNING [] CIVIL 0 BUILDI G CITY OF ARLINGTON '�<�. CITY OF ARLINGTON 18204 59th Avenue NE, Arlington, WA 98223 _- INSPEC:TIONS: 360-403-3417 -Pen-nit Center: 360-403-3551 BUILDING PERMIT 18021 59TH AVE NE Permit#: 3192 Permit Expiration Date: Parcel #: 31052200102200 Valuation:425700.00 OWNER APPLICANT CONTRACTOR Nylander Property, LLC Axthelm Construction, hic Axthelm Construction, Inc 12800 HWY 99 3610 Cedardale Rd, Unit C 17160 Dike Rd Everett, WA 98204 Ni/fount Vernon, WA 98274 Mt Vernon,WA 98273 360-424-6848 360-424-6848 p��aS�Z07,/ LIC:AXTHECI019DU EXP:--+-`t--r-+ MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LTC#: EXP: LIC#: EXP; JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST. TYPE: VB DWELLING UNITS: OCC GROUP: F-I BUILDINGS: I OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for, or approval of, any violation of this Code or any other ordinance or order of the City, of any state or federal law, or of any order,proclamation,guidance advice or decision of the Governor of this State. To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law, or order,proclamation, guidance advice or decision of the Governor of this State, this permit shall not authorize such work and shall not be valid. The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City, or of any state or federal law, or of any order, proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect, inaccurate or incomplete information, or in violation of any City ordinance, regulation or order,state or federal law, or any order, proclamation, guidance or decision of the Governor. I AGREF, CO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBCI 10%TRCI I0. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return for and coded City of Arlington#3101. �pad Signature` Print Name Date Released By Date CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL I?,EQUIRENIENTS. ADHERE TO APPROVED PLANS. APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/02/2020 Processing/Technology Fee $25.00 11/02/2020 State Surcharge-Commercial $25.00 11/02/2020 Traffic Mitigation-City $13,420.00 11/02/2020 Building Permit Fee $4,236.88 11/02/2020 Building Plan Review Fee $2,753.97 Total Due: $20,460.85 Total Payment: $0.00 Balance Due: $20,460.85 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection, allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 18021 59TH AVE NE Permit#: 3192 Permit Expiration Date: Parcel#: 31052200102200 Valuation:425700.00 OWNER APPLICANT CONTRACTOR Nylander Property,LLC Axthelm Construction,Inc Axthelm Construction,Inc 12800 HWY 99 3610 Cedardale Rd, Unit C 17160 Dike Rd Everett,WA 98204 Mount Vernon,WA 98274 Mt Vernon,WA 98273 360-424-6848 360-424-6848 LIC:AXTHECI0l9DU EXP:03/3l/2019 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 1 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: F-1 BUILDINGS: I OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of tirne when such construction is prohibited or restricted by any state or federal law,or order,proclamation, guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor. The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation, guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC I10/IRCI10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. 2 Signature Print Name Date Released By Date CONDITIONS SEE RED-LINED DRAWINGS FOR ADDITIONAL REQUIREMENTS.ADHERE TO APPROVED PLANS.APPROVED JOB COPY SHALL BE ONSITE FOR CONSTRUCTION AND INSPECTIONS. CALL FOR INSPECTIONS. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/02/2020 Processing/Technology Fee $25.00 11/02/2020 State Surcharge-Commercial $25.00 11/02/2020 Traffic Mitigation-City $13,420.00 11/02/2020 Building Permit Fee $4,236.88 11/02/2020 Building Plan Review Fee $2,753.97 Total Due: $20,460.85 Total Payment: $0.00 Balance Due: $20,460.85 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit#: 3192 Permit Date: 06/01/20 Permit Type: COMMERCIAL BUILDING Project Name: Dungeness Gear Works, Inc Applicant Name: Axthelm Construction, Inc Applicant Address: 3610 Cedardale Rd,Unit C Applicant, City, State, Zip: Mount Vernon,WA 98274 Contact: Alan Perkes Phone: 360-424-6848 Email: alan@axthelmconstruction.com Scope of Work: New building for assembly, office and storage Valuation: 425700.00 Square Feet: 6000 Number of Stories: 1 Construction Type: VB Occupancy Group: F-1; Factory Mod. Hazard ID Code: CIC Permit Issued: 11/06/2020 Permit Expires: 05/05/2021 Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning Nylander Property, 399 Other 31052200102200 18021 59TH AVE NE LLC Miscellaneous Manufacturing NEC Contractors Contractor Primary Contact Phone Address Contractor Type License License# Axthelm Construction, Alan Perkes 360-424-6848 3610 Cedardale CONSTRUCTION Labor and AXTHECI019DU Inc Rd Unit C CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 12/15/2020 C20.BUILDING building final 04/30/2021 05/04/2021 BUILDING Approved FINAL High Strength bolting 02/23/2021 Inspection inspection by GEO Test 02/23/2021 02/23/2021 BUILDING Approved verified Plan Reviews Date Review Type Description Assigned To Review Status 06/01/2020 COMMERCIAL See red-lines for additional requirements BUILDING BUILDING Fees Fee Description Notes Amount Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Traffic Mitigation-SF Single Family $13,420.00 Building Permit Table 4-1 $4,236.88 Building Plan Review Table 4-2 $2,753.97 Total $20,460.85 Attached Letters Date Letter Description 11/02/2020 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/04/2020 Nylander Property 5025 Raelynn Jones $20,460.85 Outstanding Balance $0.00 Notes Date Note Created By: 11/02/2020 Added traffic impact fees per the approved Zoning Permit. Kristin Foster 06/01/2020 12'high max racking proposed. Kristin Foster 06/01/2020 Special inspections by GeoTest for reinforced concrete,bolting in concrete,and high-strench Kristin Foster bolting,as indicated on the application. 06/01/2020 Traffic impact fees? Kristin Foster Uploaded Files Date File Name 10/04/2021 9820067-3192 IC 2.23.2021.pdf 10/04/2021 9820068-3192 IC 3.11.2021(2),pdf 10/04/2021 9820069-3192 IC 3.11.2021.pdf 10/04/2021 9820059-3192 IC 3.15.2021.pdf 10/04/2021 9820060-3192 IC 3.18.2021.pdf 10/04/2021 9820061-3192 IC 3.19.2021.pdf 10/04/2021 9820062-3192 IC 12.15.2020.pdf 10/04/2021 9820063-3192 IC 1.6.2021.pdf 10/04/2021 9820064-3192 IC 1.13.2021.pdf 10/04/2021 9820065-3192 IC 1.14.2021.pdf 10/04/2021 9820066-3192 IC 2.22.2020.pdf 12/07/2020 7804404-3192 Issued Permit.pdf 11/06/2020 7660862-3192 Issued Permit.pdf 06/01/2020 6745037-3192 Application.pdf